s2...5) coordinate all edge of slab dimensions at shaft openings, building perimeter, etc. with the...

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

5" CONCRETE SLAB ON GRADEw/ 6x6-W1.9xW1.9 WWF OVER 4"

CRUSHED STONE

25'-1"

26'-10"

26'-10"

26'-10"

26'-10"

27'-10"

27'-2"

22'-0 1/2"

18'-1"

6'-1"

18'-0"

9'-3 1/2"

3'-10" 21'-9" 30'-0" 15'-0"

13'-0"

28'-0"

14'-0"

3'-10" 21'-9" 8'-2 1/2" 11'-1 1/2" 10'-8 1/2" 5'-0 1/2" 8'-9 1/2"1'-2 1/2" 16'-10 1/2" 8'-10" 26'-6" 26'-10" 26'-10" 26'-10" 26'-10" 26'-10" 26'-10" 4'-2"

( P1 LOBBY AREA = 479.00' )

ELEV

ELEV

ELEV(TYP.)4'-0"

w/ #7 @ 12" E.W., T&B

RAMP ON GRADE

(TYP.)4'-6"

STAIR

1 2

3

4

56 7

A

B

C

D

E

Ex. F86.14

EXISTING BUILDING(V.I.F.)

FIN. FL. EL. 488.90' (V.I.F.)

Ex. F86.14

Ex. F26.14

Ex. F26.14

Ex. F26.14

Ex. F26.14{ +487.50' }

{ +485.34' }

{ +487.50' }

{ +485.34' }

{ +483.34' }

{ +483.34' }

{ +485.05' }{ +486.00' }

{ +486.00' }

{ +487.50' }

1

1

B.5

12.1

C2 C2

C3

C2 C2

C1 C1

C2

C1

C2

C1

C2

C1

C2

C2

C2

C2C2C2

C2

C2C2

C2

C1 C1 C1 C1 C1 C1 C1

C1

C2C2

C5

C5

F70F100

F86

F130 F130

F120

F76F76

F70

F100

F70

F86

F90 F100 F100

F120 F120

F120

F120

F76 F76 F76 F76 F76

F120

F120

F76

F76 F76

F120

F120

F120

F120

F76

F76

F76

C.3

SW2

SW2

SW2

SW2

26" CONCRETE MAT

HSS8x4x3/8

HSS8x4x3/8

( 475.00' )

F20.16

( 478.00' )

SW1

SW1

SW1

SW1

SW1

F100

.30

( 478.00' )

F100

.30

( 478.00' )

( 478.00' )

30" CONCRETE MATw/ #7 @ 12" E.W., T&B

F80.30 ( 478.00' )( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' ) ( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )( 478.00' )( 478.00' )( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )( 478.00' )

( 478.00' )

( 478.00' )( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' )

( 478.00' ) ( 478.00' ) ( 478.00' ) ( 478.00' ) ( 478.00' ) ( 478.00' )

( 478.00' )

F120

F20.16 F20.16

F20.16

( 478.00' )

F20.16F20.12 F20.16 F20.16( 478.00' )

P3676

F20.16 ( 478.00' )

TYPICAL CONTROL/CONSTRUCTIONJOINT PATTERN

ISOLATION JOINT(TYP.)

FIN. FLR. EL. SLOPES

14" CONC. WALL(TYP.)(U.N.O.)

18" CONCRETE MATw/ #_ @ __" E.W., T&B 12

" CO

NC. WALL

F20.16( 478.00' )

RAMP SYSTEM w/ 2" RETAINING ™(GALV.) SPANNING B/W GALV STEEL WFPILES @ 8'-0" o/c MAX. CONTINUOUSLYWELD ™ TO PILE. RAMP SYSTEM TOBE DESIGNED BY OTHERS.

C2F100 ( 478.00' )

F20.16 ( 478.00' )

1

S3.03

2

S3.03 1

S3.03

1

S3.03 FTG.STEP

FTG.STEP

FTG.STEP

FTG.STEP

FTG.STEP

FTG.STEP

FTG.STEP

FTG.STEP

3'-0"

3'-0"

3'-6"

1

S3.03

14" CONC. WALL(TYP.)(U.N.O.)

F20.16 ( 478.00' )

14" CONC. WALL

( 478.00' ) ( 478.00' )

EXIST. SITE WALL

NOTES:1) SEE PLAN FOR FINISHED FLOOR ELEVATION. SEE ARCHITECTURAL DOCUMENTS FOR ALL SLOPES.

2) ( ) INDICATES TOP OF FOOTING ELEVATION.

3) SEE S3.01 FOR COLUMN, PIER AND FOOTING SCHEDULES AND INFORMATION.

4) FOUNDATIONS, COLUMNS AND PIERS ARE CENTERED ON THE GRID LINE, UNLESS NOTED OTHERWISE.

5) { } INDICATES APPROXIMATE BOTTOM OF EXISTING FOOTING ELEVATION RELATIVE TO DATUMELEVATION 0.00'.

6) FOOTINGS AND PIERS SUPPORTING MORE THAN ONE COLUMN SHALL BE CENTERED BETWEEN THEM INBOTH DIRECTIONS, UNLESS NOTED OTHERWISE.

7) INDICATES CONCRETE SHEAR WALL. SEE SCHEDULE ON S3.01.

8) SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. DIMENSIONS ON THIS DRAWING AREFOR CONVENIENCE ONLY AND MUST BE CHECKED WITH ARCHITECTURAL DRAWINGS FOR ACCURACY.DIMENSIONS ON ARCHITECTURAL DRAWINGS GOVERN.

'SW'

© 2015 Erdy McHenry Architecture, LLC

DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:

NOT FOR CONSTRUCTION

Erdy McHenry Architecture, LLC915 North Orianna StreetPhiladelphia, Pennsylvania 19123ph: 215.925.7000 fax: 215.925.1990web: http://www.em-arc.com

Architect:SCOTT A. ERDY, AIADAVID S. MCHENRY, AIA

Client:

emArchitecture

Environetics Design, Inc.One Penn Center1617 JFK Blvd, Suite 1600Philadelphia, PA 19103

Landscape Architect:

Roofmeadow7135 Germantown Avenue2nd FlrPhiladelphia, PA 19119

O'Donnel & Naccarato111 S. Independence Mall EastSuite 950Philadelphia, PA 19106

Structural Engineer:

MEP/FP/IT Engineer:

Campus Acquisitions Holdings, LLC161 N Clark Suite 2050Chicago, IL 60601312-994-1874

Terra Engineering andLand Solutions, PC2374 Stuarts Draft HighwayStuarts Draft, VA 24477

Civil Consultant:

CMH Elevator Consultants &Associates, LLC325 N. Saint Paul Street,Suite 1380Dallas, TX 75201

VerticalTransportation:

ISSUED FORDESIGN DEVELOPMENT

01/22/15**-ALL DRAWINGS MARKED AS PART OF AN "EARLY"SUBMISSION PACKAGE ARE ISSUED PRIOR TO COMPLETION OFOTHER DESIGN DISCIPLINES INCLUDING BUT NOT LIMITED TOARCHITECTURAL OR MECHANICAL DESIGNS; AND AS SUCH,ARE INCOMPLETE BY NATURE FOR THE COMPREHENSIVESCOPE OF THE PROJECT. ALLOWANCES FOR STRUCTURALELEMENTS REQUIRED DUE TO THE COMPLETION ANDCROSS-COORDINATION OF ALL OTHER DISCIPLINES SHOULDBE MADE.

111 S. INDEPENDENCE MALL EAST | SUITE 950 | PHILA. PA 19106(215) 925-3788 | WWW.O-N.COM | Project No. 2108.0015.00

As indicated

S2.00a

Parking LevelP1 FoundationPlan

EM 1148.00Author

01/22/2015

1000 W. Main Street, Charlottesville, VA

1000 West Main Street

SCALE: 3/32" = 1'-0"

FOUNDATION PLAN

NOTE:NOTE:NOTE:NOTE: SOIL IMPROVEMENT IS REQUIRED FOR THE SOIL IMPROVEMENT IS REQUIRED FOR THE SOIL IMPROVEMENT IS REQUIRED FOR THE SOIL IMPROVEMENT IS REQUIRED FOR THEMAJORITY OF THE SITE w/ STONE COLUMNS ASMAJORITY OF THE SITE w/ STONE COLUMNS ASMAJORITY OF THE SITE w/ STONE COLUMNS ASMAJORITY OF THE SITE w/ STONE COLUMNS ASSTATED IN THE GEOTECHNICAL REPORT. SIZE,STATED IN THE GEOTECHNICAL REPORT. SIZE,STATED IN THE GEOTECHNICAL REPORT. SIZE,STATED IN THE GEOTECHNICAL REPORT. SIZE,DEPTH AND SPACING OF STONE COLUMNS ARE TODEPTH AND SPACING OF STONE COLUMNS ARE TODEPTH AND SPACING OF STONE COLUMNS ARE TODEPTH AND SPACING OF STONE COLUMNS ARE TOBE DESIGNED BY SPECIALTY CONTRACTORS.BE DESIGNED BY SPECIALTY CONTRACTORS.BE DESIGNED BY SPECIALTY CONTRACTORS.BE DESIGNED BY SPECIALTY CONTRACTORS.REQUIRED DEPTHS OF UP TO 50 FEET AREREQUIRED DEPTHS OF UP TO 50 FEET AREREQUIRED DEPTHS OF UP TO 50 FEET AREREQUIRED DEPTHS OF UP TO 50 FEET AREPOSSIBLE. IMPROVED SOIL MUST BE CAPABLE OFPOSSIBLE. IMPROVED SOIL MUST BE CAPABLE OFPOSSIBLE. IMPROVED SOIL MUST BE CAPABLE OFPOSSIBLE. IMPROVED SOIL MUST BE CAPABLE OFSUPPORTING A MINIMUM OF 5000 PSF.SUPPORTING A MINIMUM OF 5000 PSF.SUPPORTING A MINIMUM OF 5000 PSF.SUPPORTING A MINIMUM OF 5000 PSF.

Drawing Issue Date

RAMP

DOWN

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

w/ #5 @ 32" o/c BOTT.

14" CONC. WALL(TYP.)

STAIR

4" CONCRETE SLAB ON GRADEw/ 6x6-W2.0xW2.0 WWF OVER

4" CRUSHED STONEFIN. FLR. EL. 489.00'


4" CRUSHED STONEFIN. FLR. EL. 489.00'

PARKING RAMPON GRADE BELOW

ELEV

ELEV

ELEV

9" P.T. SLAB(5,000 PSI)

FIN. FLR. EL. 489.00'

FTG.STEP

FTG.STEP

FTG.STEP

#6 @ 24" T

(FULL PERIMETER)

(6) #6 T

(TYP. @ INT. COLS.)

(6) #6 T(TYP. @ EXT. COLS.)


4" CRUSHED STONE


FIN. FL. EL. 488.90' (V.I.F.)

