36C25518R0074-00001007.pdf

C L E

A R

ETS

SEE PLAN

1/2" TOOLED JOINT FILL WITH

SEALANT. GRIND EDGES

SMOOTH AND STRAIGHT

PRIOR TO SEALING

#3 x 2'-6" AT 18" ON CENTER AT

MID-DEPTH, GREASE AND WRAP

ONE SIDE OF DOWEL AT SECOND

POUR

C L E

A R

ETS

SEE PLAN

3/8"ø SMOOTH BAR x 2'-6" @

36" OC AT MID-DEPTH.

GREASE ENTIRE BAR TO

PREVENT BOND

1 1/2" DEEP TOOLED JOINT FILL

WITH SEALANT. GRIND EDGES

SMOOTH AND STRAIGHT PRIOR

TO SEALING

1'-0"

1'-0"

4'-0" WASH

ETS

SEE PLAN

GRID

(3) #4 x CONTINUOUS 2

SLAB ON GRADE

ASPHALT PAVING,

SEE CIVIL

DRAWINGS

4" M

IN

ETS

SEE PLAN

GRID

SLAB ON GRADE

P/C COLUMN

TOOLED JOINT

WITH SEALANT

1/2" JT FILLER

BTWN SLAB

AND COL

CONTROL OR

CONSTR JT

HAND TOOLED JT W/

SEALANT AROUND COL

OR FORMED CONSTR

JOINT AS REQ'D (MAY

USE SECONDARY POUR

@ CONTRACTOR'S OPTION)

6"

/2

W

A S

H

M

IN

IM

U

M

SEE FOUNDATION PLAN

T.O. FOUNDATION

2'-0 SQUARE

MINIMUM

TOOLED JOINT AND

SEALANT

FLOOR DRAIN SYSTEM, SEE

MECHANICAL DRAWINGS

(2) #4 x 6'-0"

FOUR SIDES

CONCRETE SLAB ON GRADE,

SEE PLAN FOR TYPICAL SLAB

REINFORCING

SEE MECHANICAL

DRAWINGS FOR PIPING

1'-0"

2" 1'-0"

ETS

SEE PLAN

GRID

(3) #4 x CONTINUOUS

SLAB ON GRADE

CIP CONCRETE,

SEE CIVIL

DRAWINGS

EXTERIOR PARKING STRUCTURE

1/2" JOINT FILLER

#4 x 4'-0" @ 12" ON CENTER,CENTERED ON

JOINT, PLACE BAR IN DOWEL SLEEVE ON

PARKING STRUCTURE SIDE OF JOINT

1'-6"

SQUARE

ETS

SEE PLAN

SLAB ON GRADE

6" STANDARD GALVANIZED STEEL PIPE

WITH 1/4" CAP PLATE, SET PLUMB

9" x 9" x 1/2" GALVANIZED STEEL PLATE

WITH (4) 3/4"Ø x 4 3/4" EMBEDMENT

STAINLESS STEEL EXPANSION

ANCHORS @ 6 1/2" ON CENTER

1/4" NEOPRENE PAD, SEALANT ALL

AROUND

3/16"

NOTES:

1. PAINT ENTIRE PIPE GUARD ASSEMBLY TRAFFIC YELLOW.

3/16"

GRIND SMOOTH

1'-6"

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

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

GRADE BEAM GB-3

SEE SCHEDULE

GRADE BEAM GB-5

SEE SCHEDULE

EXTEND TOP AND BOTTOM REINFORCING

INTO GB-3 BY DEVELOPMENT LENGTH

C

DRILLED

PIER

L

OH

1'-0"

1/2"

1'-0"

ETS

SEE PLAN

C

(3) #4 x CONTINUOUS

PHASE 2 NEW SOG PHASE I EXISTING SOG

1/2" JOINT FILLER

#4 x 3'-0" @ 12" OC, DRILL AND EPOXY

INTO EXISTING GRADE SLAB WITH HILTI

HIT-RE 500, WITH 6" EMBED. WRAP WITH

2" DIAMETER x 12" LENGTH PIPE

INSULATION NEAR JOINT

SLOPE DOWN FROM

THIS EDGE

4'-0" WASH 4'-0" WASH

ETS

SEE PLAN

G

TOOLED JOINT

WITH SEALANT

SLAB ON GRADE

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

4'-0" WASH

ETS

SEE PLAN

G

ASPHALT PAVING,

SEE C7/S-510 SLAB ON GRADE,

SEE C7/S-510

BACKER ROD AND

SEALANT ALL

AROUND

PRECAST COLUMN

COVER

PRECAST COLUMN

1/2" BEARING PAD,

GLUE TO COLUMN

11"1"

ETF

SEE PLAN

ETW

SEE PLAN

ETS

SEE PLAN

2'-0" WIDE CIP FOOTING,

CENTER UNDER WALL

(2) # 5 x CONTINUOUS

EXTEND 1'-6" INTO

INTERSECTING PIER CAP

SLAB ON GRADE,

SEE CIVIL

CONNECTION PERFORMANCE DESIGN

BY PRECASTER. MINIMIZE NUMBER OF

CONNECTIONS TO GREATEST EXTENT

POSSIBLE FOR FUTURE REMOVAL.

PROVIDE BOLTED CONNECTION INSTEAD

OF WELDED

P/C WALL PANEL. DESIGN FOR EASY

FUTURE REMOVAL AND RE-USE

EXTERIOR GRADE,

SEE CIVIL

SLOPE

1/2"

PROVIDE RECESSED LIFTING

LOOPS/INSERTS. DO NOT REMOVE

AFTER ERECTION BUT LEAVE IN

PLACE. PROTECT FROM WEATHER

AND HIDE FROM VIEW WITH PLASTIC

CAPS AND SEALANT

3/4"ø x 2'-6" COIL ROD AND INSERT @ 4'-0" OC WITH (2) #4 x CONT

1'-6"Ø

ETS

SEE PLAN

SEALANT ALL AROUND

ASPHALT PAVING, SEE CIVIL

DRAWINGS

(4) #4 VERT WITH #3 TIES

3 @ 2" TOP, REM @ 12" OC

3/16"

6" STANDARD GALVANIZED STEEL PIPE

WITH 1/4" CAP PLATE, SET PLUMB

9" x 9" x 1/2" GALVANIZED STEEL PLATE

WITH ANCHORS @ 6 1/2" ON CENTER

1/4" NEOPRENE PAD

3/16"

GRIND SMOOTH

(4) 3/4"ø HILTI HDI DROP IN

ANCHORS AND BOLTS

(STAINLESS)

NOTES:

1. PAINT ENTIRE PIPE GUARD ASSEMBLY TRAFFIC YELLOW.

/2

1'-6"

SQUARE

2'-0"

1 1

NOTE:

1. PAINT ENTIRE PIPE GUARD ASSEMBLY TRAFFIC YELLOW.

SLAB-ON-GRADE

(2) #3 x

AROUND DROP-IN ANCHORS

3/16"

6" STANDARD GALVANIZED STEEL PIPE

WITH 1/4" CAP PLATE, SET PLUMB

9" x 9" x 1/2" GALVANIZED STEEL PLATE

WITH ANCHORS @ 6 1/2" ON CENTER

1/4" NEOPRENE PAD

3/16"

GRIND SMOOTH

(4) 3/4"ø HILTI HDI DROP IN

ANCHORS AND BOLTS

(STAINLESS)

SEALANT ALL AROUND

2'-0" MIN

1'-6" MIN

M A

X

M

IN

M

IN

9" MIN

G R

A D

E B

E A

M /F

O O

T

IN

G

N O

P

IP

E T

O B

E P

L A

C E

D W

IT

H

IN

CONCRETE FILL TO BE PLACED

BEFORE GRADE

BEAM/FOOTING IS POURED.

MAKE SAME WIDTH AS GRADE

BEAM/FOOTING & FULL WIDTH

OF PIPE TRENCH.

ALL PIPES TO CLEAR SLEEVES

BY 1" SEALANT ALL AROUND

NO DIGGING FOR PIPE TRENCH

PARALLEL TO FOOTING WITHIN

THESE LINES

SLEEVE

PIPE

STEP FOOTING WHERE PIPES

ARE MORE THAN 2'-6" BELOW

BOTTOM OF FOOTING

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-510

SLAB ON GRADE / FOUNDATION DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

F7

SLAB CONSTRUCTION JOINT

DETAIL

D7

SLAB CONTROL JOINT DETAIL

C7

EDGE OF SLAB DETAIL AT

ASPHALT PAVING

F5

SLAB ON GRADE/COLUMN DETAIL

D5

FLOOR DRAIN AT SLAB ON GRADE

DETAIL

A7

EDGE OF SLAB DETAIL AT CIP

CONCRETE

C5

PIPE BOLLARD DETAIL (SLAB ON

GRADE)

D3

GRADE BEAM DETAIL

3/4" = 1'-0"F1

PIPE AT CONCRETE

FOOTING/GRADE BEAM DETAIL

A5

EDGE OF SLAB DETAIL

E7

WASH DETAIL

F3

COLUMN COVER

D1

FOUNDATION WALL DETAIL

B3

REMOVABLE PIPE BOLLARD

B1

REMOVABLE PIPE BOLLARD

D E

P T

H

C L E

A R

2"2"

5'-0"

5'-0"

C L E

A R

GRADE BEAM STEP LOCATION

CLASS B LAP SPLICE, BAR MAY

BE CONTINUOUS AT GENERAL

CONTRACTOR OPTION

CIP DRILLED PIER

TIES, SEE GRADE BEAM

SCHEDULE ON FOUNDATION

PLAN

NOTES:

1. SEE GRADE BEAM SCHEDULE ON SHEET S-100 FOR DEPTH DIMENSIONS.

SAME NUMBER AND

SIZE AS GRADE BEAM

REINFORCEMENT

BEAM TIES @ 12" ON CENTER

OVER DRILLED PIER

6"6"

2" RECESS

1'-0"

SHEAR

WALL

T.O. FOUNDATION

SEE PLAN

GRID

P/C SHEAR WALL

GROUT POCKET AFTER

CONNECTION IS COMPLETE

WITH NON-SHRINK NON-STAIN

GROUT

EMBED PLATE WITH ANCHORS. (2)

CONNECTIONS PER WALL (MINIMUM).

TO PREVENT ECCENTRIC HORIZONTAL

LOADING, CENTER CONNECTION IN WALL.

EMBED ANGLE

WITH ANCHORS

CONNECTION BY

PRECASTER, SEE

NOTE 1

WELD PLATES

NOTES:

1. WALL CONNECTIONS ARE PERFORMANCE DESIGN BY PRECASTER AND SHALL COMPLY

WITH ACI 318-11 SECTION 21.4 FOR INTERMEDIATE PRECAST STRUCTURAL WALLS.