1 2

3

4

56 7

A

B

C

D

E

{ +487.50' }

{ +485.34' }

{ +487.50' }

{ +485.34' }

{ +483.34' }

{ +483.34' }

{ +485.05' } { +486.00' }

{ +486.00' }

{ +487.50' }

Ex. F86.14

Ex. F26.14

Ex. F26.14

Ex. F86.14

Ex. F26.14

Ex. F26.14

12" CONC. WALL

FIN. FLR. EL. 489.00'

( 486.00' )C4F40 ( 486.00' )

1

1

B.5

12.1

CB U

PTUR

NED

( 484.67' )F20.16

FTG.STEP

14" CONC. WALLBELOW

14" CONC. WALLBELOW

FIN. FLR. EL. 489.00'

12" CIP CONC. SLABw/ #6 @ 12" E.W.T&B

STAIR

.

C.3

C4 C4 C4( 484.00' )F40

C4( 484.00' )F40

12" CONC. WALL

C4 C4F40F40 ( 486.00' )

( 486.00' )

HSS8x4x3/8

HSS8x4x3/8

SW2

SW2

SW2

SW2

SW1

SW1

SW1

1

S3.03

4

S3.03

3

S3.03

FTG.STEP

FTG.STEP

FTG.STEP

FTG.STEP

Fe = 460 k

SW1

SW1

Fe = 16 k/ft

25'-1"

26'-10"

26'-10"

26'-10"

26'-10"

27'-10"

27'-2"

22'-0 1/2"

18'-1"

6'-1"

18'-0"

9'-3 1/2"

3'-10" 21'-9" 30'-0" 15'-0"

13'-0"

28'-0"

14'-0"

3'-10" 21'-9" 8'-2 1/2" 11'-1 1/2" 10'-8 1/2" 5'-0 1/2" 8'-9 1/2"1'-2 1/2" 16'-10 1/2" 8'-10" 26'-6" 26'-10" 26'-10" 26'-10" 26'-10" 26'-10" 26'-10" 4'-2"

12" CONC. WALL

12" CONC. WALL

EXIST. SITE WALL

#6 @ 12" T #6 @ 12" T

14" CONC. WALL (BELOW) CB

#6 @ 12" T

(TYP.)

D1 D1

D1 D1

C4 C4

#6 @ 12" T

(TYP.)

NOTES:

1) SEE PLAN FOR FINISHED FLOOR ELEVATION (ACTUAL ELEVATIONS), SEE ARCHITECTURALDOCUMENTS FOR ALL SLOPES AND VARIANCES.

2) +/- ___' INDICATES TOP OF SLAB ELEVATION RELATIVE TO REFERENCE FINISHED FLOORELEVATION.

3) COLUMNS ARE CENTERED ON THE GRID LINE, UNLESS NOTED OTHERWISE.


5) COORDINATE ALL EDGE OF SLAB DIMENSIONS AT SHAFT OPENINGS, BUILDING PERIMETER, ETC.WITH THE ARCHITECTURAL DRAWINGS.

6) 'CB' INDICATES REINFORCED CONCRETE BEAM, SEE SCHEDULE ON S3.01.

7) PROVIDE HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6" LONG HEADEDSTUDS.

8) (T) INDICATES TOP BARS, (B) INDICATES ADDITIONAL BOTTOM BARS.

9) INDICATES CONCRETE SHEARWALL, SEE SCHEDULE ON S3.01.

10) INDICATES C.G. OF TENDON FROM BOTTOM OF SLAB (SEE PLAN).

11) FLOOR SLABS TO BE 6,000 PSI POST TENSIONED CONCRETE (SEE PLAN FOR THICKNESS).SEE PLAN FOR P.T. & PROVIDE BOTTOM MAT OF #5 @ 32" o/c.

12) PROVIDE POUR STRIP IN EACH WING OF BUILDING PER TYPICAL DETAIL ON S4.02.

13) INDICATES STUD RAIL REQUIRED AT COLUMN. SEE 'TYPICAL STUDRAIL LAYOUT DETAILS ONS3.01 FOR ADDITIONAL INFORMATION.

0.00

'SW'

D#


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.00b

Parking Level2 Framing Plan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

PARKING LEVEL 2 FRAMING PLAN


Drawing Issue Date

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

5" CONCRETE SLAB ON GRADEw/ 6x6-W1.9xW1.9 WWF OVER 4"

CRUSHED STONE

STAIR

ELEV

ELEV

ELEV

12" CONC. WALL

STAIR

STEPFTG.

11" P.T. SLAB(6,000 PSI)

11" P.T. SLAB(6,000 PSI)

w/ #5 @ 32" o/c BOTTFIN. FLR. EL. 498.75'

TAPERED TOPPING SLAB.

14" CONC. WALLBELOW

.

CB CB CB

CB CB CB

14" CONC. WALLBELOW

5'-0"

5'-0" WIDE THICKENED SLABTRANSITION @ 6" STEP

5'-0"

5'-0"

5'-0"

5'-0" WIDE THICKENED SLABTRANSITION @ 6" STEP

(10) #6 T(TYP. @ INT. COLS.)(U.N.O.)

(10) #6 T

(TYP. @ EXT. COLS.)

CB1

CB1


FIN. FL. EL. 488.90' (V.I.F.)

1 2

3

4

56 7

A

B

C

D

E

1

1

B.5

12.1

UPTURNED CB (CONT.)

FIN. FLR. EL. VARIES

C.3

C2 C2

C1

C2 C2 C1

C2

C2 C1

C2C1

C2

C2C1

C2 C1F90 F60

F90F90

F90

F90

F90

F90 F60

F90 F90 F60

F90 F90

F60

F90

HSS8x4x3/8

HSS8x4x3/8

SW2

SW2

SW2

SW2

SW1

SW1

SW1

SW1

SW1

( 495.75' ) ( 495.75' )

( 495.75' )

( 495.75' )( 495.75' ) ( 497.75' )

( 497.75' )

( 497.75' ) ( 495.75' )

( 492.00' ) ( 497.75' )( 495.75' )

( 492.00' )

( 497.75' ) ( 495.75' )

( 497.75' )( 490.00' ) ( 498.75' )F100.30

F100.30

SW1

SW1

SW1

SW1

32" CONCRETE MATw/ #8 @ 12" E.W., T&B

T.D.S.

SW1

SW1

SW1

SW1

SW3

T.D.S.

T.D.S.

4'-6"

4'-6"

F110.36

( 495.75' )

2'-0"

2'-0"

4'-6"

2'-0"

F100

.30

( 492.00' )

Fe = 510 k

Fe = 20 k/ft

CB CB

(TYP.)

6'-0"

2'-0"

CB

25'-1"

26'-10"

26'-10"

26'-10"

26'-10"

27'-10"

27'-2"

22'-0 1/2"

18'-1"

6'-1"

18'-0"

9'-3 1/2"

3'-10" 21'-9" 30'-0" 15'-0"

13'-0"

28'-0"

14'-0"

3'-10" 21'-9" 8'-2 1/2" 11'-1 1/2" 10'-8 1/2" 5'-0 1/2" 8'-9 1/2"1'-2 1/2" 16'-10 1/2" 8'-10" 26'-6" 26'-10" 26'-10" 26'-10" 26'-10" 26'-10" 26'-10" 4'-2"

#6 @ 12" T

(TYP.) D1

D1

EXIST. SITE WALL

F40.12

(VARIES)

STEPFTG.

D1 D1

(TYP. @ SW)

#6 @ 8" T #6 @ 8" T

(14) #7 T

(14) #

7 T

D1

12" CONCRETE SITE SCREENWALL w/ #5 @ 12" E.W.E.F.TOP OF FOOTING TO BELOCATED @ BOTTOM OF BIO-FILTER. STEP AS REQ'D.

EXIST. CONC.RETAING WALLTO REMAIN

#6 @ 12" T

(TYP.)

NOTES:



3) ( ) INDICATES TOP OF FOOTING ELEVATION.

4) SEE S3.01 FOR COLUMN, PIER AND FOOTING SCHEDULES AND INFORMATION.

5) FOUNDATIONS, COLUMNS AND PIERS ARE CENTERED ON THE GRID LINE, UNLESS NOTEDOTHERWISE.

6) { } INDICATES APPROXIMATE BOTTOM OF EXISTING FOOTING ELEVATION RELATIVE TO DATUMELEVATION 0.00'.

7) FOOTINGS AND PIERS SUPPORTING MORE THAN ONE COLUMN SHALL BE CENTERED BETWEENTHEM IN BOTH DIRECTIONS, UNLESS NOTED OTHERWISE.

8) SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. DIMENSIONS ON THIS DRAWING AREFOR CONVENIENCE ONLY AND MUST BE CHECKED WITH ARCHITECTURAL DRAWINGS FORACCURACY. DIMENSIONS ON ARCHITECTURAL DRAWINGS GOVERN.

9) COORDINATE ALL EDGE OF SLAB DIMENSIONS AT SHAFT OPENINGS, BUILDING PERIMETER,ETC. WITH THE ARCHITECTURAL DRAWINGS.


11) PROVIDE HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6" LONGHEADED STUDS.




15) FLOOR SLABS TO BE 6,000 PSI POST TENSIONED CONCRETE (SEE PLAN FOR THICKNESS).SEE PLAN FOR P.T. & PROVIDE BOTTOM MAT OF #5 @ 32"

16) INDICATES ZONE OF SLOPED CONCRETE TOPPING SLAB (6" MAX., 3" MIN.) w/ 6x6-W1.4xW1.4 WWF. OVER 2" RIGID INSULATION OVER DROPPED 11" P.T. SLAB. COORD. EXTENT w/ARCH.


18) INDICATES STUD RAIL REQUIRED AT COLUMN. SEE 'TYPICAL STUDRAIL LAYOUTDETAILS ON S3.01 FOR ADDITIONAL INFORMATION.

19) "T.D.S." INDICATES TURN DOWN SLAB. SEE DETAIL ON S3.02.

0.00

'SW'

D#


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.00c

Ground FloorFraming Plan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

GROUND LEVEL FRAMING PLAN


Drawing Issue Date

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

STAIR

ELEV.

w/ #5 @ 32" o/c BOTT.

16" P.T. SLAB(6,000 PSI)

CONC. SHEAR WALL (BELOW)8" CMU WALL (ABOVE)



#6 @ 12" T

(TYP. @ SW)

#6 @ 12" T

(TYP. @ SW)

FIN. FLR. EL. 511.75'

STAIR

Fe = 27 k/ft (TYP.)

(12) #6 T

(TYP. @ INT. COLS.)

(10) #6 T

(TYP. @ EXT. COLS.)

1 2

3

4

56 7

A

B

C

D

E

ELEV.

ELEV.

HSS8x4x3/8

HSS8x4x3/8

1

1

B.5

12.1

C.3

SW2

SW2

SW2

SW2

SW1

SW1

SW1

SW1

SW1

GLASS CURTAIN WALLSYSTEM (BY OTHERS)

12" CO

NC. WALL

BEA

M(A

BOV

E) SW3 (BELOW)

(BEL

OW)

(BEL

OW)

(BELOW)

SW1

SW1

SW1

SW1

(BEL

OW)

(BEL

OW)

Fe = 700 k

Fe = 27 k/ft

Fe = 700 k

#6 @ 12" T

(TYP.)

D1

#6 @ 8" T #6 @ 8" T#6 @ 12" T

(TYP.)

PROVIDE STUDRAILS@ ALL INTERIORCOLUMNS. SEEDETAIL ON S3.01

#6 @

8" T

#6 @

8" T

(12) #6 T

(TYP. @ INT. COLS.)