2'-9" 2'-9"

C

D

EXISTING DRILLED

PIER CAP

EXISTING P/C

COLUMN

EXISTING DRILLED

PIER BELOW

NEW P/C COLUMN,

FIELD VERIFY LAYOUT

AND CONDITION OF

EXISTING ANCHOR

BOLTS

ETC = 727'-0" @ 9

ETC = 725'-6" @ 3

(FIELD VERIFY

EXISTING ELEVATIONS)

HORIZONTAL SLOTTED CONNECTION

BY PRECASTER TO ALLOW 1" MOVEMENT

EACH DIRECTION PARALLEL TO WALL

P/C WALL

C OF DPL

5'-0"

2'-2"

4" 2'-6"

3 1/2" 2 1/2"

1'-0"

11" 1"

C

10.9 11

D

EXISTING CIP

DRILLED PIER CAP

EXISTING P/C

COLUMN

EXISTING CIP

DRILLED PIER

BELOW, SEE PLAN

NEW P/C COLUMN,

FIELD VERIFY LAYOUT

AND CONDITION OF

EXISTING ANCHOR BOLTS

EXISTING CIP GRADE

BEAM, SEE PLAN

P/C WALL

ETC = 727'-0"

(FIELD VERIFY)

HORIZONTAL SLOTTED CONNECTION

BY PRECASTER TO ALLOW 1" MOVEMENT

EACH DIRECTION PARALLEL TO WALL

C D.P.L

C D.P.L

1"

JOINT

BACKER ROD

& SEALANT (2) CONNECTIONS

MINIMUM PER PANEL

NON-SHRINK

NON-STAIN GROUTP/C PANEL

CONTINUOUS

DAMPROOFING

1/4" MINIMUM PROTECTION

BOARD x 8" WIDE CENTERED

OVER JOINT

P/C PANEL

11"1"

4'-0" WASH

ETW

SEE PLAN

EBW

724'-0"

ETS

SEE PLAN

ETS

SEE PLAN

GRADE SLAB,

CAST TIGHT WITH

BOND BREAKER

3/4" DIAMETER x 2'-6"

COIL ROD AND INSERT

@ 18" O.C. WITH (2) #4 x

CONT. (OMIT AT SIM)

P/C WALL, SEE A8/S-511 FOR

CONNECTION TO COLUMN

AT LINE D. SEE F1/S-512 (SIM)

FOR CONNECTION TO CAP AT LINE E

SNOW DUMP AREA

GRADE SLAB

(NORMAL GRADE

SLAB AT SIM)

SLOPE

1/2"

COVE SEALANT,

SEE B5/S-502

6"6"3'-6" WASH 3'-6" WASH

2"

1'-0"

SHEAR

WALL

ETGB

SEE PLAN

ETS

SEE PLAN

G

F

SLAB ON GRADE, CAST

TIGHT WITH BOND

BREAKER. AT C4 SIM:

PROVIDE ASPHALT, SEE CIVIL

P/C SHEAR WALL, SEE

SHEET S-321

SLAB ON GRADE, CAST TIGHT

WITH BOND BREAKER

CIP GRADE BEAM,

SEE SCHEDULE ON

FOUNDATION PLAN

CIP DRILLED PIER,

SEE SCHEDULE ON

FOUNDATION PLAN

BASE CONNECTION,

SEE DETAIL F6/S-511

5'-0"

2'-2"

4"2'-6"

3 1/2"2 1/2"

1'-0"

11"1"

1.1

C

D

EXISTING CIP

DRILLED PIER CAP

EXISTING P/C

COLUMN

EXISTING CIP

DRILLED PIER

BELOW, SEE PLAN

NEW P/C COLUMN,

FIELD VERIFY LAYOUT

AND CONDITION OF

EXISTING ANCHOR BOLTS

EXISTING CIP GRADE

BEAM, SEE PLAN

ETC = 721'-0"

(FIELD VERIFY)

CIP FOOTING,

SEE D1/S-512

DRILL AND EPOXY (3) #5 x 2'-6" LONG

@ 12" OC TOP AND BOTTOM. PROVIDE 6"

EMBED INTO EXISTING DRILLED PIER CAP

WITH HILTI HIT-RE 500

HORIZONTAL SLOTTED CONNECTION

BY PRECASTER TO ALLOW 1" MOVEMENT

EACH DIRECTION PARALLEL TO WALL

C D.P.L

C D.P.L

1'-0"

6"

ETGB

SEE PLAN

ETS

SEE PLAN

CIP GRADE BEAM,

SEE SCHEDULE ON

FOUNDATION PLAN

CIP DRILLED PIER,

SEE SCHEDULE ON

FOUNDATION PLAN

SLAB ON GRADE,

CAST TIGHT

P/C SHEAR WALL

BASE CONNECTION TO CONSIDER

SOIL LOAD, SEE DETAIL F6/S-511

PERIMETER DRAINAGE

SYSTEM, BY OTHERS,

SEE SPECIFICATIONS

EXTERIOR GRADE,

SEE CIVIL

COVE SEALANT,

SEE B5/S-502

3/4"ø x 2'-6" COIL ROD

AND INSERT

@ 18" O.C. WITH (2) #4 x

CONT.

C DRILLED

PIER/GRADE BEAM

L

11" 1"

1 1/2"

1 1/2"

1"

ETGB

727'-0"

ETS

SEE PLAN

ETS

SEE PLAN

C

E

EXISTING CIP GRADE BEAM

EXISTING P/C WALL

EXISTING PERIMETER

DRAINAGE, DO NOT

DISTURB

CAST TIGHT WITH

BOND BREAKER

THICKENED SLAB EDGE,

SEE A7/S-510 SIM

8" THICK SLAB ON GRADE,

SEE NOTE 15, SHEET S-101

TOOLED JOINT WITH

SEALANT

PLACE BAR IN DOWEL

SLEEVE IN 5" THICK SLAB

ON GRADE

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-511

FOUNDATION DETAILS / SECTIONS

INCLUDING SLAB ON GROUND DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

D6

GRADE BEAM STEP DETAIL

F6

SHEAR WALL BASE CONNECTION

DETAIL

A8

PIER CAP DETAIL

E8

PIER CAP DETAIL

F8

VERTICAL PANEL CONNECTION

B6

FOUNDATION WALL DETAIL

C4

SHEAR WALL FOUNDATION DETAIL

F4

PIER CAP DETAIL

C1

SHEAR WALL FOUNDATION DETAIL

F1

EXTERIOR FOUNDATION WALL

EQUAL

LENGTH

(SEE DRILLED

PIER CAP SCHEDULE)

EQUAL

W

ID

T H

(S E

E D

R

IL

L E

D P

IE

R

C A

P S

C H

E D

U L E

)E Q

U A

L E

Q U

A L

LC DRILLED PIER

LC DRILLED

PIER

(4) #4 OR USE

LONGITUDINAL

REINFORCING

(SEE DRILLED

PIER CAP SCHEDULE)

LONGITUDINAL

REINFORCING (SEE

DRILLED PIER CAP

SCHEDULE)

BASE PLATE AND ANCHOR

BOLTS ABOVE,

CONFIGURATION VARIES.

COORDINATE LOCATION(S)

WITH P/C SUPPLIER

HORIZONTAL

REINFORCING (SEE

DRILLED PIER CAP

SCHEDULE)

2" CLEAR TYPICAL

CIP DRILLED PIER

BELOW

TRANSVERSE

REINFORCING (SEE

DRILLED PIER CAP

SCHEDULE)

CIP DRILLED PIER CAP

1/2 INITIAL STIRRUP

SPACING

STIRRUPS

AT

INITIAL

SPACING

STIRRUPS AT REMAINDER

SPACING

STIRRUPS

AT

INITIAL

SPACING

1/2 INITIAL STIRRUP

SPACING

2" CLEAR

NOTE 4NOTE 3

EQUALEQUAL

C L E

A R

T O

S T

IR

R

U P

NOTES:

1. PROVIDE CONTINUOUS BOTTOM REINFORCEMENT OR PROVIDE CLASS B LAP SPLICE OVER SUPPORT.

2. WHERE NO DRILLED PIER CAP IS PRESENT, PROVIDE GRADE BEAM STIRRUPS OVER DRILLED PIER AT

12" ON CENTER SPACING.

3. PROVIDE CONTINUOUS TOP REINFORCING OR PROVIDE CLASS B LAP SPLICE AT MID-SPAN.

4. DEVELOP TOP AND BOTTOM AND SIDE REINFORCEMENT INTO SUPPORT. PROVIDE 90° HOOK.

5. SEE DRAWING S-691 FOR SPLICE LENGTH AND DEVELOPMENT LENGTH REQUIREMENTS.

CIP GRADE

BEAM

DRILLED PIER, TYPICAL

PROVIDE 2 1/2"

MINIMUM SIDE

CLEARANCE

FOR HOOKS,

TYPICAL

STIRRUPS

MID-SPAN

EDGE OF

SUPPORT

EDGE OF

SUPPORT

CONTINUOUS

END CONDITION

DISCONTINUOUS

END CONDITION

NOTE 2

TOP LONGITUDINAL

REINFORCING

BOTTOM LONGITUDINAL

REINFORCING

NOTE 2

NOTE 1

SIDE

REINFORCING

WIDTH

D E

P T

H STIRRUPS

2" CLEAR

TYPICAL

C L E

A R

ALTERNATE LOCATION

OF 90° TIE-CAP HOOK

SEE PLAN

MATCH TOP ADJACENT

DRILLED PIER CAP UNO

BOTTOM REINFORCING

TOP REINFORCING

HORIZONTAL REINFORCING

AT EQUAL SPACING EACH

FACE

ALTERNATIVE STIRRUP

2'-0"

11"1'-0"

M

IN

T O

B O

T T

O M

O F

P A

N E

L B

E T

W E

E N

D R

IL

L E

D P

IE

R

C A

P S

1"

ETC

SEE PLAN

ETW

SEE PLAN

ETS

SEE PLAN

GRID

P/C WALL

PANEL

P/C COLUMN

HORIZONTALLY SLOTTED CONNECTION

BY PRECASTER TO ALLOW 1" MOVEMENT

EACH DIRECTION PARALLEL TO WALL

WALL PANEL BETWEEN

DRILLED PIER CAPS

DRILLED PIER CAP

GRADE SLAB.

CAST TIGHT WITH

BOND BREAKER.