(10) #6 T(TYP. @ EXT. COLS.)

NOTES:







7) 'HSS' INDICATES HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6"LONG HEADED STUDS.




11) FLOOR SLABS TO BE 6,000 PSI POST TENSIONED CONCRETE (SEE PLAN FOR THICKNESS).SEE PLAN FOR P.T. & PROVIDE BOTTOM MAT OF #5 @ 32"


13) INDICATES STUD RAIL REQUIRED AT COLUMN. SEE 'TYPICAL STUDRAIL LAYOUT DETAILSON S3.01 FOR ADDITIONAL INFORMATION.

0.00

'SW'

D#


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.02

Level 2(Transfer)Framing Plan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

LEVEL 2 (TRANSFER) FRAMING PLAN

Drawing Issue Date

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

16" P.T. SLAB(6,000 PSI)

w/ #5 @ 32" o/c BOTT.

SW

SW

SWSW

SWSW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW SW SWSW

SWSW

SW SW SW SW SW

SW

SWSWSW

SW SW SW SW SW

SWSW

SWSW

SW

SW

2X2 E

2X2 D

STUDIO A

STUDIO A

STUDIO A

STUDIO A

STUDIO A

STUDIO A

2X2 A

STUDIO A

STUDIO A

2X2 A

2X2 A

2X2 A

2X2 A

1X1 A

STUDIO A

STUDIO A

STUDIO A

3X3 A

4X4 B 4X4 B 4X4 B

4X4 A 4X4 A 4X4 A 4X4 C

1X1 B

4X4 B

2X2 C

2X2 B

3X3 A

1X1 C

STAIR

ELEV.

STAIR

ELEV.

ELEV.

HSS8x4x3/8

HSS8x4x3/8

1

1

B.5

12.1

L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3

L3 L3

L3

L

C.3

FIN. FLR. EL. 522.42'

WFT

WFT

D1

D1

D1

D1

D1

D1

D1

D1

2X8

@ 16" o/c

2X8

@ 16" o/c

2X8@ 16" o/c

2X8@ 16" o/c

L3L3L3L3L3L3L3 L3L3L3L3L3L3L3L3L3

L3 L3 L3 L3L3

L3L2

Fe = 850 k

Fe = 65 k/ft

Fe = 625 k

Fe = 54 k/ft

1

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.042

S4.04

2

S4.04

2

S4.04

6

S4.04

6

S4.04

6

S4.04

6

S4.04

6

S4.04

7

S4.04

7

S4.04

7

S4.04

7

S4.04

2

S4.04

2

S4.04 2

S4.04

1

S4.04

ML1

ML1

ML1

ML1

ML1

NOTES:







7) 'HSS' INDICATES HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6"LONG HEADED STUDS.


9) INDICATES ADDITION BOTTOM REINFORCEMENT.


11) FLOOR SLABS TO BE 6,000 PSI POST TENSIONED CONCRETE (SEE PLAN FOR THICKNESS).SEE PLAN FOR P.T. & PROVIDE BOTTOM MAT OF #_@_"


13) ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH 7/16" APA RATED SHEATHINGNAILED w/ 8d @ 6" o/c AROUND PERIMETER OF EACH PANEL & 12" o/c @ INTERIOR SUPPORTS.

14) INDICATES 3/4" T&G PLYWOOD SHEATHING

15) "SW" INDICATES SHEARWALL. SEE SHEET S3.02 FOR REQUITEMENTS.

16) PROVIDE A MINIMUM OF (2) 2x WALL STUDS AT EACH END UNDER ALL HEADERS AND BEAMS(TYP.)(U.N.O.)

17) SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.

18) POST AND POINT LOAD BLOCKING TO RUN FROM INITIAL BEARING POINT DOWN TO TRANSFERLEVEL.

19) "ML" INDICATES MASONRY LINTEL. SEE SCHEDULE ON S2.01.

20) "WFT" INDICATED 12" WOOD TRUSS @ 16" o/c

0.00

D1


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.03

Level 3Framing Plan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

LEVEL 3 FRAMING PLAN

Drawing Issue Date

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

2X2 E

2X2 D

STUDIO A

STUDIO A

STUDIO A

STUDIO A

STUDIO A

STUDIO A

2X2 A

STUDIO A

STUDIO A

2X2 A

2X2 A

2X2 A

2X2 A

1X1 A

STUDIO A

STUDIO A

STUDIO A

SW

SW

SWSW

SWSW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW SW SWSW

SWSW

SW SW SW SW SW

SW

SWSWSW

SW SW SW SW SW

SWSW

SWSW

SW

SW

3X3 A

4X4 B 4X4 B 4X4 B

4X4 A 4X4 A 4X4 A 4X4 C

1X1 B

4X4 B

2X2 C

2X2 B

3X3 A

1X1 C

STAIR

ELEV.

STAIR

ELEV.

ELEV.

HSS8x4x3/8

HSS8x4x3/8

1

1

B.5

12.1

L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3

L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L

L3L

L3L3L3L3L3L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3 L3

L3

WGT

L2

L3

2X8

@ 16" o/c

2X8

@ 16" o/c

2X8@ 16" o/c

2X8@ 16" o/c

D1

D1

D1

D1

D1

D1

D1

D1

C.3

WFT

WFT

WFT

L3 L3

L3

L3

L2

L2

L3

L3

L3L2

L3

NOTE: UNIT TYPE CALLED OUT ON PLAN.REFER TO SHEET S2.10 FOR FRAMINGREQUIREMENTS WITHIN UNIT (TYP.)

1

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.042

S4.04

2

S4.04

2

S4.04

6

S4.04

6

S4.04

6

S4.04

6

S4.04

6

S4.04

7

S4.04

7

S4.04

7

S4.04

7

S4.04

2

S4.04

2

S4.04 2

S4.04

1

S4.04

ML1

ML1

ML1

ML1

ML1

NOTES:1) ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH 7/16" APA RATEDSHEATHING NAILED w/ 8d @ 6" o/c AROUND PERIMETER OF EACH PANEL & 12" o/c @ INTERIORSUPPORTS.



4) PROVIDE A MINIMUM OF (2) 2x WALL STUDS AT EACH END UNDER ALL HEADERS ANDBEAMS (TYP.)(U.N.O.)


6) POST AND POINT LOAD BLOCKING TO RUN FROM INITIAL BEARING POINT DOWN TOTRANSFER LEVEL.


8) "WFT" INDICATED 12" WOOD TRUSS @ 16" o/c

D1


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.04

Level 4 & 5Framing Plan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

LEVEL 4 & 5 FRAMING PLAN

Drawing Issue Date

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

A A

B

C

2X2 G

2X2 F

STUDIO A

STUDIO A

STUDIO A

STUDIO A

STUDIO A

STUDIO A

2X2 A

STUDIO A

STUDIO A

2X2 A

2X2 A

2X2 A

2X2 A

1X1 A

STUDIO A

STUDIO A

STUDIO A

SW

SW

SWSW

SWSW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW SW SWSW

SWSW

SW SW SW SW SW

SW

SWSWSW

SW SW SW SW SW

SWSW

SWSW

SW

SW

3X3 A

4X4 A 4X4 A 4X4 A

4X4 E 4X4 E4X4 E

3X2 B

1X1 B

4X4 B1X1 D2X2 B

3X3 BSTAIR

ELEV.

STAIR

ELEV.

ELEV.

HSS8x4x3/8

HSS8x4x3/8

1

1

B.5

12.1

WFT

WGT

WRT

WRT

L3L3L3L3L3L3L3

L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

LL3

L3

L3L

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3L3

L3 L3

L

D1

D1

D1

D1

D1

5 1/4 x11 7/8 PSL CONT. 5 1/4 x11 7/8 PSL CONT. 5 1/4 x11 7/8 PSL CONT. 5 1/4 x11 7/8 PSL CONT. 5 1/4 x11 7/8 PSL CONT. 5 1/4 x11 7/8 PSL CONT.

5 1/4 x 11 7/8 PSL

2X8

@ 16" o/c

2X8

@ 16" o/c

2X8@ 16" o/c

2X8@ 16" o/c

D1

D1

5 1/4 x 11 7/8 PSL 5 1/4 x 11 7/8 PSL

D1

DASHED LINE INDICATESLOAD BEARING AND/ORSHEAR WALL ABOVE

C.3

WFT

WFT

WFT

WFT

WRT

WFT

L3

L3

L2

L3

L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3 L3L3L3L3 L3 L3

L3L3

L

L3

L3

L3

L3

NOTE: CONT. PSL TO BEAR ON ALLINTERIOR WALLS. PROVIDE A MIN. OF (2)2x AT BEARING LOCATIONS

NOTE: UNIT TYPE CALLED OUT ON PLAN.REFER TO SHEET S2.10 FOR FRAMINGREQUIREMENTS WITHIN UNIT (TYP.)

WRT

WRT

5 1/4 x 1 1 7/8 PSL5 1/4 x 1 1 7/8 PSL

WRT

WRT

1

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.04

2

S4.042

S4.04

2

S4.04

2

S4.04

6

S4.04

6

S4.04

6

S4.04

6

S4.04

6

S4.04

7

S4.04

7

S4.04

7

S4.04

7

S4.04

7

S4.04

ML1

ML1

ML1

ML1

ML1

NOTES:1) ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH 7/16" APA RATED SHEATHINGNAILED w/ 8d @ 6" o/c AROUND PERIMETER OF EACH PANEL & 12" o/c @ INTERIOR SUPPORTS.







8) "WFT" INDICATED 12" WOOD TRUSS @ 16" o/c "WRT" INDICATED WOOD ROOF TRUSS

D1


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.05

Level 6Framing Plan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

LEVEL 6 FRAMING PLAN

Drawing Issue Date

K

J

I

H

G

F

E

D

C.2

B.7

A.7

1.2

1.2

2.22

2

3

3

4

4

2.6 3.4 3.9 4.7 5 6 7 8 9 10 11 12

B

C

1

1

B.5

12.1

SW

SW

SWSW

SWSW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW SW SWSW

SWSW

SW

SWSWSW

SW SW SW SW

SWSW

SWSW

SW

SW

SW SW SW

ELEV.

STAIR

ELEV.

ELEV.

HSS8x4x3/8

HSS8x4x3/8

L3L3L2L3L3L3L3

L2 L2 L2 L2 L2 L2 L2 L3 L3 L3 L3 L2 L3 L3L3L3

L2 L2 L3 L2 L3 L3 L2 L3 L3 L2 L3 L2 L3 L3L3L3L3L3L3L3

L2L3

L2L3

L3L2

L2L2

L2L2

L2L2

L2L3

L2L3

L3

L3L2

L3L3

L3L3

L3L3

L3L3

L2L2

L2L2

L2L2

L2L3

L3 L3 L3

WRT WRT

WRT

WRT

WRT

WRT

WRT

WRT

WRT

D2

D2

D2

D2

WGT

WGT

C.3

L3 L3

L3L3

L3L2

L3

ML1

L3

L2L2

L2

L3

L2L2

L3L3

L2

L3

L2L2

L3

L2

L3 L2

L3

L2L3

WRT

WRT

WRT

WRT

WRT

ML1

ML1

ML1

WRT

WRT

L2

L3

L3

L3

L3

INDICATESEXTENT OFROOFSCREEN,(TYP.)