PERIMETER DRAINAGE SYSTEM,

BY OTHERS, SEE SPECIFICATIONS

ROUTE AROUND PIER CAP AS

NECESSARY

SLOPE

1/2"

COVE SEALANT,

SEE B5/S-502

CONNECTION TO CAP

PERFORMANCE DESIGN

BY PRECASTER

AT LINE 1 ONLY,

3/4"ø x 2'-6" COIL ROD AND INSERT @ 4'-0" O.C. WITH (2) #4 x CONT

11" 1"

EQUAL EQUAL

ETW

SEE PLAN

ETS

SEE PLAN

1110.9

P/C WALL

PANEL

ETGB

SEE PLAN

CONNECTION PERFORMANCE

DESIGN BY PRECASTER

CIP GRADE BEAM,

SEE SCHEDULE

COVE SEALANT, SEE

B5/S-502

GRADE SLAB. CAST

TIGHT WITH BOND

BREAKER

PERIMETER DRAINAGE

SYSTEM, BY OTHERS,

SEE SPECIFICATIONS

SLOPE

1/2"

6"

11"1"

4"

4'-4"

G A

P

ETF

SEE PLAN

ETW

SEE PLAN

ETS

SEE PLAN

S-511

F8

P/C WALL. BRACE WALL

UNTIL GRADE SLAB

IS CAST AND ATTAINS

SPECIFIED STRENGTH.

CONNECTION PERFORMANCE

DESIGN BY PRECASTER

GRADE SLAB,

CAST TIGHT

CIP FOOTING WITH #5 @ 12" OC EW

TOP AND BOTTOM WITH STANDARD

HOOKS, DOWEL REINFORCING

INTO INTERSECTING DRILLED PIER

CAP AT E/1 . DRILL AND EPOXY

(3) #5 x 2'-6" LONG TOP AND BOTTOM

PER DETAIL F4/S-511 AT D/1.

3/4" DIAMETER x 2'-6"

COIL ROD AND INSERT

@ 18" O.C. WITH (2) #4 x

CONT.

COVE SEALANT,

SEE B5/S-502

PERIMETER DRAINAGE

SYSTEM, BY OTHERS,

SEE SPECIFICATIONS

P/C INFILL WALL

P/C SPANDREL

ABOVE

2 HR FIRE RATED

JOINT ALL AROUND.

SEE SPECIFICATIONS

DAMPPROOFING

AS

NEEDED

2'-0"

11"

T.O. FOUNDATION

SEE FOUNDATION PLAN

ETW

SEE PLAN

ETS

SEE PLAN

ETS

SEE PLAN

CAST-IN-PLACE

FOOTING

(2) # 5 x CONTINUOUS

EXTEND 1'-6" INTO

INTERSECTING

FOUNDATION

GRADE SLAB,

CAST TIGHT

WITH BOND

BREAKER

CONNECTION PERFORMANCE

DESIGN BY PRECASTER

P/C WALL PANEL

NO GRADE SLAB

PRESENT AT "SIM"

AT WALLS OF SNOW DUMP AREAS ONLY,

OMIT BOND BREAKER AND PROVIDE

3/4"ø x 2'-6" COIL ROD AND INSERT @ 18" O.C. WITH (2) #4 x CONT

PROVIDE WASH WHERE

SHOWN ON PLAN

SLOPE

1/2"

COVE SEALANT,

SEE B5/S-502

2'-0"

8"1'-0"

M

IN

T O

B O

T T

O M

O F

P A

N E

L B

E T

W E

E N

D R

IL

L E

D P

IE

R

C A

P S

4"

4'-0"

11" 1"

ETS

SEE PLAN

E

C

P/C WALL

PANEL

P/C COLUMN

ETC

SEE PLAN

WALL PANEL BETWEEN

DRILLED PIER CAPS

DRILLED PIER CAP

ETW = 730'-6"

GRADE SLAB

AREA DRAIN,

SEE D6/S-510

PROVIDE 1/2"

JOINT FILLER

AROUND COLUMN

CONNECTION TO CAP PERFORMANCE

DESIGN BY PRECASTER

COVE SEALANT BOTH SIDES,

SEE B5/S-502

SLOPE

1/2"

CAST TIGHT TO P/C WALL

BOTH SIDES WITH BOND

BREAKER

EXISTING CIP WALL

AND GRADE BEAM

TOOLED JOINT

W/ SEALANT

CAST TIGHT

WITH BOND

BREAKER

6"

11"1"

3"

4" 4'-0"

G A

P

ETGB

SEE PLAN

ETW

SEE PLAN

ETS

SEE PLAN

S-511

F8

P/C WALL. BRACE WALL

UNTIL GRADE SLAB

IS CAST AND ATTAINS

SPECIFIED STRENGTH.

CONNECTION PERFORMANCE

DESIGN BY PRECASTER

GRADE SLAB,

CAST TIGHT

CIP FOOTING EXTENSION WITH

#5 @ 12" O.C. E.W. TOP AND

BOTTOM WITH STANDARD HOOKS

INTO GRADE BEAM, DOWEL

REINFORCING

INTO INTERSECTING DRILLED PIER

CAPS x 2'-0"

3/4" DIAMETER x 2'-6"

COIL ROD AND INSERT

@ 18" O.C. WITH (2) #4 x

CONT.

COVE SEALANT,

SEE B5/S-502

PERIMETER DRAINAGE

SYSTEM, BY OTHERS,

SEE SPECIFICATIONS

P/C INFILL WALL

P/C SPANDREL

ABOVE

2 HR FIRE RATED

JOINT ALL AROUND.

SEE SPECIFICATIONS

DAMPPROOFING

AS

NEEDED

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-512

FOUNDATION DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

D8

DRILLED PIER CAP PLAN

B8

GRADE BEAM DETAIL

F8

GRADE BEAM SECTION DETAIL

F5

EXTERIOR FOUNDATION WALL

F3

GRADE BEAM WALL DETAIL

D1

EXTERIOR FOUNDATION WALL

DETAIL

D5

FOUNDATION WALL

F1

FOUNDATION WALL

D3

EXTERIOR FOUNDATION WALL

DETAIL

P/C COLUMN

3 SIDES

TOP OF

P/C BEAM

TOP OF

P/C BEAM

2'-0"

/2

C L E

A R

M A

X

IM

U M

T Y

P

W H

E R

E N

O T

E D

8" 8"

CONTINUOUS BOTTOM REINFORCING

1" CLEAR IN LEDGE MAXIMUM

CONTINUOUS HORIZONTAL REINFORCING

CONTINUOUS TOP REINFORCING

(4) #4 AT 3" EACH TEE

STEM MINIMUM, AT 10" MAXIMUM

SPACING BETWEEN STEMS

(2) #5 x CONTINUOUS TYPICAL

MINIMUM (PROVIDE STANDARD

HOOK OR U-BAR AT ENDS)

NOTES:

EQUIVALENT PREFABRICATED WWR ACCEPTABLE

(2) #4 MINIMUM BY P/C SUPPLIER

TIED TO STIRRUPS AT 16" ON

CENTER MAXIMUM SPACING (EPOXY COAT)

/4

1'-0"

8"

SEE DETAIL C1/S-520

CONTINUOUS BOTTOM REINFORCING

CONTINUOUS HORIZONTAL REINFORCING

CONTINUOUS TOP REINFORCING

SEE DETAIL C1/S-520 FOR

LEDGE DETAILS AND

REINFORCING

NOTES:

EQUIVALENT PREFABRICATED WWR ACCEPTABLE

2"

D A

P

D E

P T

H

2'-6"

(1) #4 x (MINIMUM)

STIRRUPS

MINIMUM 1"

CLEAR END

OF BAR

Av

EDGE OF BEAM

BEARING PLATE

NOTES:

1. EQUIVALENT PREFABRICATED WWR ACCEPTABLE.

2. WELD Av AND As TO BEARING PLATE TO DEVELOP BARS.

As

BOTTOM

REINFORCEMENT

6"

2"

2'-6"

(1) #4 x (MINIMUM)

STIRRUPS

15°

MINIMUM 1"

CLEAR END

OF BAR

Avf

Av

EDGE OF BEAM

BEARING PLATE

NOTES:

1. EQUIVALENT PREFABRICATED WWR ACCEPTABLE.

2. WELD Av AND Avf TO BEARING PLATE TO DEVELOP BARS.

6"

/2

C L R

/2

C L R

75°T Y P

A S

R E

Q U

IR

E

D

/4

3/4"

TYP

TEE STEM

WIDTH +2

TYPICAL POCKET

1'-2"

P/C BEAM

1'-2"

(2) #6 AT EACH POCKET.

SPACED 1" APART,

CENTERED AT TEE

BEARING

(2) #3 AT EACH

POCKET. SPACED 1"

APART, CENTERED AT

TEE BEARING

#4 HAIRPIN

WITH 2'-0"

LEGS

SLOTTED INSERT. SEE

C1/S-521

TAPERED EDGES

B

D

CONT BOT REINF

CONT TOP REINF

CONT HORIZ REINF TYP

NOTE:

EQUIVALENT

PREFABRICATED WWR

ACCEPTABLE

POCKETED BEAM AS

REQ'D - SEE DETAILS.

POCKETED BEAMS

SHALL BE

PRESTRESSED TO 150

PSI MIN

COMPLETE CONNECTION BEFORE TEE ERECTION.

FACE OF P/C BEAM

P/C COLUMN

1/2" PAD W/ HOLE

GLUE TO BEAM

CONNECTOR SLEEVE

AND CLOSURE CAP BY

HIGH CONCRETE

ACCESSORIES SEE

SPECIFICATIONS

PROVIDE GALV PLATE

WASHER W/ GALV NUT IN

POCKET & PEEN THREADS

1" MIN DIAMETER GALV COIL

ROD INTO GALV INSERT IN

BEAM. PROVIDE (2) #3

HAIRPINS W/ LEGS AROUND

INSERT.

NOTE:

2'-0"

NOTE:

1. COMPLETE CONNECTION BEFORE TEE ERECTION.

2. CAUTION, THIS DETAIL REQUIRES CAREFUL ATTENTION TO ERECTION TOLERANCE.

CONSIDER USING SLOTTED INSERT AS REQUIRED.

1" MIN DIA GALV COIL ROD INTO

GALV INSERT IN COLUMN

PROVIDE (2) #3 HAIRPINS W/

LEGS AROUND INSERT

1/2" PAD W/ HOLE

GLUE TO COLUMN

PROVIDE GALV PLATE

WASHER W/ GALV NUT IN

POCKET & PEEN THREADS

CONNECTOR SLEEVE

AND CLOSURE CAP BY

HIGH CONCRETE

ACCESSORIES SEE

SPECIFICATIONS

FACE OF P/C COLUMN

P/C

BEAM

2'-0" x x x x x x

CIP TOPPING

P/C SPANDREL

P/C TEE

L BRACE AS NEEDED NEAR

SHEARWALL TO RESIST BUMPER

LOAD/TORSION. PERFORMANCE

DESIGN BY PRECASTER

NOTE:

SEE DETAIL B3/S-522 FOR REMAINING

INFORMATION

1. REFER TO SHEET S-001 FOR GENERAL NOTES.

2. BEAM DESIGN IS PERFORMANCE DESIGN AND SHALL

INCLUDE TYPE, NUMBER, AND LOCATION OF STRANDS

AND/OR CONVENTIONAL REINFORCEMENT AS WELL AS

LEDGE, SHEAR/TORSION AND END OF BEAM

REINFORCEMENT. DESIGN SHALL ALSO INCLUDE ALL

BEAM TO COLUMN (OR OTHER SUPPORT) CONNECTIONS.