L2 L2

L3L2

L3

L2

L3 L3

L2

L3

L2

L3

L3

ML1

INDICATESEXTENT OFROOFSCREEN,(TYP.)W

RT

WRT

WRT

WRT

4

S4.04

4

S4.04

4

S4.04

WRT

4

S4.04

4

S4.04

4

S4.04

5

S4.04

4

S4.04

4

S4.04

4

S4.04

4

S4.04

5

S4.04

4

S4.04

4

S4.04

4

S4.04

4

S4.04

NOTES:1) "WRT" INDICATES TAPERED WOOD ROOF TRUSS @ 24" o/c.

2) "WGT" INDICATES WOOD GIRDER TRUSS.

3) SEE ARCHITECTURAL DRAWINGS FOR AREAS OF FIRE TREATED PLYWOOD SHEATHING.

4) ALL EXTERIOR WALLS TO BE CONTINUOUSLY SHEATHED WITH 7/16" APA RATED SHEATHINGNAILED w/ 8d @ 6" o/c AROUND PERIMETER OF EACH PANEL & 12" o/c @ INTERIOR SUPPORTS.

5) INDICATES 5/8" T&G PLYWOOD ROOF SHEATHING.

6) INDICATES 1 1/2" 22 Ga. TYPE 'B' METAL ROOF DECK.






D2

D3

C.2

2.22

W8x18

W8x18

W8x18

W8x18

W8x24

W8x24

W8x24

HOIST BEAM

HOIST BEAM

HOIST BEAM

D3

D3

D3

D3

PROVIDE HSS ABOVEHOIST BEAMS ASREQ'D FOR DECKSUPPORT

J

2

D2D2D2D2

2X12

@ 16" o/c


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S2.06

Roof FramingPlan

EM 1148.00Author

01/22/2015



SCALE: 3/32" = 1'-0"

ROOF FRAMING PLAN

SCALE: 3/32" = 1'-0"

ELEVATOR ROOF FRAMING PLANSCALE: 3/32" = 1'-0"

STAIR ROOF FRAMING PLAN

Drawing Issue Date

L3

L3

D1

WFT

L3

L3

D1

WFT L3

L3

L3

L3

L3

L1

D1

WFT

D1

WFT

L3

D1

WFT

L3 L3

L3

L3 L3

(2) 2x8

D1

WFT

WFT WFT

D1

L3

L2

L3 L3

3 1/2"x11 7/8" P

SL

D1

WFT

D1

WFT

D2

P.T. 2x8

@ 16" o/c

(3) P.T. 2x10

L1

WFT

D1

WFT

L3L2

L1

L3

(2) 2x8

D1

WFT

WFT

D1

WFT

WFT

WFT

L3 L3

L3

L3

L2

L3

L3

L2

L3L3 L3 L3

L1

L3

L1

L1

3 1/2"x11 7/8" P

SL

D1

WFT

D1

D1

WFTWFT

L3 L3 L3 L3

L3

D1

WFT

D1

L1L1

D1

WFTWFT

(2) 2x8

(2) 2x8

L3 L3 L3

D1

WFT

3 1/2" x 11 1/4" P

SL

L2

L3 L3 L3 L3

3 1/2" x 11 1/4" P

SL

WFTWFT

L1 L1

L2

D1

D1

D2

P.T. 2x8

@ 16" o/c

(3) P.T. 2x10

L3

L3 L3 L3 L3 L3

D1

WFT

D1

L1L1

D1

WFTWFT

(2) 2x8

(2) 2x8

L2

L3 L3 L3 L3

D1

WFT

3 1/2" x 11 1/4" P

SL

3 1/2" x 11 1/4" P

SL

WFTWFT

L1 L1

L2

D1

D1

D2

P.T. 2x8

@ 16" o/c

(3) P.T. 2x10

L3

L3L3

L3

L2

3 1/2"x11 7/8" PSL

D1

WFT

WFT

L3

L3

3 1/2"x11 7/8" PSL

D1

WFT

WFT

WFT

L3L3

L3

L1 L1


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






1/8" = 1'-0"

S2.10

Unit TypeFraming Plans

EM 1148.00Author

01/22/2015



SCALE: 1/8" = 1'-0"

STUDIO A

SCALE: 1/8" = 1'-0"

1X1 A

SCALE: 1/8" = 1'-0"

2X2 A

SCALE: 1/8" = 1'-0"

1X1 B

SCALE: 1/8" = 1'-0"

2X2 B

SCALE: 1/8" = 1'-0"

2X2 C

SCALE: 1/8" = 1'-0"

1X1 C

SCALE: 1/8" = 1'-0"

3X3 A

SCALE: 1/8" = 1'-0"

3X2 ASCALE: 1/8" = 1'-0"

4x4 A

SCALE: 1/8" = 1'-0"

4x4 C

SCALE: 1/8" = 1'-0"

4x4 B

SCALE: 1/8" = 1'-0"

4x4 D

SCALE: 1/8" = 1'-0"

2X2 D

SCALE: 1/8" = 1'-0"

2X2 E

Drawing Issue Date

GENERAL CONSTRUCTION

1. NOTES, TYPICAL DETAILS, AND SCHEDULES APPLY TO ALL STRUCTURAL WORK UNLESS NOTED OTHERWISE. TYPICAL DETAILS ARE TO BE USED FOR ALLCONDITIONS WHERE THE DETAIL IS APPLICABLE, WHETHER OR NOT NOTED ON PLAN. TYPICAL DETAILS MAY BE SLIGHTLY ALTERED IF REQUIRED DUE TO PROJECTCONDITIONS, ONLY WHEN SUBMITTED AND THE ENGINEER’S APPROVAL IS OBTAINED PRIOR TO PERFORMING THE WORK.

2. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS, WITH THE EXCEPTION OF STRUCTURAL MEMBER SIZES, ARE GENERATED BY OTHERDISCIPLINES. ANY DIMENSIONS OR ELEVATIONS OMITTED OR NOT SHOWN ON THE STRUCTURAL DRAWINGS SHOULD BE OBTAINED FROM THE DRAWINGS OF THE OTHERDISCIPLINES. STRUCTURAL DRAWINGS ARE NOT “STAND-ALONE” DOCUMENTS AND SHOULD BE USED IN CONJUNCTION WITH, AND COORDINATED WITH THESPECIFICATIONS, ARCHITECTURAL DRAWINGS AND ALL OTHER DISCIPLINE’S DRAWINGS. IF THERE IS A DISCREPANCY BETWEEN DRAWINGS, IT IS THE CONTRACTOR’SRESPONSIBILITY TO NOTIFY THE ENGINEER AND ARCHITECT PRIOR TO PERFORMING THE WORK.

3. IF DIFFERENCES OCCUR WITHIN OR BETWEEN DRAWINGS AND SPECIFICATIONS REGARDING MATERIALS, STRENGTHS OR QUANTITIES, THE BETTER MATERIAL,HIGHER STRENGTH, AND GREATER QUANTITY INDICATED, SPECIFIED OR NOTED SHALL BE PROVIDED.

4. REPRODUCTIONS OF STRUCTURAL DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED, UNLESS WRITTEN APPROVAL IS REQUESTED BY THECONTRACTOR AND IT IS GRANTED BY O’DONNELL & NACCARATO, INC.

5. DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONAL INFORMATION.

6. THESE DRAWINGS DO NOT DEFINE SCOPE OF CONTRACTOR OR SUBCONTRACTOR CONTRACTS.

7. AT ALL TIMES, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE CONDITIONS OF THE JOBSITE INCLUDING MEANS AND METHODS OF CONSTRUCTIONAND SAFETY OF PERSONS AND PROPERTY. THE ENGINEER’S PRESENCE OR REVIEW OF WORK AT THE JOBSITE IS FOR GENERAL COMPLIANCE WITH THE DESIGN INTENTONLY AND IS NOT EVER TO BE CONSTRUED AS A REVIEW OF MEANS AND METHODS OF CONSTRUCTION AND SAFETY METHODS.

8. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ALLOWABLE CONSTRUCTION LOADS AND FOR PROTECTING THE COMPLETED OR INCOMPLETEDSTRUCTURAL FRAMING FROM DAMAGE DUE TO TEMPORARY CONSTRUCTION LOADINGS.

9. COSTS OF INVESTIGATION AND/OR REDESIGN DUE TO CONTRACTOR ERRORS WILL BE AT THE CONTRACTOR’S EXPENSE.

10. ANY APPROVED CONTRACTOR REQUESTED CHANGES TO THESE DRAWINGS WILL BE DONE AT NO COST TO THE OWNER. APPROVAL OF CONTRACTORREQUESTED CHANGES IN NO WAY STATES OR IMPLIES APPROVAL OF A CHANGE IN SCOPE OR CHANGE IN CONTRACT COST.

11. UNLESS EXPLICITLY NOTED AS “ISSUED FOR BID”, THESE DRAWINGS ARE NOT SUITABLE FOR OBTAINING BIDS FROM GENERAL OR SUBCONTRACTORS. BIDDINGOF DRAWINGS PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID” IS DONE AT THE SOLE RISK OF THE BIDDING CONTRACTOR. ADDITIONS OR CORRECTIONS TODRAWINGS THAT ARE BID PRIOR TO DESIGN COMPLETION AND “ISSUED FOR BID” WILL NOT BE CONSIDERED AS DESIGN ERRORS OR OMISSIONS. STRUCTURAL DESIGN,BY NATURE, CANNOT BE COMPLETE PRIOR TO COMPLETION OF ARCHITECTURAL AND MECHANICAL DRAWINGS.

12. ALL REFERENCES TO WATER/DAMPROOFING, FIREPROOFING, AND UTILITIES ON THE STRUCTURAL DRAWINGS ARE FOR REFERENCE ONLY. SEE ARCHITECTURALDRAWINGS, SPECIFICATIONS, AND OTHER DOCUMENTS FOR ALL WATER/DAMPROOFING, FIREPROOFING AND UTILITIY DETAILS AND REQUIREMENTS. COORDINATE ALLUNDERGROUND UTILITY REQUIREMENTS WITH THE CIVIL/MEP DRAWINGS. ALL UTILITES SHALL BE ABOVE/BELOW FOOTING AND NOT LOCATED WITHIN THE FOOTINGS.NOTIFY ENGINEER OF RECORD IF OTHERWISE

13. IF THE EXISTING FIELD CONDITIONS DO NOT PERMIT THE INSTALLATION OF THE WORK IN ACCORDANCE WITH THE DETAILS SHOWN, THE CONTRACTOR SHALLNOTIFY THE ARCHITECT/ENGINEER IMMEDIATELY. THE CONTRACTOR MUST PROVIDE A SKETCH OF THE CONDITION WITH HIS PROPOSED MODIFICATION OF THE DETAILSGIVEN ON THE CONTRACT DOCUMENTS. THIS SKETCH MUST BE SUBMITTED TO AND APPROVAL MUST BE GRANTED BY THE ENGINEER PRIOR TO PERFORMING THE WORK.

14. SUBMIT SHOP DRAWINGS SUCH THAT BY THE TIME THEY ARE RECEIVED BY O’DONNELL & NACCARATO, INC., THERE WILL BE AT LEAST 14 DAYS BEFOREREVIEWED SUBMITTALS WILL BE NEEDED. ANY REVIEW THAT IS REQUIRED MORE EXPEDIENTLY WILL BE AT THE CONTRACTOR’S EXPENSE. SHOP DRAWINGS SHALLBEAR THE CONTRACTOR’S STAMP OF APPROVAL CERTIFYING THAT HE HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS AND SIMILARDATA AND HAS CHECKED EACH DRAWING FOR COMPLETENESS, COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. IF REVIEW OF AN INCOMPLETESHOP DRAWING IS REQUIRED, THAT SHOP DRAWING SHALL BE CLEARLY MARKED AS INCOMPLETE. THE AREA THAT NEEDS TO BE REVIEWED SHALL BE CLEARLY NOTEDWITH AN EXPLANATION FOR THE REASON FOR PARTIAL APPROVAL.

15. IN NO CASE SHALL HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8’-0” FROM ANY FOUNDATION/BASEMENT WALL. IF THE CONTRACTOR DEEMS ITNECESSARY TO OPERATE SUCH EQUIPMENT CLOSER THEN 8’-0”, THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE AND, AT HIS OWN EXPENSE, PROVIDE ADEQUATESUPPORTS OR WALL BRACES TO WITHSTAND THE ADDITIONAL LOADS SUPERIMPOSED FROM SUCH EQUIPMENT.

16. SIZE AND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC. SHOWN ON THE STRUCTURAL DOCUMENTS AREFOR THE CONTRACTOR’S CONVENIENCE ONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO COORDINATE ALL CONTRACT DOCUMENTS TO DETERMINE THE SIZEAND/OR LOCATION OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS, DEPRESSIONS, ETC.

17. SIZE AND/OR LOCATION OF EXISTING STRUCTURES AND UTILITIES SHOWN ON THE STRUCTURAL DOCUMENTS ARE FOR THE CONTRACTOR’S CONVENIENCEONLY. THE CONTRACTOR IS SOLELY RESPONSIBLE TO VERIFY BY FIELD MEASUREMENTS/INVESTIGATION THE SIZE AND/OR LOCATION OF ALL EXISTING STRUCTURESAND UTILITIES.

18. THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED CALCULATIONS AND SHOP DRAWINGS BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE INWHICH THE PROJECT IS LOCATED SHOWING DESIGNS OF METAL STAIRS, METAL RAILINGS AND CONNECTIONS TO STRUCTURE TAKING INTO ACCOUNT THE VERTICAL ANDLATERAL LOADS STATED IN THE GOVERNING CODES. WHERE HEADERS OR OTHER TYPES OF STRUCTURAL MEMBERS HAVE BEEN DESIGNATED ON THE STRUCTURALCONTRACT DOCUMENTS TO SUPPORT THE STAIRS, THE CONNECTIONS FROM THE STAIRS SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES AREIMPOSED ON THESE STRUCTURAL MEMBERS. IF ECCENTRIC CONNECTIONS ARE USED, CONTRACTOR SHALL PROVIDE BRACING ELEMENTS FOR ALL SUPPORTING STEELTO ELIMINATE THE TORSIONAL EFFECTS OF THE ECCENTRIC CONNECTIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ALLEMBEDDED ITEMS AND HARDWARE AS REQUIRED PER THE STAIR DESIGN.

19. STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS, INERTIA PADS, ETC.

STRUCTURAL SPECIAL INSPECTIONS

1. THE QUALIFIED AGENCY RETAINED BY THE OWNER FOR THESE SPECIAL INSPECTION SERVICES SHALL BE APPROVED BY THE OWNER, THE ARCHITECT, AND THEENGINEER OF RECORD PRIOR TO START OF CONSTRUCTION. AN OUTLINE OF THE SCOPE OF SERVICES TO BE PERFORMED BY THE INSPECTING AGENCY IS TO BESUBMITTED PRIOR TO THE START OF CONSTRUCTION.

2. IN ACCORDANCE WITH SECTION 1704 OF THE INTERNATIONAL BUILDING CODE, AND ALL APPLICABLE STATE AND LOCAL REQUIREMENTS, AN INDEPENDENTAPPROVED AGENCY SHALL MAKE PERIODIC AND/OR CONTINUOUS INSPECTIONS OF THE CONSTRUCTION PROGRESS IN ACCORDANCE WITH THE FOLLOWINGREQUIREMENTS:

CONCRETE CONSTRUCTION SECTION 1704.4, TABLE 1704.4MASONRY CONSTRUCTION SECTION 1704.5.1, TABLE 1704.5.1, .3SOILS SECTION 1704.7, TABLE 1704.7

FOUNDATIONS

1. PERFORM ALL SITE PREPARATION AND EXCAVATION WORK IN STRICT ACCORDANCE WITH THE REPORT OF GEOTECHNICAL INVESTIGATIONPREPARED BY FROEHLING & ROBERTSON, INC. (PROJECT NUMBER 71R3010, DATED NOVEMBER 26, 2013 AND ADDENDUM #3 DATED NOVEMBER 11, 2014).

2. EXCAVATE THE BUILDING SITE TO THE DEPTH AND EXTENT INDICATED IN THE SOILS REPORT. ALL SUBGRADES SHALL BE APPROVED IN WRITING BYTHE SOILS ENGINEER PRIOR TO BACKFILLING.

4. BOTTOM OF FOOTINGS SHALL BEAR ON A COMBINATION OF FIRM RESIDUAL SOILS AND IMPROVED SUBGRADES (STONE COLUMNS) CAPABLE OFSAFELY SUPPORTING 5000 PSF. SEE GEOTECHNICAL REPORT FOR SOIL IMPROVEMENT REQUIREMENTS.

5. SUBGRADE OF ALL FOOTINGS MUST BE INSPECTED UNDER THE SUPERVISION OF AND APPROVED BY A REGISTERED SOILS ENGINEER BEFOREPLACING ANY CONCRETE. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE.

5. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 2'-0" BELOW EXTERIOR FINISH GRADE. ALL FOOTING ELEVATIONS SHOWN ON PLANARE THE BEST APPROXIMATIONS BASED ON AVAILABLE DATA. GENERAL CONTRACTOR MAY ALTER FOOTING ELEVATIONS FOR REASONS INCLUDING, BUT NOTLIMITED TO, REVISED GEOTECHNICAL OR CIVIL INFORMATION, UNFORESEEN CONDITIONS, ACTUAL INVERT ELEVATIONS, CONSTRUCTABILITY, ETC.CONTRACTOR SHALL NOTIFY ARCHITECT AND OBTAIN WRITTEN APPROVAL PRIOR TO ANY MODIFICATIONS.

6. DO NOT BACKFILL ANY BASEMENT WALLS WITH AN UNBALANCED HEIGHT OF SOIL GREATER THAN THREE FEET UNTIL ELEVATED FLOOR IS IN-PLACEAND THE WALL HAS REACHED ITS DESIGN STRENGTH OR THE WALLS ARE ADEQUATELY BRACED.

7. EXPOSED CONCRETE/CMU WALLS SHALL HAVE CONTROL JOINTS AT 30 FEET MAXIMUM ON CENTER UNLESS NOTED OTHERWISE. WALLS WITHINTEGRAL COLUMN PIERS OR PILASTERS SHALL BE POURED MONOLITHICALLY AND SHALL HAVE A FORMED CONTROL JOINT ON ONE SIDE OF EACH PIER ONTHE EXPOSED FACE OF THE WALL. JOINTS SHALL BE FILLED WITH AN APPROVED SEALANT.

CONCRETE

1. REINFORCING STEEL SHALL BE WITHIN TOLERANCES SET FORTH IN ACI 117, AND HAVE THE SPECIFIED CLEAR COVER, UNLESS NOTEDOTHERWISE ON DRAWINGS:

CONCRETE POURED AGAINST EARTH 3"CONCRETE EXPOSED TO EARTH OR WEATHER:#5 OR SMALLER 1 1/2"#6 OR LARGER 2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:COLUMNS (TIES AND MAIN REINFORCING) 1 1/2"SLABS, WALLS, JOISTS: #14 OR #18 BARS 1 1/2"#11 OR SMALLER 3/4"BEAMS (STIRRUPS AND MAIN REINFORCING) 1 1/2"

CLEAR COVER SHALL BE CLEARLY SHOWN ON ALL REINFORCING BAR DETAIL DRAWINGS.

2. ALL CONCRETE SHALL BE READY-MIX AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF:

A. SPREAD FOOTINGS/WALL FOOTINGS/FOUNDATION WALLBASEMENT WALLS/RETAINING WALLS 3,000 PSI

B. PIERS-MATCH WALL STRENGTH (MINIMUM OF 3,000 PSI)C. PARKING SLAB-ON-GRADE 4,000 PSIDF.D. BEAM AND COLUMN FRAMING 5,000 PSIE. STRUCTURAL SLABS 6,000 PSIF. OR AS SHOWN ON DRAWINGS.

CONCRETE SHALL HAVE A MINIMUM OF 500 LBS. OF CEMENT PER CUBIC YARD. SLUMP (AT POINT OF CONCRETE PLACEMENT) SHALL BE 3 INCHMINIMUM AND 6 INCH MAXIMUM. CONCRETE EXPOSED TO WEATHER SHALL HAVE 5 PERCENT AIR ENTRAINMENT. CONCRETE NOT EXPOSED TOWEATHER SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. SUBMIT MIX DESIGNS FOR REVIEW. NORMAL-WEIGHT CONCRETE TO BE GIVEN A HARD-TROWELED FINISH SHALL NOT CONTAIN AN AIR-ENTRAINING AGENT. TOTAL AIR CONTENT FOR THIS CONCRETE SHOULD NOT EXCEED 3 PERCENT(AT POINT OF CONCRETE PLACEMENT). ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE LATEST ACI BUILDING CODE (ACI318), THE ACI DETAILING MANUAL (ACI 315), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301).

3. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A615 GRADE60. WWF SHALL COMPLY WITH ASTM A185.

4. DEVELOPMENT LENGTHS, NOTED AS LD ON DRAWINGS, AND SPLICE/LAPLENGTHS OF ALL REINFORCING STEEL TO BE PER DETAIL WITHNOTES ENTITLED "TABLE FOR REINFORCING DEVELOPMENT LENGTH AND LAP SPLICE LENGTH". LAP ALL WWF A MINIMUM OF SIX INCHES.

5. ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE. THE CONTRACTOR SHALL VERIFY THE DIMENSIONS AND LOCATIONS OF ALLOPENINGS, PIPE SLEEVES, ETC. AS REQUIRED BY ALL TRADES BEFORE THE CONCRETE IS POURED. THE CONTRACTOR SHALL CONSULT THEARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, AS WELL AS THE STRUCTURAL DRAWINGS FOR THE LOCATION, NUMBER, AND SIZEOF ALL OPENINGS, SLEEVES, ETC. HOWEVER, OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE INSTALLED ONLY AFTERAPPROVAL BY THE STRUCTURAL ENGINEER IS OBTAINED. DRAWINGS SHALL BE SUBMITTED FOR REVIEW SHOWING LOCATIONS AND DIMENSIONSOF ALL OPENINGS, SLEEVES, ETC. IN CAST-IN-PLACE CONCRETE SLABS, BEAMS, WALLS, COLUMNS, AND FOUNDATIONS. THESE DRAWINGS SHALLBE COORDINATED BY THE CONTRACTOR. OPENINGS AND SLEEVES THROUGH CAST-IN-PLACE CONCRETE FRAMING IS PROHIBITED EXCEPT WHERETHOSE SLEEVES AND OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS OR WHERE THEY ARE SHOWN ON THE APPROVED SLEEVE ANDOPENING DRAWINGS THAT HAVE BEEN SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. SAW-CUTTING, CORING, OR DRILLING OFSLEEVES OR OPENING THROUGH PREVIOUSLY CAST CONCRETE IS NOT PERMITTED EXCEPT WHERE SPECIFICALLY REVIEWED AND APPROVED BYTHE STRUCTURAL ENGINEER.

6. LOCATION OF CONSTRUCTION JOINTS IN THE STRUCTURAL SLAB SHALL BE SUBMITTED FOR APPROVAL BY THE STRUCTURAL ENGINEER.CONSTRUCTION JOINTS IN STRUCTURAL SLABS AND GRADE BEAMS SHALL BE AT MID-SPAN AND KEY JOINTED WITH REINFORCING CONTINUOUSACROSS JOINT. CONSTRUCTION JOINTS IN SLABS ON METAL DECK SHALL OCCUR MIDWAY BETWEEN BEAMS AT END THIRD OF GIRDER SPAN.

7. SUBMIT ALL REINFORCING SHOP DRAWINGS FOR REVIEW PRIOR TO ANY FABRICATION.

8. THE CONTRACTOR SHALL SUPPLY FLOOR LEVELING MATERIAL AND OTHER CORRECTIVE MEASURES IN AREAS WHERE FLOOR FINISHPROVISIONS EXCEED THE FLATNESS AND LEVELNESS REQUIREMENTS.

9. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIESOF ALL STEEL REINFORCING SHOP DRAWINGS.

10. RIGID INSULATION USED AS FLOOR FILL SHALL BE STYROFOAM HIGHLOAD 40 EXTRUDED POLYSTYRENE INSULATION (40 PSI COMPRESSIVESTRENGTH) ASTM C578, TYPE VI MANUFACTURED BY DOW CHEMICAL COMPANY, OR APPROVED EQUAL.

11. RIGID INSULATION USED AS FILL FOR GARAGE AREAS SHALL BE STYROFOAM BRAND PLAZAMATE EXTRUDED POLYSTRENE INSULATION (60PSI COMPRESSIVE STRENGTH) ASTM C578, TYPE VII MANUFACTURED BY DOW CHEMICAL COMPANY OR APPROVED EQUAL.

POST-TENSIONED CONCRETE

1. REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS NOT CONTAINED IN THE STRUCTURAL NOTES OR ON THE DRAWINGS.

2. PRESTRESSING SHALL CONFORM TO THE STANDARDS OF THE APPLICABLE ACI 318 BUILDING CODE.

3. PRESTRESSING TENDONS SHALL BE UNBONDED STRESS-RELIEVED AND SHALL CONFORM TO THE FOLLOWING:SEVEN-WIRE STRAND ASTM DESIGNATION A416MINIMUM ULTIMATE STRENGTH BASED ON NOMINAL AREA 270 KSIYIELD STRENGTH 240 KSIMAXIMUM TEMPORARY STRESS TO OVERCOME FRICTION 216 KSIMAXIMUM ANCHORING STRESS 189 KSIMINIMUM STRENGTH OF CONCRETE AT TRANSFER (F'CI) 3,500 PSIEFFECTIVE DESIGN STRESS AS CALCULATED

4. THE CONTRACTOR SHALL SUBMIT CERTIFIED MILL REPORTS INDICATING COMPLIANCE WITH THE APPLICABLE ASTM SPECIFICATIONSOF ALL PRESTRESSING STEEL DELIVERED TO THE PROJECT. THE MILL REPORTS SHALL BE BASED ON A MINIMUM OF TWO TESTS FOR EACHREEL, HEAT, OR LOT, AND SHALL INCLUDE AS A MINIMUM THE BREAKING LOAD, MODULUS OF ELASTICITY, ELONGATION AT RUPTURE, LOAD AT1% EXTENSION, AREA OF STEEL, STRESS-STRAIN CURVE, YIELD POINT, COIL AND HEAT NUMBERS, AND DRAWING MILL. AN AFFIDAVIT FROMTHE POST-TENSIONING SUPPLIER SHALL ALSO BE SUBMITTED STATING THAT ALL STEEL FOR THE PROJECT CONFORMS TO THE APPLICABLEASTM SPECIFICATION.

5. END ANCHORAGES, SHEATHING, COATING, COUPLERS AND MISCELLANEOUS HARDWARE SHALL CONFORM TO THE RECOMMENDATIONSCONTAINED IN THE LATEST PTI "POST-TENSIONING MANUAL", GUIDE SPECIFICATION CHAPTER 3.

6. THE SPECIFIED COMPRESSIVE STRENGTH OF GROUT FOR GROUTED TENDONS SHALL BE 5,000 PSI AT 28 DAYS, AS MEASURED BYASTM C109. PROPORTIONING AND PLACEMENT OF GROUT SHALL CONFORM TO THE REQUIREMENTS OF ACI 318 AND "RECOMMENDEDPRACTICE FOR GROUTING OF POST-TENSIONED PRESTRESSED CONCRETE" JOURNAL, PRESTRESSED CONCRETE INSTITUTE, V.17, NO. 6.

7. GROUT OR CONCRETE CONTAINING CHLORIDE, FLUORIDES, SULFIDES, THIOCYANATES, NITRATES, OR OTHER SUBSTANCESDETRIMENTAL TO PRESTRESSING STEEL IS NOT PERMITTED.

8. THE CONTRACTOR SHALL SUBMIT POST TENSIONING DESIGN CALCULATIONS AND SHOP DRAWINGS FOR REVIEW. SHOP DRAWINGSSHALL INCLUDE TENDON LAYOUTS AND PROFILES, STRESSING AND DEAD-END ANCHORAGE DETAILS, STRESSING SEQUENCE, DETAILS ATSLAB OPENINGS AND OTHER RELATED DETAILS. SHOP DRAWINGS SHALL ALSO INCLUDE A TENDON LABELING SYSTEM FOR THE USE INRECORDING OF FIELD MEASUREMENTS OF ELONGATIONS AND JACKING FORCES. CALCULATIONS SHALL INCLUDE WOBBLE AND CURVATUREFRICTION COEFFICIENTS, EFFECTIVE TENDON FORCES, LOSS OF PRESTRESS DUE TO ANCHORAGE SEATING, ELASTIC SHORTENING OFCONCRETE, CREEP AND SHRINKAGE OF CONCRETE, RELAXATION OF TENDON STRESS, AND FRICTION LOSS DUE TO INTENDED OR UNINTENDEDCURVATURE IN POST-TENSIONING TENDONS. RELAXATION VALUES AND WOBBLE COEFFICIENTS SHALL BE OBTAINED FROM THEMANUFACTURER.

FOR SLABS ON GRADE, CALCULATE SLAB-SUBGRADE FRICTION LOSS USING A COEFFICIENT OF FRICTION OF 0.8 AND MAINTAIN A MINIMUMCOMPRESSIVE STRESS OF 125 PSI THROUGHOUT THE SLAB AFTER ALL LOSSES.

FABRICATION SHALL NOT BEGIN UNTIL AFTER THE SUBMITTAL HAS BEEN REVIEWED BY THE STRUCTURAL ENGINEER. THE FOLLOWING SHALLBE INCLUDED IN THE SUBMITTAL:

1. POST-TENSIONING HARDWARE INFORMATION INCLUDING ANCHORAGE SYSTEMS, STRANDS, WEDGES, POCKET FORMERS, ANDOTHER

REQUIRED SUB-ASSEMBLIES.2. POST-TENSIONING SYSTEM BROCHURES.3. POST-TENSIONING PROCEDURES.4. OTHER CERTIFICATIONS AND DATA AS REQUIRED TO DEMONSTRATE COMPLIANCE WITH THE SPECIFICATIONS AND DRAWINGS.

9. FORCES INDICATED ON THE DRAWINGS ARE EFFECTIVE FORCES AFTER ALL IMMEDIATE AND LONG TERM LOSSES. TENDON LAY-OUTSHALL CONFORM TO THE CONTROL POINTS SHOWN ON THE DRAWINGS AND SHALL HAVE A SMOOTH PARABOLIC DRAPE BETWEEN SUPPORTS,UNLESS NOTED OTHERWISE. HARPED TENDON LAY-OUT SHALL BE STRAIGHT BETWEEN CONTROL POINTS. LOW POINTS ARE AT MIDSPANUNLESS SHOWN OR NOTED OTHERWISE. PROFILE DIMENSIONS LOCATE THE CENTER OF GRAVITY (C.G.S.) OF TENDON STEEL OR TENDONGROUP MEASURED FROM THE MEMBER SOFFIT. TENDONS AND ANCHORAGES SHALL BE PLACED WITH A TOLERANCE OF PLUS OR MINUS 1/8INCH.

10. LOCATION OF CONSTRUCTION JOINTS IN THE STRUCTURE SHALL BE SUBMITTED FOR APPROVAL BY THE STRUCTURAL ENGINEER.CONSTRUCTION JOINTS SHALL BE LOCATED WHERE THE C.G.S. OF THE TENDON GROUP COINCIDES WITH THE CENTER OF GRAVITY OF THECONCRETE SECTION.

11. SLIGHT DEVIATIONS IN THE SPACING OF THE SLAB TENDONS WILL BE PERMITTED WHERE REQUIRED TO AVOID OPENINGS, INSERTSAND DOWELS WHICH ARE SPECIFICALLY LOCATED. WHERE LOCATION OF TENDONS INTERFERE WITH EACH OTHER, CONTACT THESTRUCTURAL ENGINEER BEFORE REPOSITIONING ANY TENDONS. TENDONS SHALL CLEAR OPENINGS BY THREE INCHES MINIMUM, AND SHALLHAVE A RADIUS OF CURVATURE OF NOT LESS THAN 21'-0" BEGINNING NO CLOSER THAN 1'-0" FROM OPENING EDGE.

12. TENDON PLACEMENT AND INTEGRITY OF PROTECTIVE WRAPPING SHALL BE INSPECTED BY AUTHORIZED PERSONNEL PRIOR TOPLACEMENT OF CONCRETE. TENDON LOCATIONS SHALL BE MARKED ON THE UNDERSIDE OF SLABS. THE METHOD FOR MARKING SLABSSHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.