SEE SPECIFICATION SECTION 03 41 00 FOR PRECAST

CONCRETE.

3. APPLY MASTIC TO EACH STRAND AT ENDS OF BEAM.

4. FOR MEMBER SIZES AND OTHER INFORMATION SEE

STRUCTURAL AND ARCHITECTURAL DETAILS.

5. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR

ANY REQUIRED PENETRATIONS.

6. FOR EMBEDDED PLATES TO RECEIVE WELDS AS PART

OF WELDED CONNECTIONS SEE DETAIL B8/S-523.

7. FOR SEALANT REQUIREMENTS AT BEAM/COLUMN

INTERFACES SEE DETAILS B7, F3, AND F7/S-502.

8. WHERE OPENINGS ARE REQUIRED, PROVIDE OPENINGS

AT APPROXIMATELY MID-DEPTH OF STEMS OF INVERTED

TEE (DOUBLE LEDGER) BEAMS. PLACE NO CLOSER THAN

5'-0" FROM END OF BEAM. COORDINATE SIZE AND

LOCATION REQUIREMENTS WITH MECHANICAL AND

ELECTRICAL.

9. REFER TO GENERAL NOTE III-C-10 ON SHEET S-001 FOR

CORROSION PROTECTION.

A3

BEAM TOP CONNECTION DETAIL

C1

BEAM TYPE C DETAIL

A1

BEAM TYPE D DETAIL

C3

END OF BEAM REINFORCMENT

DETAIL (DAPPED BEAM)

E3

END OF BEAM REINFORCMENT

DETAIL (UNDAPPED BEAM)

GENERAL SHEET NOTES

A5

P/C BEAM DETAIL

E1

BEAM TYPE B DETAIL

C5

CONNECTION DETAIL

E5

CONNECTION DETAIL

A7

PANEL BRACE DETAIL

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-520

PRECAST BEAM DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

24" SQUARE

2"

1'-0"1'-0"

1" 1"

2"

1'-4" LAP

/2

"TEE FLANGE

AT WASHLINE

TIE REBAR AT CROSSINGS

TEE STEM

CONCRETE

TOPPING

(2) #4 (EPOXY) EACH WAY

BY GENERAL CONTRACTOR

- PLACE TIGHT TO SIDES OF

DRAIN

28" SQUARE BY 3" DEEP

CAST-IN-PLACE CONCRETE WITH

INTEGRAL CAST-IN DRAIN -

DRAIN BY PLUMBING

CONTRACTOR

TEE FLANGE

#4 (EPOXY)

PERIMETER

BARS

3/8" x 3/8" GAP

FORMED ALL

AROUND DRAIN,

FILL WITH

SEALANT

2"2"

2" Ah (1) #4 U-BAR x

2'-0" (MINIMUM)

As WELDED TO

PLATE TO DEVELOP

BAR

SHEAR REINFORCING

5'-0" MINIMUM STEM

MESH EACH STEM -

EACH END, BUT NOT

LESS THAN REQUIRED

BY DESIGN

Av WELDED TO PLATE

BEARING PLATE

MINIMUM 1"

CLEAR END

OF BAR

Ash

2"

6"

Av WELDED TO PLATE

15°

WELD BAR TO PLATE

TO DEVELOP BAR

MINIMUM 1"

CLEAR END

OF BAR

SHEAR REINFORCING

5'-0" MINIMUM STEM

MESH EACH STEM -

EACH END, BUT NOT

LESS THAN

REQUIRED BY

DESIGN

BEARING PLATE

AvF

1/4"±

XX XX XX

P/C TEE

CONTINUOUS TOOLED JOINT (SAWCUT

JOINT PROHIBITED) IN TOPPING

DIRECTLY ABOVE INTERSECTION OF

TEE FLANGES. JOINT SEALED WITH

CONTINUOUS SEALANT. SEE DETAIL

F5/S-502.

4" MAXIMUM WIDE x CONTINUOUS

STRIP OF BURLAP SOAKED IN

CEMENTITIOUS SLURRY OVER

TEE/TEE JOINT

4" LONG STAINLESS STEEL BAR

P/C ERECTOR TO PROVIDE VARIOUS

SIZES TO FIT ERECTION TOLERANCES

STAINLESS STEEL

JVI VECTOR CONNECTOR

OR APPROVED EQUAL FLANGE

CONNECTOR AT 4'-0" O.C.

CAST-IN-PLACE CONCRETE

TOPPING

NOTES:

1. RECOMMEND USING GMAW PROCEDURES TO REDUCE SLAG.

2. TO ALLEVIATE CRACKING, CONSIDER USING SMALLER WELD PASSES.

3. OBSERVATION AND VERIFICATION OF WELDING PROCEDURES BY A TESTING AGENCY IS

RECOMMENDED, PARTICULARLY FOR INITIAL INSTALLATION OF TEE/TEE CONNECTIONS.

4. 4" MAXIMUM WELD LENGTH, DO NOT OVER WELD

4, SEE 1/4

E 308

ELECTRODES

NOTE 4

S E

E D

E T

A

IL

S

3/4" CLEAR

WASH

SEE DETAILS

/4

C

L R

/2

ETS

SEE PLAN

x x x x x x x x x x

WWR

P/C TEE

P/C BEAM OR COLUMN

COVE SEALANT, SEE DETAIL B5/S-502

CAST-IN-PLACE

CONCRETE TOPPING

CONCRETE DAM BY

GENERAL CONTRACTOR

SLOTTED INSERT AND WELD PLATES

OR ENGINEER APPROVED EQUIVALENT

PERFORMANCE DESIGN BY PRECASTER.

LOCATE AT 4'-0" ON CENTER AT NON-LOAD

BEARING BEAMS AND AT EACH TEE STEM

AT LOAD-BEARING BEAMS.

(2) #4 x CONTINUOUS

(MINIMUM). OMIT

BOTTOM BAR AT

POCKETED SPANDRELS

AND PROVIDE HAIRPIN

PER A5/S-520

CHORD STEEL @ 3" OC,

SEE PLAN. PLACE BARS 6"

MINIMUM FROM FACE

OF BEAMS TO ALLOW

FOR CORE DRILLING

OF CONDUIT.

E Q

U A

L

AS REQUIRED

6'-0"

AS REQUIRED

3'-0" 3'-0"

15'-0" 15'-0"

PLAN VIEW AT BLOCKOUT

C

DAP BEARING AS

#4 REBAR AT

FLANGE

MID-DEPTH

AT MINIMUM, PROVIDE 3" x 5 3/4" DOUBLE TEE STEM

BLOCKOUTS AT 1_

POINTS. ALSO SEE ELECTRICAL

DRAWINGS FOR ADDITIONAL LOCATIONS

CGS

CGS

REQUIRED, SEE

L

TEE ELEVATION

TEE END VIEW

APPLY MASTIC TO

STRAND AT ENDS

OF ALL TEES

NOTES:

1. SEE SPECIFICATIONS FOR FINISH.

WWR AT FLANGE MID-DEPTH

DETAIL A3/S-521

TRANSVERSE RAKE FINISH 1_

DEPTH MINIMUM TO ENSURE

BOND OF TOPPING

1. REFER TO SHEET S-001 FOR GENERAL NOTES.

2. TEE DESIGN IS PERFORMANCE DESIGN AND SHALL

INCLUDE TYPE, NUMBER AND LOCATION OF STRANDS

AS WELL AS SHEAR, FLANGE AND END OF TEE

REINFORCEMENT. SEE SPECIFICATION SECTION 03 41 00

FOR PRECAST CONCRETE.

3. MINIMUM CIP TOPPING REINFORCEMENT SHALL BE AS

FOLLOWS:

3" CIP TOPPING: WWR 4x4 - W4xW4

a. PLACE REINFORCEMENT AT MID-DEPTH OF

FLANGE OR TOPPING.

b. PROVIDE TOPPING WWR IN SHEETS NOT

ROLLS.

c. SUPPORT TOPPING WWR WITH CONTINUOUS

BAR SUPPORTS SPACED @ 2'-0" ON CENTER

MAXIMUM.

4. FOR TEE/TEE JOINT DETAIL SEE DETAIL E1/S-521.

5. FOR EMBEDDED PLATES TO RECEIVE WELDS AS PART

OF WELDED CONNECTIONS SEE DETAIL B8/S-523.

6. REFER TO GENERAL NOTE III-C-10 ON SHEET S-001 FOR

CORROSION PROTECTION.

B1

DRAIN INSTALLATION DETAIL

A3

END OF TEE REINFORCEMENT

(DAPPED TEE)

B3

END OF TEE REINFORCEMENT

(UNDAPPED TEE)

E1

TEE/TEE JOINT DETAIL

C1

TOPPING DETAIL

E3

TYPICAL P/C TEE DETAIL

GENERAL SHEET NOTES

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-521

PRECAST TEE DETAILS

B E

A M

3"

T E

E

V A

R

IE

S D

U E

T O

C A

M B

E R

4'-0"

WASH

M

IN

IM

U

M

1" 11"

V A

R

IE

S

T

O

W

IT

H

T E

E C

A M

B E

R

ETS

SEE PLAN

x x x x x x

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C SPANDREL, SEE

E1/S-522 SIM. FOR

CONNECTION TO COLUMN

P/C TEE

SLOPE

CONTINUOUS DRIP

STOP, SEE DETAIL

A7/S-523

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

#4 x 5'-0" @ 16"

ON CENTER.

POSITION AT

MID-DEPTH

OF TOPPING.

O.H.

COIL ROD

CONNECTION

WITH SLOTTED

INSERT OR EMBED

PLATE AND WELD

PLATE WITH REBAR

1'-0" 1'-0"

3/4" TYPICAL

T E

E

D A

P

3'-0" WASH 3'-0" WASH

ETS

SEE PLAN

GRID

xx x x x xxxxx xx xx

TOOLED JOINT WITH

SEALANT, TYPICAL, SEE

F3/S502

P/C COLUMN BEYOND

RANDOM ORIENTED FIBER REINFORCED

BEARING PAD x 3/8", GLUE TO TEE STEM, TYPICAL

COVE SEALANT AROUND

COLUMN

#5 x 7'-0" @ EACH TEE STEM (MINIMUM).

ADDITIONAL BAR REQUIRED TO INVOLVE

TOPPING IN COMPOSITE ACTION WITH P/C

INVERTED TEE BEAM. PERFORMANCE

DESIGN BY PRECASTER.

CONTINUOUS ETHAFOAM CONCRETE

DAM AS REQUIRED

P/C TEE TYPICAL

SORBTEX BEARING PAD x 1/2", GLUE

TO EACH END OF BEAM, PROVIDE

HOLE IN PAD FOR BOLT AT REQUIRED

LOCATIONS

SLOPE BEARING PLATES IN BEAMS

AND SUPPORT PLATES IN COLUMNS,

AS REQUIRED TO PROVIDE UNIFORM

BEARING ON PADS, TYPICAL

P/C HAUNCH BEYOND

ERECTION CONNECTION

BY PRECASTER, TYPICAL

CIP TOPPING, TYPICAL

TORSION/STABILITY CONNECTIONS TOP AND

BOTTOM EACH END OF BEAM BY PRECASTER,

SEE DETAIL A3/S-520 AND DETAIL E2/S-551 FOR

EXAMPLES

P/C INVERTED TEE BEAM, SEE C1/S-520

CHORD STEEL, SEE PLAN CHORD STEEL, SEE PLAN

PROVIDE MINIMUM OF 1 SLEEVE THROUGH BEAM FOR

FUTURE CONDUIT, OR AS REQUIRED BY MEP DRAWINGS

3"

1'-0"

SHEAR

WALL

T E

E

4'-0"

WASH

C L E

A R

ETS

SEE PLAN

x x x x x xx

P/C SHEAR WALL

P/C TEE

CIP TOPPING,

SEE DETAIL

C1/S-521

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

#4 x 5'-0" @ 16"

ON CENTER.

POSITION AT

MID-DEPTH

OF TOPPING.

CONNECTION PERFORMANCE

DESIGN BY PRECASTER BASED

ON ANTICIPATED HORIZONTAL

LOADS SHOWN ON DETAIL

D7/S-321

OH

T E

E

D A

P

11"

B E

A M

4'-0"

WASH

3" MIN

1/2"

1"

ETS

SEE PLAN

H x x x x x

BEARING PLATE

AND PAD

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C TEE

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

SLOPE

BEAM POCKET

SEE A5/S-520

P/C SPANDREL

CONTINUOUS DRIP

STOP, SEE DETAIL

A7/S-523

TEE-TO-

SPANDREL

CONNECTION

BEYOND.

SEE

A5/S-520

6"6"

3'-6" WASH 3'-6" WASH

ETS

SEE PLAN

G

F

HAUNCH, TYPICAL

CHORD STEEL. SEE PLAN

AND DETAIL C1/S-521

BEARING PLATE AND

PAD, TYPICAL

SEE TOPPING

DETAIL C1/S-521

CIP TOPPING

P/C SHEARWALL

COVE SEALANT

CONTINUOUS

ETHAFOAM

CONCRETE DAM

AS REQUIRED

P/C TEE

CONNECTION PERFORMANCE

DESIGN BY PRECASTER BASED

ON ANTICIPATED HORIZONTAL

LOADS SHOWN ON DETAIL

D4/S-321 xxxxx x x x x x

T E

E

11"

4'-0"

WASH

1"

B

E A

M

ETS

SEE PLAN

E x x x x

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C TEE

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

P/C SPANDREL

CONTINUOUS DRIP

STOP, SEE DETAIL

A7/S-523

SEE DETAIL C5/S-520

FOR CONNECTION,

TYPICAL TOP AND BOTTOM

1/2" BEARING PAD

GLUE TO COLUMN,

TYPICAL

1/2" SORBTEX BEARING

PAD, GLUE TO SPANDREL

SLOPE BEARING PLATES IN BEAMS AND SUPPORT

PLATES IN COLUMNS, AS REQUIRED TO PROVIDE

UNIFORM BEARING ON PADS, TYPICAL

T E

E

11"

B

E A

M

4'-0"

WASH

1"1'-0"

ETS

SEE PLAN

H x x x x x

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C TEE

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

P/C SPANDREL

CONTINUOUS DRIP

STOP, SEE DETAIL A7/S-523

TEE-TO- SPANDREL

CONNECTION BEYOND.

SEE A5/S-520

SEE DETAIL E5/S-520 FOR

CONNECTION, TYPICAL TOP

AND BOTTOM

1/2" BEARING PAD

GLUE TO COLUMN,

TYPICAL

SLOPE BEARING PLATES IN BEAMS

AND SUPPORT PLATES IN COLUMNS,

AS REQUIRED TO PROVIDE UNIFORM

BEARING ON PADS, TYPICAL

1/2" SORBTEX BEARING PAD, GLUE TO

SPANDREL

TOP OF COLUMN

AT TOP LEVEL

P/C COLUMN

T E

E

D A

P

11"

B

E A

M

4'-0"

WASH

3"

MIN

1/2"

1"

ETS

SEE PLAN

E x x x x x

BEARING PLATE

AND PAD

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C TEE

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

SLOPE

BEAM POCKET

SEE A5/S-520

P/C SPANDREL

CONTINUOUS DRIP

STOP, SEE DETAIL

A7/S-523

TEE-TO- SPANDREL

CONNECTION BEYOND.

SEE A5/S-520

1'-0"

T E

E

4"

1'-0"

4'-0" WASH

C x x x x xxx

P/C KNOCKOUT PANEL-REMOVE

PRIOR TO ERECTING PRECAST

P/C TEE

CIP TOPPING

P/C BEAM

CHIP OUT GROUT POCKET

AND CUT LOOSE AT EACH

WELDED CONNECTION

NOTE: ALSO SEE DETAIL F7/AG-401

E X

IS

T

IN

G

T

E E

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

/2

C L R

/2

C L R

T O

P P

IN

G

D E

P T

H V

A R

IE

S

S E

E P

L A

N

8" 4"

ETS NOTED ON PLANS IS THE

EXPECTED FLOOR ELEVATION

AT TOP OF EXISTING WASH VIF

C xxxxxx x x x x x x x x

EXISTING P/C TEE

EXISTING CIP

TOPPING

EXISTING P/C BEAM

P/C BEAM,

SEE A1/S-520 SIM

P/C TEE

TYPICAL TOPPING WWR

#4 HAIRPIN @ 12" OC WITH 2'-6" LEGS AND

(2) #4 x CONT. CONVERT TO #4 @ 12" OC WITH

STANDARD HOOK AND OMIT (2) #4 HORIZONTAL

WHERE TOPPING IS 5" THICK OR LESS

(3) #5 @ 4" OC x CONT

ETHAFOAM

CONCRETE DAM

TOOLED JOINT WITH SEALANT. GRIND

AND STRAIGHTEN EXISTING

CONCRETE EDGE AS REQ'D

EXPANSION JOINT, SEE D7/S-502,

TURN JOINT UP 6" AT END.

PROVIDE ADDITIONAL LAYER

OF WWR 4x4 - W4 x W4 THIS

LAYER MAY BE OMITTED

WHERE TOPPING IS 5"

THICK OR LESS

PRECASTER TO DETERMINE

IF P/C TEE FLANGE HAS

ADEQUATE STRENGTH TO

SUPPORT 11" FLUID CONCRETE

TOPPING. IF NOT, GC TO PROVIDE

SHORING UNTIL TOPPING

REACHES f'c = 4ksi

#3 @ 12" OC WITH STANDARD HOOK

TURNED SIDEWAYS AT MID DEPTH.

DRILL AND EPOXY INTO EXISTING

TOPPING WITH 4" MIN EMBED WITH

HILTI HIT-RE 500

ROUGHEN SURFACE TO 1/4"

AMPLITUDE APPLY BONDING AGENT

FIBER REINFORCED CIP TOPPING

W/ (2) #3 CONT.

EXTEND EDGE OF CIP CONCRETE PAST

EDGE OF P/C BEAM BELOW AS NEEDED

TO CREATE 4" GAP MAX

LOCATION OF REMOVED KNOCKOUT

PANEL (FOR REFERENCE)

T E

E

1'-0"3'-0" WASH

/4

1'-0"

(3) #5 @

4" OC

T O

P P

IN

G

D E

P T

H V

A R

IE

S

S E

E P

L A

N

TYPICAL TOPPING WWR

PROVIDE ADDITIONAL LAYER

OF WWR 4x4 - W4 x W4 THIS

LAYER MAY BE OMITTED

WHERE TOPPING IS 5"

THICK OR LESS

ETS

SEE PLAN

E xxxx x x xx x x x xx

P/C TEE

CIP TOPPING

P/C BEAM SEE

F1/S-522 FOR

TYP INFO

P/C TEE

PRECASTER TO DETERMINE

IF P/C TEE FLANGE HAS

ADEQUATE STRENGTH TO

SUPPORT 11" FLUID CONCRETE

TOPPING. IF NOT, GC TO PROVIDE

SHORING UNTIL TOPPING

REACHES f'c = 4ksi

NOTE: SLOPE TOPPING AS REQUIRED FROM SOUTH EDGE OF BEAM TO LINE D TO

MEET FLOOR ELEVATIONS SHOWN ON PLAN. TOPPING THICKNESS WILL VARY FROM 4" TO 11".

SLOPE UP

SEE NOTE BELOW

T E

E

V A

R

IE

S F

R O

M

A

T L

IN

E

E T

O

A T

L

IN

E D

11"

B

E A

M V A

R

IE

S F

R O

M

A T

L

IN

E D

T O

A

T L

IN

E

E

1"

V A

R

IE

S

ETS

SEE PLAN

ET SPANDREL

= 745'-5" LVL P2

= 757'-1" LVL P3

= 768'-9" LVL P4

x xxxx

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C TEE

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

P/C SPANDREL

TEE-TO- SPANDREL

CONNECTION BY

PRECASTER

OH

P/C LEDGE,

SEE C1/S-520

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-522

PRECAST STRUCTURAL DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

B3

TEE/BEAM DETAIL

F1

TEE/INVERTED TEE BEAM/COLUMN

DETAIL

B5

TEE/SHEAR WALL DETAIL

B1

TEE/BEAM DETAIL

E5

P/C TEE/SHEAR WALL DETAIL

E3

TEE/BEAM/COLUMN DETAIL

E1

TEE/BEAM/COLUMN DETAIL

F5

TEE/BEAM DETAIL

E7

EXISTING KNOCKOUT PANEL

DEMO DETAIL

F7

ENTRY TO PHASE II DETAIL

F3

TEE/BEAM DETAIL

B7

TEE/BEAM DETAIL

TOP LEVEL

T.O. COLUMN

LIGHT POLE

POLE BASE COVER

ANCHOR BOLTS, SIZE

AND LOCATION TO BE

COORDINATED BY

GENERAL CONTRACTOR

WITH PRECASTER FOR

EMBEDDED LOCATION

CONDUIT

PRECASTER NOTES:

1. COORDINATE WITH ELECTRICAL DRAWINGS FOR LIGHT LOCATIONS.

2. ADD EMBEDDED ELECTRICAL CONDUIT AT LIGHT POLE AS REQUIRED.

3. GENERAL CONTRACTOR TO COORDINATE ANCHOR BOLT REQUIREMENTS

WITH SUBCONTRACTOR AS REQUIRED.