13. BANDED TENDONS MAY BE BUNDLED AT THE MIDDLE OF THE SPAN. WHERE TENDONS ARE BUNDLED, THE TENDONS SHALL LAY FLAT,SHALL NOT CROSS AT ANY POINT, AND SHALL BE PROPERLY BANDED TOGETHER

14. POST-TENSIONING CONTRACTOR SHALL PROVIDE TENDON SUPPORTS AND MILD-STEEL "TIES" REQUIRED TO MAINTAIN CONCRETECOVERAGE, CORRECT TENDON PROFILE, AND HORIZONTAL CURVE. TENDONS SHALL BE FIRMLY ANCHORED TO PREVENT DISPLACEMENTSBEFORE AND DURING CONCRETE PLACEMENT. BAR SUPPORTS SHALL BE SECURELY ATTACHED TO THE FORMS.

15. PROVIDE A MINIMUM OF 2-#4 BARS CONTINUOUS ALONG EDGES BEHIND TENDON ANCHORAGES, AND 2-#4 X 7'-0" HAIRPINS BEHINDTENDON ANCHORAGES AT SLAB CORNERS. BEHIND ALL BEAM TENDON ANCHORAGES PROVIDE A MINIMUM OF 2-#4 BARS HORIZONTAL AND/ORVERTICAL, HAVING AN APPROPRIATE LENGTH FOR DEVELOPMENT OF THE BAR. ALTERNATE OR ADDITIONAL REINFORCEMENT FOR BURSTING,SPLITTING, AND SPALLING AND REINFORCEMENT REQUIRED FOR THE POST-TENSIONING HARDWARE, INCLUDING REINFORCEMENT REQUIREDAT ANCHOR POCKETS AND BLOCKOUTS, SHALL BE DESIGNED AND DETAILED BY THE POST-TENSIONING SUPPLIER.

16. ALL INSERTS AND SLEEVES SHALL BE CAST IN PLACE. DRILLED AND POWER-DRIVEN FASTENERS WILL BE PERMITTED ONLY WHEN ITCAN BE SHOWN THAT THE INSERTS ARE LOCATED SUCH THAT THEY DO NOT INTERFERE WITH THE TENDONS AND TENDON ANCHORS AND WILLNOT CAUSE SPALLING OF THE CONCRETE. THE CONTRACTOR SHALL MARK THE LOCATION OF THE TENDONS ON THE TOP SURFACE OF THESLAB IF DRILLING OR CORING IS TO BE DONE AFTER THE CONCRETE IS PLACED.

17. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO ASSURE COMPLETE CONSOLIDATION AND DENSIFICATION OF CONCRETE BEHIND ALLTENDON ANCHORAGES.

18. STRESSING OF TENDONS SHALL NOT START UNTIL CYLINDER TESTS INDICATE THE IN-PLACE CONCRETE HAS ATTAINED THE SPECIFIEDINITIAL COMPRESSIVE STRENGTH (F'CI). STRESSING SHALL BE UNDER THE SUPERVISION OF A SUPERINTENDENT EXPERIENCED IN TENDONSTRESSING OPERATIONS. TENDONS SHALL NOT BE STRESSED OVER 100 FEET IN A ONE-WAY PULL NOR 200 FEET IN A TWO-WAY PULLEXCEPT AS ACCEPTED BY THE STRUCTURAL ENGINEER.

19. RAMS TO BE USED FOR STRESSING TENDONS SHALL BE CALIBRATED PRIOR TO STARTING STRESSING OPERATIONS AT EACH LEVEL.RAMS SHALL BE RECALIBRATED IF THE RAMS ARE DROPPED OR AS REQUIRED BY THE STRUCTURAL ENGINEER. CERTIFIED CALIBRATIONREPORTS SHALL BE SUBMITTED INDICATING FORCES AND GAGE READINGS REQUIRED TO STRESS TENDONS TO THE REQUIRED FORCE.

20. THE FOLLOWING GENERAL STRESSING SEQUENCES SHALL BE USED UNLESS NOTED OTHERWISE OR ACCEPTED BY THE STRUCTURALENGINEER.

A. BANDED SLAB:1. STRESS 40% OF THE CONTINUOUS TENDONS IN THE BANDED DIRECTION.2. STRESS 100% OF THE CONTINUOUS TENDONS IN THE UNIFORM DIRECTION.3. STRESS ADDED TENDONS IN THE UNIFORM DIRECTION.4. STRESS REMAINING CONTINUOUS TENDONS IN THE BANDED DIRECTION.5. STRESS ADDED TENDONS IN THE BANDED DIRECTION.

B. BEAM AND SLAB:1. STRESS TEMPERATURE TENDONS, AS APPLICABLE.2. STRESS CONTINUOUS LONGITUDINAL SLAB TENDONS.3. STRESS ADDED LONGITUDINAL SLAB TENDONS.4. STRESS CONTINUOUS BEAM TENDONS.5. STRESS ADDED BEAM TENDONS.6. STRESS GIRDER TENDONS, AS APPLICABLE.

21. THE SHORING AND/OR RE-SHORING DESIGN IS THE COMPLETE RESPONSIBILITY OF THE CONTRACTOR. TEMPORARY SHORING FORSLABS, BEAMS, AND GIRDERS SHALL BE ADEQUATE TO CARRY THE TOTAL WEIGHT OF THE SLAB-BEAM-GIRDER SYSTEM AND ANY TEMPORARYCONSTRUCTION LOADS TO BE IMPOSED ON THE STRUCTURAL SYSTEM. SHORING FOR A LEVEL SHALL NOT BE REMOVED UNTIL STRESSINGOF TENDONS IN BOTH DIRECTIONS ON THAT LEVEL HAS BEEN COMPLETED, ELONGATIONS HAVE BEEN REVIEWED BY THE STRUCTURALENGINEER, AND THE CONCRETE AT THAT LEVEL HAS ATTAINED THE SPECIFIED COMPRESSIVE STRENGTH (F'C). REMOVAL OF SHORING AND/ORRESHORING SHALL NOT CAUSE OVER-STRESSING OF ANY STRUCTURAL ELEMENTS.

22. THE CONTRACTOR SHALL RECORD REQUIRED ELONGATIONS, FIELD MEASURED ELONGATIONS AND TENDON JACKING FORCES FOR ALLTENDONS AND SUBMIT THE REPORTS TO THE STRUCTURAL ENGINEER FOR REVIEW. FIELD MEASURED ELONGATIONS SHALL NOT VARY FROMTHE CALCULATED VALUES BY MORE THAN 5%. TENDON ENDS SHALL NOT BE CUT UNTIL THE ELONGATIONS HAVE BEEN REVIEWED BY THESTRUCTURAL ENGINEER.

23. BURNING OR WELDING NEAR POST-TENSIONING TENDONS IS PROHIBITED. TENDONS SHALL NOT BE SUBJECT TO EXCESSIVETEMPERATURES, WELDING SPARKS, OR ELECTRICAL GROUND CURRENTS.

24. TENDON END ANCHORAGES AND WEDGES AND ALL OTHER EXPOSED STEEL SHALL BE CORROSION PROTECTED BY SPRAY PAINTINGWITH A RUST INHIBITIVE PAINT BEFORE THE ANCHORAGE POCKET IS GROUTED. CARE SHALL BE TAKEN TO PREVENT CONTAMINATION OF THEANCHORAGE POCKET SURFACES WHICH MAY REDUCE THE BONDING OF THE NON-SHRINK GROUT. ANCHORAGE POCKETS SHALL BE FILLEDWITH NON-SHRINK, NON-METALLIC GROUT COMPATIBLE FOR USE WITH PRESTRESSING STEEL. ALL POCKETS SHALL BE WATERPROOF.

25. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELDCOPIES OF ALL TENDON SHOP DRAWINGS.

MASONRY

1. MASONRY UNITS SHALL BE TYPE N-1 MEDIUM WEIGHT ASTM C90 SOLID (GREATER THAN OR EQUAL TO 75 PERCENT SOLID MATERIAL) OR ASTMC90 HOLLOW GROUTED SOLID BELOW GRADE. ASTM C90 HOLLOW ABOVE GRADE WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI EXCEPTSTAIRTOWERS AND ELEVATOR SHAFTS WHICH ARE TO BE C90 HOLLOW GROUTED SOLID FOR FULL HEIGHT. ALL CMU SHALL BE LAID IN A FULL BED OFMORTAR. CONSTRUCT COLUMN PIERS INTEGRALLY WITH FOUNDATION WALLS AND CONTINUE WALL REINFORCEMENT THROUGH THE PIER. GROUTCOLUMN PIERS AND WALLS MONOLITHICALLY.

2. FOLLOWING ARE THE BLOCK STRENGTHS REQUIRED:

A. ASTM C90 SOLID 1900 PSI ON GROSS AREA OF INDIVIDUAL UNITS.B. ASTM C90 HOLLOW 1900 PSI ON NET AREA OF INDIVIDUAL UNITS.C. IVANY 3000 PSI ON NET AREA OF INDIVIDUAL UNITS.

3. ALL MORTAR SHALL BE ASTM C270 TYPE S WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS EXCEPT IVANY BLOCK WHICHSHALL BE LAID USING ASTM C270 TYPE M MORTAR WITH A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS FROM FIELD OBTAINED TESTCYLINDERS.

4. GROUT SHALL BE A HIGH SLUMP MIX IN ACCORDANCE WITH ASTM SPECIFICATION C476 HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3000PSI FROM FIELD OBTAINED TEST CYLINDERS.

5. LAID UP MASONRY DESIGN F'M IS 1500 PSI FOR STANDARD CONCRETE MASONRY AND 2000 PSI FOR IVANY.

6. IVANY BLOCK UNITS SHALL BE MANUFACTURED BY FIZZANO BROTHERS OR APPROVED EQUAL.

7. VERTICAL REINFORCING SHALL BE ASTM A615, GRADE 60 DEFORMED BARS. MINIMUM LAP SPLICE LENGTHS TO BE PER TABLE 1 (U.N.O. ONPLANS) AND SHALL BE AS FOLLOWS: TABLE 1 TABLE 2

#3: 27" #3: 15"#4: 36" #4: 20"#5: 45" #5: 25"#6: 54" #6: 30"#7: 63" #7: 35"#8: 72" #8: 40"#9: 82" #9: 46"

A. FOR EPOXY-COATED BARS, MULTIPLY THESE VALUES BY 1.5.

MECHANICAL SPLICING DEVICES WHICH ARE RATED TO DEVELOP 125 PERCENT OF FY OF THE BAR MAY BE SUBSTITUTED. SUBMIT PRODUCTDATA FOR ENGINEERING APPROVAL.

8. ALL CONCRETE MASONRY SHALL BE CONSTRUCTED AND ERECTED IN ACCORDANCE WITH THE LATEST ACI MASONRY CODE (ACI 530/ASCE5/TMS 402) AND SPECIFICATIONS (ACI 530.1/ASCE 6/TMS 602).

9. PROVIDE HOT-DIPPED GALVANIZED TRUSS TYPE OR LADDER TYPE HORIZONTAL JOINT REINFORCEMENT, MINIMUM 9 GA, AT 16 INCHES ONCENTER VERTICAL IN ALL MASONRY WALLS. SPACE HORIZONTAL JOINT REINFORCEMENT AT 8 INCHES ON CENTER IN ALL PARAPETS. USE SHOPFABRICATED SPECIAL PIECES AT ALL CORNERS AND TEES.