G

F

/4

P

L A

T E

S

IZ

E

/4

SEALANT, TYPICAL

(4) SIDES

P/C PANEL

EMBEDDED

PLATE

NOTES:

1. 1/4" GAP AND SEALANT BEAD ARE AT GENERAL CONTRACTOR'S OPTION,

HOWEVER GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE

TO SURROUNDING CONCRETE THAT RESULTS FROM WELDING TO EMBED

PLATE. DAMAGE TO CONCRETE SHALL BE REPAIRED IN ACCORDANCE

WITH SPECIFICATION SECTION 03 30 00.

2. TAKE ALL FEASIBLE MEASURES TO CONTROL EXCESSIVE HEATING OF THE

EMBEDDED PLATE(S) BY LIMITING WELD LENGTHS - SKIP WELDS WILL HELP.

USE LAYERED SMALLER WELDS INSTEAD OF A SINGLE LARGE WELD.

2"PØ+2"

ETS

SEE PLAN

PØ

PLAN

ELEVATION

WALL OR COLUMN

1/4" BENT PLATE STEEL

PIPE GUARD, PAINTED

TRAFFIC YELLOW

PIPE, SEE MECHANICAL,

ELECTRICAL, AND PLUMBING

DRAWINGS

1/4" QUICK BOLT

TYPICAL

1/8" x 1/2" PIPE SUPPORT, LENGTH AS REQUIRED

BACKER ROD AND ANNULAR

SEALANT AROUND CORE

DRILLED HOLE (VERIFY

LOCATION WITH STRUCTURAL

ENGINEER)

CIP TOPPING OR SLAB ON GRADE

NOTES:

1. GENERAL CONTRACTOR TO COORDINATE THIS DETAIL WITH CLEANOUTS

AS REQUIRED.

IF MULTIPLE PIPES

PRESENT, ADD TOGETHER

DIAMETERS OF ALL PIPES

3"±

/4

3/4"±

3/4" CHAMFER

EDGE OF SLAB

BEAM OR SLAB

SOFFIT2"

MINIMUM

/2

C L E

A R

4"

RAILING POST, PERFORMANCE

DESIGN BY CONTRACTOR

EMBED PLATE 1/2"x4"x0'-6" WITH (2) 1/2"Ø x 4" HEADED

ANCHOR STUDS (GALVANIZED)

#4 HAIRPIN x 2'-0"

P/C SLAB OR

CIP TOPPING

SLAB

B E

A M

3"

T E

E

V A

R

IE

S D

U E

T O

C A

M B

E R

4'-0"

WASH

M

IN

IM

U

M

1" 11"

V A

R

IE

S

T

O

W

IT

H

T E

E C

A M

B E

R

6"

G A

P

ETS

SEE PLAN

x x x x x x

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C SPANDREL, SEE

E1/S-522 SIM. FOR

CONNECTION TO COLUMN

P/C TEE

CONTINUOUS DRIP

STOP, SEE DETAIL

A7/S-523

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

#4 x 5'-0" @ 16"

ON CENTER.

POSITION AT

MID-DEPTH

OF TOPPING.

EMBED PLATE

AND WELD

PLATE WITH

REBAR OR COIL

ROD

CONNECTION

WITH SLOTTED

INSERT

P/C INFILL

WALL

P/C SPANDREL

ABOVE

2 HR FIRE RATED

JOINT. SEE

SPECIFICATIONS

(2) L6 x 4 x 5/16 LLV WITH ANCHORS

BY PRECASTER. PROVIDE LENGTHS

MATCHING WIDTHS OF SNOW DUMP

AREAS SHOWN ON SHEET S-101

PRECAST SPANDREL

OR SHEAR WALL

LOCATE ANCHORS INSIDE

HORIZONTAL REINFORCING OR

PROVIDE #4 HAIRPIN

3"

MINIMUM

MAXIMUM 1"Ø DRILLED HOLES,

PATCH/REPAIR CONCRETE

SPALLS AS REQUIRED AT

DRILLED HOLES

SEALANT ALL AROUND

P/C TEES

6"Ø STANDARD GALVANIZED

STEEL PIPE WITH 1/4"

CAP PLATE, SET PLUMB

9" x 9" x 1/2" GALVANIZED

STEEL PLATE EACH SIDE

WITH

(4) 3/4"Ø ANCHOR RODS

GALVANIZED @ 6 1/2" ON

CENTER

3/16"

1/4" NEOPRENE PAD AT

TOP

AND BOTTOM

NOTES:

1. PAINT ENTIRE PIPE GUARD ASSEMBLY TRAFFIC YELLOW.

3/16"

CIP TOPPING

GRIND SMOOTH

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-523

STRUCTURAL DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

D8

LIGHT POLE DETAIL

B8

EMBEDDED PLATE DETAIL

F7

PIPE BOLLARD DETAIL

(SUPPORTED SLAB)

D7

PIPE GUARD DETAIL

A7

DRIP STOP DETAIL

A5

RAILING POST CONNECTION

DETAIL

F5

BEAM/INFILL WALL DETAIL

F8

SNOW DUMP ARMOR PLATING

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

T A

L L

O P

E N

IN

G

T H

R O

U G

H P

/C C

O L U

M N

C O

V E

R

V A

R

IE

S

T

O

W A

S H

T E

E

B E

Y O

N D

8"

ETS

SEE PLAN

G x x x x x

P/C TEE BEYOND

CIP TOPPING

1/2" SORBTEX BEARING

PAD, GLUE TO SPANDREL

SEE DETAIL E5/S-520

FOR CONNECTION,

TYPICAL TOP AND BOTTOM

1/2" BEARING PAD

GLUE TO COLUMN,

TYPICAL

P/C SPANDREL

CHORD STEEL, SEE PLAN AND

DETAIL C1/S-521

P/C COLUMN

COVE SEALANT, SEE B5/S-502

P/C HAUNCH

NOTCH IN SPANDREL AT

BEARING

P/C COLUMN COVER.

HANG FROM TOP LEVEL,

SEE D6/S-524

SEE DETAIL C5/S-520 FOR

CONNECTION FROM COLUMN

COVER TO COLUMN BETWEEN

SPANDRELS EACH LEVEL

COIL RODS, SEE F1/S-524

NOTE: PROVIDE RECESSED LIFT LOOPS ON COLUMN COVER AND

SPANDREL FOR FUTURE REMOVAL. PROVIDE CAPS AND SEAL WATER-TIGHT.

1'-0" 1'-0"

W A

S H

T E

E

/4

C

L R

ETS

SEE PLAN

G x x x x xxxxxxx

P/C TEE

CIP TOPPING

P/C IT BEAM

P/C HAUNCH

BEYOND

CHORD STEEL

P/C COLUMN

BEYOND

FUTURE P/C TEE

FUTURE STEEL

HAUNCH ENCASED

IN CONCRETE

FUTURE #5 BAR AT

MECHANICAL SPLICE

8" 1/2"

1'-0" 1'-0"

B

E A

M

V A

R

IE

S

T

O

W A

S H

T E

E

M A

X

/4

C

L R

3'-0" WASH

VARIES

ETS

SEE PLAN

TOP OF SPANDREL

ELEVATION REMAINS

CONSTANT

(745'-2" @ LEVEL P2

756'-10" @ LEVEL P3

768'-6" @ LEVEL P4)

G x x x x xxxx

P/C TEE

CIP TOPPING

CONTINUOUS DRIP STOP,

SEE DETAIL A7/S-523

P/C IT BEAM,

SEE C1/S-520

P/C HAUNCH

BEYOND

P/C SPANDREL

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

SEE TOPPING

DETAIL C1/S-521, SIM

P/C COLUMN

BEYOND

TOOLED JOINT WITH

SEALANT

COVE SEALANT,

SEE B5/S-502

P/C COLUMN COVER

BEYOND

#5 x 4'-6" @ 2'-0" OC

WITH TYPE 2 THREADED

MECHANICAL REBAR SPLICE

FOR FUTURE EXTENSION PER

D8/S-524. FILL WITH FOAM AND

TAPE END TO SEAL AGAINST

CONCRETE/WATER INTRUSION

PROVIDE CONNECTION

AT 4'-0" OC. STAGGER

LOCATION 1'-0" MIN FROM

#5 COUPLER, MARK LOCATIONS

WITH IMPRINTED ARROW IN

PANEL ABOVE FOR EASY

LOCATING FOR CUT AND

REMOVAL IN THE FUTURE

PROVIDE EMBED PLATE FOR

FUTURE STEEL HAUNCH AS

SHOWN ON DETAIL D8/S-524.

DESIGN FOR LOAD FROM

FUTURE TEE STEM AS SHOWN

IN BID ITEM 1 DRAWINGS

CONTINUOUS ETHAFOAM CONCRETE

DAM AS REQUIRED

1/2" BEARING PAD ALIGNED

WITH EACH BEAM-TO-SPANREL

CONNECTION

TOP OF COLUMN

NOTES:

1. SEE F1/S-522 FOR REMAINING INFORMATION.

2. PROVIDE RECESSED LIFT LOOPS ON COLUMN COVER AND SPANDREL FOR

FUTURE REMOVAL. PROVIDE CAPS AND SEAL WATER-TIGHT.

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

/2

V A

R

IE

S

T

O

W A

S H

T E

E

B E

Y O

N D

ETS

SEE PLAN

G x x x x x

P/C TEE BEYOND

CIP TOPPING

1/2" SORBTEX BEARING

PAD, GLUE TO SPANDREL

SEE DETAIL E5/S-520

FOR CONNECTION,

TYPICAL TOP AND BOTTOM

1/2" BEARING PAD

GLUE TO COLUMN,

TYPICAL

SEE D1/S-524 AT

BID ITEMS 5 AND 6 ONLY

CHORD STEEL, SEE PLAN AND

DETAIL C1/S-521

P/C COLUMN

COVE SEALANT, SEE B5/S-502

P/C HAUNCH

NOTCH TOP AND BOTTOM

OF SPANDREL AT BEARING

P/C COLUMN COVER.

SEE DETAIL C5/S-520 FOR

CONNECTION FROM COLUMN

COVER TO COLUMN BETWEEN

SPANDRELS EACH LEVEL

COIL RODS, SEE F1/S-524

NOTE: PROVIDE RECESSED LIFT LOOPS ON COLUMN COVER AND

SPANDREL FOR FUTURE REMOVAL. PROVIDE CAPS AND SEAL WATER-TIGHT.

SEE DETAIL C5/S-520 FOR

CONNECTION FROM COLUMN

COVER TO COLUMN

1/2" SORBTEX BEARING

PAD, GLUE TO COLUMN

COVER

P/C SPANDREL

ENSURE COLUMN COVER

BEARS EVENLY ON EACH

SPANDREL. CHECK LEVELNESS

IN FIELD AND ADJUST AS

NEEDED PRIOR TO ERECTING

COLUMN COVER

PROVIDE 2" GAP BETWEEN

TOP OF SLAB AND BOTTOM

OF COLUMN COVER SIMILAR

TO F3/S-510

2'-0"

1'-0"1" 1'-0" 1"

/2

/2

/2

1'-0" 1'-0"

GRID

G

P/C TEE LEG,

TYPICAL

BEAM TOP CONNECTION,

SEE DETAIL A3/S-520 SEE

DETAIL E2/S-551 FOR

BOTTOM CONNECTION,

TYPICAL

P/C BEAM,

TYPICAL

P/C COLUMN

P/C BEAM LEDGE

BELOW, TYPICAL

(2) 3/4"Ø INSERT/COIL RODS x 2'-6"

(GALVANIZED)

P/C HAUNCH BELOW,

SEE DETAIL E1/S-551

P/C SPANDREL

P/C COLUMN COVER (2) 3/4"Ø INSERTS FOR FUTURE

COIL RODS INTO CIP TOPPING

SEE E5/S-520 TOP AND BOTTOM

2'-0"

1'-0" 1'-0" 1"

/2

/2

/2

GRID

G

P/C HAUNCH BELOW,

SEE DETAIL E1/S-551

BEAM TOP CONNECTION, SEE DETAIL

A3/S-520 SEE DETAIL E2/S-551 FOR

BOTTOM CONNECTION, TYPICAL

P/C BEAM,

TYPICAL

P/C SPANDREL

(2) 3/4"Ø INSERT/COIL RODS x 2'-6"

(GALVANIZED)

P/C SHEAR WALL

P/C COLUMN COVER

(2) 3/4"Ø INSERTS FOR FUTURE

COIL RODS (GALVANIZED)

SEE E5/S-520 TOP AND BOTTOM

P/C PILASTER

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

ETS

SEE PLAN

G x x x x x

P/C TEE FLANGE

CIP TOPPING

NSNS GROUT

P/C COLUMN

P/C COLUMN COVER

NOTE: SEE D6/S-524 FOR REMAINING INFORMATION.

P/C SPANDREL

REMOVABLE STUB COLUMN

FOR FUTURE EXPANSION

EXTEND 4 CORNER BARS UP

FROM COLUMN BELOW INTO

DOWEL SLEEVES. PROVIDE

ENOUGH LENGTH FOR NMB

SPLICE CONNECTION IN FUTURE

RECESS LIFT LOOP FOR

FUTURE REMOVAL. CAP

AND SEAL WATER TIGHT

AA

SECTION A-A

PROVIDE CONNECTIONS

SIMILAR TO A1/S-551.

GREASE AND WRAP

BEFORE GROUTING FOR

EASY REMOVAL IN FUTURE

(4) CORNER DOWELS

IN DOWEL SLEEVES

6"6" 4'-0" WASH

W A

S H

ETW TO MATCH

TOP OF SPANDREL

PANELS

ETS

SEE PLAN

BID ITEMS 5 AND 6 ONLY

(EXCEPT BID ITEM 1)G

F

HAUNCH, TYPICAL

CHORD STEEL. SEE PLAN

AND DETAIL C1/S-521

BEARING PLATE AND

PAD, TYPICAL

CIP TOPPING

P/C SHEARWALL

COVE SEALANT

CONTINUOUS ETHAFOAM

CONCRETE DAM AS REQUIRED

P/C TEE

PROVIDE EMBED PLATES

FOR FUTURE TOPPING

CONNECTIONS AND WELD-ON

HAUNCHES. ASSUME TEE

LOADS AND ELEVATIONS AS

SHOWN ON BID ITEM 1

DRAWINGS

AT BID ITEMS 5 AND 6, PROVIDE EMBED

PLATES FOR VERTICAL EXPANSION

OF SHEAR WALL. ASSUME LOADS

FROM FULL BID ITEM 1 STRUCTURE

CONNECTION PERFORMANCE

DESIGN BY PRECASTER BASED

ON ANTICIPATED HORIZONTAL

LOADS SHOWN ON DETAIL

D4/S-321 x x x x x

T E

E

4'-0"

WASH

1'-0" 1'-0"

PROVIDE NO SPLICE IN

SHADED REGIONS.

PROVIDE NO GROUT

OVER SHADED REGIONS

IN FUTURE. USE

SEALANT ONLY

1'-0" 1'-0"

ETC MATCH

TOP OF SPANREL

ETS

SEE PLAN

H

GRID

H x x x x x

CIP TOPPING

SEE TOPPING

DETAIL C1/S-521

P/C TEE

CHORD STEEL,

SEE PLAN AND

DETAIL C1/S-521

COVE SEALANT ALL

AROUND COLUMN

NOTE: SEE E1/S-522 FOR SPANDREL TO COLUMN CONNECTION.

3/4"ø COIL RODS

SEE C5/S-551

OUTLINE OF FUTURE COLUMN

AND DOWELS

LENTON INTERLOCK GROUT-FILL COUPLERS

(GALVANIZE) AT 4 CORNERS OF INTERIOR

24" x 24" COLUMN SECTION. DESIGN CONNECTION

FOR FUTURE VERTICAL EXPANSION SHOWN IN

BID ITEM 1 DRAWINGS. FILL SLEEVE WITH SAND

AND PLUG END DURING FABRICATION. PROVIDE

PLASTIC CAP AND SEALANT TO MAKE

WATER-TIGHT

AA

SECTION A-A

MINIMUM OF (4) #4 TIES @ 3" OC

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-524

BID ITEM DEDUCT DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

F8

BEAM/COLUMN DETAIL

D8

TEE/BEAM/COLUMN

DETAIL-FUTURE LAYOUT

F6

TEE/BEAM/COLUMN DETAIL -

PRESENT LAYOUT

D6

TOP LEVEL HANG COLUMN DETAIL

F1

COLUMN PLAN DETAIL

B1

SHEAR WALL/COLUMN PLAN

DETAIL

D1

REMOVABLE COLUMNS BID ITEMS

5 AND 6

F3

SHEAR WALL SECTION

D3

COLUMN DETAIL

A1

S-551

2'-0" x 2'-0"

COLUMN

/4

P R

O J E

C T

IO

N

"6

SEE FOUNDATION PLAN

T.O. FOUNDATION

NON-SHRINK GROUT

BY PRECASTER

1" MIN BASE PLATE

BY PRECASTER

1 1/4"Ø MIN ANCHOR BOLTS

WITH DOUBLE NUTS AND

WASHERS BY PRECASTER

SHIM STACK AS

REQUIRED

REINFORCING BARS AT

EACH BLOCKOUT BY

PRECASTER

LEAN CONCRETE

COVER BY GENERAL

CONTRACTOR

(COVER TO BE 3"

MINIMUM ON

EXPOSED STEEL)

8"

GRID

2 1/2" TYPICAL

COORDINATE WITH

PRECASTER 2

/2

T

Y P

IC

A

L C

O O

R D

IN

A

T E

W

IT

H P

R E

C A

S T

E R

2'-0"

5" x 5" NON-SHRINK GROUT

POCKET BY P/C ERECTOR

GRID

GRID

8"

GRID

P/C COLUMN

1/2" CHAMFER

ALL AROUND

(3) #4 TIES x

MINIMUM AS

REQUIRED

ADD (3) TIES AT 3" ON

CENTER ABOVE AND

BELOW HAUNCH

NOTES:

1. HAUNCH DESIGN BY PRECASTER, SEE DETAIL E2/S-551 FOR BEAM TORSION

CONNECTION IF REQUIRED DUE TO ERECTION SEQUENCE OR UNBALANCED LOADING.

NOTES:

1. HOLD PLATE 1/2" CLEAR FROM EXPOSED EDGE OF POCKET.

P/C COLUMN

1/2" CHAMFER

AT COLUMN

POCKET

ONLY

PLATE 3/8" THICK

MINIMUM

ANCHORED INTO

POCKET

P/C COLUMN

PLATE 3/8" THICK

MINIMUM

ANCHORED INTO

POCKET

1/2" CHAMFER

AT COLUMN

POCKET

ONLY

2'-0"

1'-0"1"

1'-0" 1"

GRID

GRID

P/C TEE LEG,

TYPICAL

BEAM TOP CONNECTION,

SEE DETAIL A3/S-520 SEE

DETAIL E2/S-551 FOR

BOTTOM CONNECTION,

TYPICAL

P/C BEAM,

TYPICAL

P/C HAUNCH BELOW,

SEE DETAIL E1/S-551,

TYPICAL

P/C COLUMN

P/C BEAM LEDGE

BELOW, TYPICAL

(2) 3/4"Ø INSERT/

COIL RODS x 2'-6"

(GALVANIZED),

TYPICAL EACH

FACE

P/C COLUMN

HEADED

ANCHOR STUD

AT HAUNCH

PLATE

BEAM PLATE CENTERED

IN BEAM WITH SLOT AT

CENTER OF PLATE

P/C BEAM

BLOCKOUT IN

BEAM

BEAM BEARING

PAD WITH HOLE

GALVANIZED A325

NON-THREADED

BOLT, TACK WELD

TO COLUMN HAUNCH

PLATE

2 1/2"

TYP.

/2

T Y

P

FILL SHADED AREA

WITH VOID FORM

1'-0" 1'-0" 1'-0" 1'-0"

GRID

GRID

FILL SHADED AREA

w/ VOID FORM

F2

S-551

1'-0"1'-0" 1'-0" 1'-0"

SEE FOUNDATION PLAN

T.O. FOUNDATION

BASE PLATE 1" MIN. x COL.

GROUT BY P/C

PLAN SIZE BY P/C

3" NON-SHRINK

SHIM STACKS MAY BE

USED TO SET COL. IN

LIEU OF DOUBLE NUTS

(@ P/C ERECTOR OPTION)

LEAN CONC. COVER

BY G.C. (COVER TO

BE 3" MIN. ON

EXPOSED STEEL)

5" X 5" BLOCKOUT W/

NON-SHRINK GROUT BY

P/C ERECTOR

1 1/4"Ø MIN ANCHOR BOLTS

WITH DOUBLE NUTS AND

WASHERS BY PRECASTER

REINFORCING BARS AT

EACH BLOCKOUT BY

PRECASTER

8"

GRID

1'-0"

11"

1"

P/C SPANDREL

HAUNCH BY

PRECASTER

ENCASED IN

CONCRETE

P/C SHEAR

WALL

TORSION CONNECTIONS TOP

AND BOTTOM OF BEAM BY

PRECASTER (NOT SHOWN)

O.H.

/2

/2

1'-0"

1/2"1/2"

11"

2'-0"

1"

1'-0" 1'-0"

/2

/2

C

P/C SPANDREL

P/C COLUMN

OH

COLUMN

HAUNCH BELOW

(3) 3/4" ø INSERT/

COIL RODS X 2'-6"

(GALVANIZED)

SEE E5/S-520 TOP AND

BOTTOM

P/C TEE LEG,

TYPICAL

P/C BEAM

LEDGE BELOW

SEE E5/S-520 TOP

AND BOTTOM

P/C SPANDREL

1'-0"

1'-0"1'-0"

1'-0"

1/2"1/2"

/2

/2

P/C SPANDREL

(2) 3/4"ø

INSERT/COIL

RODS x 2'-6"

(GALVANIZED)

P/C TEE LEG,

TYPICAL

P/C COLUMN

SEE E5/S-520 TOP

AND BOTTOM

P/C SPANDREL

GRID

H

1'-0"1'-0"

1/2"

"1 /2

/2 " 1

4" 1/2"4"

P/C SPANDREL

(2) 3/4"ø

INSERT/COIL

RODS x 2'-6"

(GALVANIZED)

P/C TEE LEG,

TYPICAL

P/C

COLUMN

SEE C5/S-520 TOP

AND BOTTOM

P/C SPANDREL

GRID

E

11"

1"

1'-0"

E

P/C COLUMN

P/C BEAM

(2) 3/4" ø INSERT/

COIL RODS X 2'-6"

(GALVANIZED)

SEE C5/S-520 TOP AND

BOTTOM

P/C HAUNCH

BELOW, SEE

DETAIL E1/S-551,

TYPICAL

BEAM TOP CONNECTION,

SEE DETAIL A3/S-520.

SEE DETAIL E2/S-551 FOR

BOTTOM CONNECTION,

TYPICAL

CONNECTION AT TOP OF

SPANDREL

CONNECTION BELOW

FLOOR-LINE

P/C SPANDREL

P/C SPANDREL

P/C HAUNCH

OH

1. REFER TO SHEET S-001 FOR GENERAL NOTES.

2. COLUMN DESIGN IS PERFORMANCE DESIGN AND SHALL

INCLUDE SIZE, NUMBER AND LOCATION OF VERTICAL

REINFORCEMENT AND TIES. DESIGN SHALL ALSO

INCLUDE COLUMN BASE, POCKET AND HAUNCH

REINFORCEMENT. SEE SPECIFICATION SECTION 03 41 00

FOR PRECAST CONCRETE.

3. PERFORMANCE DESIGN SHALL INCLUDE EFFECTS DUE

TO VOLUME CHANGE OF THE STRUCTURE. COLUMNS

SHALL BE DESIGNED ASSUMING PINNED BASE

CONDITIONS.

4. FOR COLUMN SIZES SEE PLAN DETAILS ON THIS SHEET

5. FOR COLUMN BASE AND POCKET DETAILS SEE DETAILS

ON THIS SHEET.

6. PROVIDE #5 MINIMUM VERTICAL AT EACH CORNER

BETWEEN POCKETS TYPICAL.

7. MINIMUM COLUMN TIES SHALL BE #4 GRADE 60 CLOSED

TIES AS FOLLOWS:

a. AT 16" ON CENTER (MAXIMUM SPACING) TYPICAL AND

FOR ADDED TIES AT REINFORCEMENT BELOW AND

BETWEEN POCKET.

b. ADD (4) TIES AT 3" ON CENTER BELOW EACH POCKET.

c. ADD (2) TIES AT 3" ON CENTER ABOVE EACH POCKET.

d. ADD (4) TIES AT 3" ON CENTER AT TOP AND BOTTOM OF

COLUMN.

e. ADD (3) TIES AT 3" ON CENTER ABOVE AND BELOW

HAUNCHES.

f. ADD (1) TIE ABOVE AND BELOW COIL ROD INSERTS.

8. FOR EMBEDDED PLATES TO RECEIVE WELDS AS PART

OF WELDED CONNECTIONS SEE DETAIL B8/S-523.

9. SEE DETAIL A2/S-551 FOR COLUMN POCKET DETAILS.

C1

COLUMN BASE DETAIL

A1

COLUMN PLAN DETAIL

E1

P/C HAUNCH DETAIL

A2

P/C COLUMN POCKET DETAIL

C2

COLUMN PLAN DETAIL

E2

BEAM BOTTOM CONNECTION

DETAIL

F2

COLUMN PLAN DETAIL

F1

COLUMN BASE DETAIL

F5

SHEAR WALL PLAN DETAIL

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Columbia, Missouri

07/08/16

S-551

PRECAST COLUMN DETAILS

EXPAND PARKING GARAGE 589-401

RES MAP

E5

COLUMN PLAN DETAIL

C5

COLUMN PLAN DETAIL

F7

COLUMN PLAN DETAIL

GENERAL SHEET NOTES

E7

COLUMN PLAN DETAIL

TABLE 1 - TENSION DEVELOPMENT AND LAP SPLICE LENGTHS FOR UNCOATED BARS IN BEAMS AND COLUMNS11

BASE ON ACI 318-11, SECTION 12.2 & 12.15

LENGTHS (in) PER CONCRETE STRENGTH (psi)

4000 psi 5000 psi 6000 psi 7000 psi 8000 psi

TOP BARS OTHER BARS TOP BARS TOP BARS TOP BARS TOP BARSOTHER BARS OTHER BARS OTHER BARS OTHER BARS B

A R

S

IZ

E

L A

P C

L A

S S

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

C A

S E

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

#7

(#22)

#8

(#25)

#9

(#29)

#10

(#32)

#11

(#36)

#14

(#43)

#18

(#57)

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

N/A

N/A f'c = 4000 psi

CONCRETE COVER = 0.75" CONCRETE COVER = 1.00" CONCRETE COVER = 1.50" CONCRETE COVER = 2.00"

UNCOATED EPOXY-COATED

B A

R S

IZ

E

L A

P C

L A

S S

TABLE 2 - TENSION DEVELOPMENT AND LAP SPLICE LENGTHS FOR BARS IN WALLS AND SLABS

UNCOATED EPOXY-COATED UNCOATED EPOXY-COATED UNCOATED EPOXY-COATED

BASE ON ACI 318-11, SECTION 12.2 & 12.15

10 10 10

TOP

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

#7

(#22)

#8

(#25)

#9

(#29)

#10

(#32)

#11

(#36)

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER

TABLE 3 - TENSION DEVELOPMENT AND LAP SPLICE LENGTHS FOR BARS IN WALLS AND SLABS

BASE ON ACI 318-11, SECTION 12.2 & 12.15

f'c = 5000 psi

CONCRETE COVER = 0.75" CONCRETE COVER = 1.00" CONCRETE COVER = 1.50" CONCRETE COVER = 2.00"

UNCOATED EPOXY-COATED

B A

R S

IZ

E

L A

P C

L A

S S

TOP

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

#7

(#22)

#8

(#25)

#9

(#29)

#10

(#32)

#11

(#36)

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

10UNCOATED EPOXY-COATED UNCOATED

OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER

10EPOXY-COATED

TOP OTHER

UNCOATED

TOP OTHER

10EPOXY-COATED

TOP OTHER

TABLE 4 - TENSION DEVELOPMENT AND LAP SPLICE LENGTHS FOR BARS IN WALLS AND SLABS

BASE ON ACI 318-11, SECTION 12.2 & 12.15

f'c = 6000 psi

CONCRETE COVER = 0.75" CONCRETE COVER = 1.00" CONCRETE COVER = 1.50" CONCRETE COVER = 2.00"

UNCOATED EPOXY-COATED

B A

R S

IZ

E

L A

P C

L A

S S

TOP

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

#7

(#22)

#8

(#25)

#9

(#29)

#10

(#32)

#11

(#36)

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

A

B

10UNCOATED EPOXY-COATED UNCOATED

OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER

10EPOXY-COATED

OTHER

UNCOATED 10EPOXY-COATED

TOP OTHERTOP OTHERTOP

32 29 27 25 23

43 39 35 33 31

TABLE 6 -

TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS

AND ASTM A970 TERMINATORS FOR UNCOATED BARS

BASE ON ACI 318-11, SECTION 12.5

B A

R S

IZ

E

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

#7

(#22)

#8

(#25)

#9

(#29)

#10

(#32)

#11

(#36)

4000 psi

LENGTHS (in) PER CONCRETE STRENGTH (psi)

#14

(#43)

#18

(#57)

5000 psi 6000 psi 7000 psi 8000 psi

9 8 7 7 6

TABLE 7 -

TENSION DEVELOPMENT LENGTHS OF STANDARD HOOKS

AND ASTM A970 TERMINATORS FOR EPOXY-COATED BARS

BASE ON ACI 318-11, SECTION 12.5

B A

R S

IZ

E

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

4000 psi

LENGTHS (in) PER CONCRETE STRENGTH (psi)

5000 psi 6000 psi 7000 psi 8000 psi

32 31 31 31 31

43 41 41 41 41

N/A

N/A

8 8

TABLE 8 -

COMPRESSION DEVELOPMENT AND LAP SPLICE LENGTHS FOR UNCOATED

AND EPOXY-COATED BARS

BASE ON ACI 318-11, SECTION 12.3 &12.16

B A

R S

IZ

E

#3

(#10)

#4

(#13)

#5

(#16)

#6

(#19)

4000 psi

LENGTHS (in) PER CONCRETE STRENGTH (psi)

5000 psi 6000 psi 7000 psi 8000 psi LAP SPLICE

8 8 8 12

#7

(#22)

#8

(#25)

#9

(#29)

#10

(#32)

#11

(#36)

#14

(#43)

#18

(#57)

TABLE 5 -

TENSION DEVELOPMENT LENGTHS FOR PLAIN WELDED WIRE FABRIC

BASE ON ACI 318-11, SECTION 12.19

WIRE SPACING (in)

DEVELOPMENT LENGTHS (in) PER CROSS LAP SPLICE LENGTH (in) PER CROSS

W6

WIRE

WIRE

SPACING 4 6 8 12

WIRE SPACING (in)

4 6 8 12

TO

W0.5

1. REINFORCING BARS CONFORMING TO ASTM A615 OR A706

AND NORMAL WEIGHT CONCRETE.

2. TABULATED VALUES FOR BEAMS AND COLUMNS ARE

BASED ON TRANSVERSE REINFORCEMENT MEETING

MINIMUM CODE REQUIREMENTS.

3. CASES 1, 2, AND 3 ARE DEFINED AS FOLLOWS:

A. CASE 1: COVER AT LEAST 2.Od/b AND C-C SPACING AT

LEAST 5.0d/b B. CASE 2: COVER AT LEAST 1.0d/b AND C-C SPACING AT

LEAST 3.0d/b C. CASE 3: COVER LESS THAN 1.0d/b AND/OR C-C

SPACING LESS THAN 3.0d/b BUT 2.0d/b MIN

4. LAP SPLICE LENGTHS…