10. AS A MINIMUM, ALL CORES CONTAINING VERTICAL REINFORCING ARE TO BE GROUTED SOLID.

WOOD FRAMING

1. ALL STRUCTURAL WOOD FRAMING SHALL

A. BE HEM FIR #2 MINIMUM, STRESS GRADE LUMBER, OR APPROVED EQUAL.

B. THE UNADJUSTED MINIMUM ALLOWABLE PROPERTIES ARE AS FOLLOWS:

FB = 850 PSI FV = 150 PSI E = 1,300,000 PSI

C. ALL STRUCTURAL WOOD FRAMING SHALL BE GRADED AND STAMPED BY AN ACCREDITED GRADING AGENCY IN ACCORDANCE WITH THEAMERICAN SOFTWOOD LUMBER STANDARD PS20.

ALL CONNECTIONS FOR WOOD MEMBERS NOT SPECIFICALLY NOTED ON DOCUMENTS SHALL NOT BE LESS THAN THE NUMBER AND SIZE OF NAILS ASSPECIFIED IN THE GOVERNING BUILDING CODE.

2. ALL LVL SECTIONS SHALL BE MICROLLAM ENGINEERED LUMBER AS ENGINEERED AND MANUFACTURED BY ILEVEL OR APPROVED EQUAL. THEMINIMUM ALLOWABLE PROPERTIES FOR LVL BEAMS ARE AS FOLLOWS:

FB = 2600 PSI FV = 285 PSI E = 1,900,000 PSI.

3. ALL PSL SECTIONS SHALL BE PARALLAM ENGINEERED LUMBER AS ENGINEERED AND MANUFACTURED BY ILEVEL OR APPROVED EQUAL. THEMINIMUM ALLOWABLE PROPERTIES FOR PSL BEAMS ARE AS FOLLOWS:

FB = 2900 PSI FV = 290 PSI E = 2,000,000 PSI

4. ALL PSL POSTS SHALL BE PARALLAM POSTS AS ENGINEERED AND MANUFACTURED BY ILEVEL OR APPROVED EQUAL. THE MINIMUM ALLOWABLEPROPERTIES ARE AS FOLLOWS:

FB = 2,400 PSI FC = 2,500 PSI E = 1,800,000 PSI

5. ALL LSL BEAMS SHALL BE TIMBERSTRAND ENGINEERED LUMBER AS ENGINEERED AND MANUFACTURED BY ILEVEL OR APPROVED EQUAL. THEMINIMUM ALLOWABLE PROPERTIES ARE AS FOLLOWS:

FB = 2325 PSI FV = 310 PSI E = 1,550,000 PSI

6. ALL WOOD FRAMING AND WOOD FRAMING CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES AS SPECIFIED BELOW:

A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION: TIMBER CONSTRUCTION MANUAL.B. NATIONAL FOREST AND PAPER ASSOCIATION/AMERICAN WOOD COUNCIL: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.C. APA-THE ENGINEERED WOOD ASSOCIATION: PLYWOOD DESIGN SPECIFICATION AND PANEL DESIGN SPECIFICATION.D. AMERICAN WOOD-PRESERVERS ASSOCIATION STANDARDS.E. NATIONAL LUMBER MANUFACTURERS ASSOCIATION: NATIONAL DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENINGS.

7. ALL WOOD FRAMING CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS. PROVIDE STAINLESS STEEL FASTENERS, ANCHORSAND CONNECTORS WITH TREATED WOOD. TOE-NAILING IS NOT PERMITTED UNLESS NOTED OTHERWISE IN THE GOVERNING BUILDING CODE. SUBMITMANUFACTURER'S DATA FOR REVIEW. FASTENERS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE OR APPROVED EQUAL.

8. ALL WOOD TRUSS MEMBERS SHALL BE FABRICATED FROM KILN DRIED SOUTHERN PINE STRESS GRADE LUMBER OR EQUAL.

9. DESIGN, FABRICATION, AND INSTALLATION OF WOOD TRUSSES AND SHEET METAL CONNECTORS SHALL BE IN ACCORDANCE WITH THE FOLLOWINGTRUSS PLATE INSTITUTE STANDARDS:

A. NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION - ANSI/TPI-1, LATEST EDITION.B. RECOMMENDED DESIGN SPECIFICATION FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, DSB-89.C. GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, BCSI

LATEST EDITION.

10. WOOD ROOF AND FLOOR TRUSSES ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONAL ENGINEER. SEALED CALCULATIONSALONG WITH TRUSS SUBMITTAL PACKAGE, INCLUDING A TRUSS LAYOUT SHOWING ALL BEARING WALLS/SUPPORTS, AS DEFINED IN THE INTERNATIONALBUILDING CODE, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO ANY FABRICATION. ADDITIONAL BEARING WALLS OR POSTS REQUIRED BY DESIGN BUT NOTSHOWN ON THE ORIGINAL DESIGN DRAWINGS SHALL BE HIGHLIGHTED. TRUSS FABRICATOR SHALL DESIGN AND PROVIDE PREFABRICATED HANGERS ASREQUIRED OR TRUSS TO TRUSS CONNECTIONS. THE TRUSS MANUFACTURER MUST INCORPORATE IN THE TRUSS DESIGN ADDITIONAL PLYS, SIMPSON TRUSSBEARING ENHANCERS, OR OTHER MEASURES AS REQUIRED TO PREVENT SILL PLATE BEARING-TYPE FAILURE FOR THE NOTED PLATE SPECIES.

11. LAMINATED WOOD FRAMING SHALL BE DESIGNED BY LAMINATED WOOD BEAM MANUFACTURER. SUBMIT SEALED CALCULATIONS FOR REVIEW.

12. HEADERS AT NON-BEARING CONDITIONS SHALL BE AS FOLLOWS:

OPENING SIZE HEADERUP TO 4'-0 (2) 2" X 6"4'-0 TO 6'-0 (2) 2" X 8"6'-0 TO 9'-0 (2) 2" X 10"

13. FOR OPENING HEADERS IN NON-BEARING INTERIOR PARTITIONS, PROVIDE ONE JACK STUD AND ONE KING STUD. FOR OPENING HEADERS IN LOAD-BEARING INTERIOR PARTITIONS, PROVIDE TWO JACK STUDS AND ONE KING STUD, OR A POST AS SHOWN ON DRAWINGS.

14. NAIL PLIES OF BUILT-UP HEADERS, BEAMS, AND STUDS/POSTS TOGETHER WITH TWO ROWS OF 10D NAILS AT 12" SPACING, UNLESS NOTEDOTHERWISE ON DOCUMENTS.

15. PROVIDE MINIMUM CONTINUOUS SOLID BLOCKING OR CROSS-BRIDGING LINES AT 8'-0" O/C MAXIMUM SPACING FOR ALL WOOD JOISTS, WOOD RAFTERS,ROOF TRUSSES AND FLOOR TRUSSES. PROVIDE ADDITIONAL X-BRIDGING AS REQUIRED BY FABRICATOR. PROVIDE A MINIMUM OF ONE LINE OFBLOCKING/CROSS BRIDGING FOR ALL SPANS.

16. PROVIDE STRUCTURAL PLYWOOD SHEATHING OR APPROVED EQUAL AT ALL SIDES OF CORNERS FOR WIND BRACING. CONNECTIONS OF PLYWOODSHALL COMPLY WITH APA NAILING REQUIREMENTS FOR PLYWOOD SHEAR WALLS. NO MORE THAN 50% OF WALL SHEATHING JOINTS MAY COINCIDE WITH ACONNECTION LINE BETWEEN FLOORS.

17. PROVIDE AN ADDITIONAL TRUSS UNDER ALL PARTITIONS PARALLEL TO JOISTS.

18. PROVIDE PRESSURE TREATED OR WOLMANIZED LUMBER WHERE LUMBER IS IN CONTACT WITH CONCRETE AND/OR GROUTED MASONRY OR ISEXPOSED TO WEATHER.

19. SHEATHING FOR ROOFS SHALL BE 5/8" APA RATED SHEATHING 32/16 EXPOSURE 1 OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB) UNLESSNOTED OTHERWISE. SHEATHING FOR WALLS SHALL BE 7/16" APA RATED SHEATHING EXPOSURE 1 OR SIMILARLY RATED ORIENTED STRAND BOARD (OSB)UNLESS NOTED OTHERWISE. SHEATHING FOR FLOORS SHALL BE 3/4" APA RATED STURD-I-FLOOR 20 O/C EXPOSURE 1 T&G, OR SIMILARLY RATED ORIENTEDSTRAND BOARD (OSB).

ALL JOINTS IN SHEATHING SHALL BE STAGGERED. ALL EDGES IN FLOOR SHEATHING SHALL BE TONGUE & GROOVE. FOR ROOF SHEATHING, USEPANEL CLIPS, TONGUE & GROOVE, OR LUMBER BLOCKING EDGE SUPPORTS AS RECOMMENDED BY APA. NAILING SHALL COMPLY WITH APA REQUIREMENTSFOR PLYWOOD FLOOR/ROOF DIAPHRAGMS, UNLESS NOTED OTHERWISE ON DRAWINGS.

20. THE CONTRACTOR SHALL DELIVER TO THE ENGINEER, AT THE END OF THE JOB, ONE (1) ELECTRONIC VERSION OF THE FINAL FIELD COPIES OF ALLTRUSS AND PREMANUFACTURED JOISTS LAY OUT SHOP DRAWINGS.

REQUIREMENTS/LIMITATIONS FOR CONDUIT EMBEDDEDIN POST-TENSION CONCRETE SLABS

1. MAXIMUM DIAMETER OF EMBEDDED CONDUIT = 1" FOR SLABS UNDER 9" THICK.

2. CONDUIT MUST BE IN MIDDLE THIRD OF SLAB DEPTH AND MUST HAVE ITS OWN SUPPORTS.

3. CONDUIT MUST BE 2" MINIMUM CLEAR FROM ANY TENDONS OR REBARS.

4. ONLY TWO CONDUITS (OR GROUP OF CONDUITS) MAY CROSS EACH OTHER.

5. CONDUITS MUST BE 3" MINIMUM CLEAR FROM EACH OTHER. (MINIMUM SPACING OF 1" CONDUIT = 4" ON CENTER) MAXIMUM OF 9 CONDUIT IN 4 FEETWIDTH.

6. KEEP CONDUIT AT 2'-0" AWAY FROM ALL COLUMNS.

7. SUBMIT SHOP DRAWINGS SHOWING CONDUIT LAYOUT FOR REVIEW PRIOR TO CONCRETE POUR.


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






12" = 1'-0"

S3.00

General Notes

EM 1148.00Author

01/22/2015



Drawing Issue Date

DESIGN LOAD SCHEDULEDESIGN LOAD SCHEDULEDESIGN LOAD SCHEDULEDESIGN LOAD SCHEDULE

COMPONENT

AREA

5" SOG

11" PT SLAB

WOOD

PARKING

SLAB ON G

RADE

TOTAL DEAD LOAD

TOTAL LIVE LOAD

TOTAL LOAD

(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)

9" PT SLAB

65

115

20

13080

120

40

170

40

GROUND FLOOR

(PLAZA)

LEVEL 2

TRANSFER

TYPICAL WOOD

FLOOR

ROOF

TAPERED CONC. TOPPING 50

GYP CRETE

16" PT SLAB

COLLATERAL 15 15

140

200

10

15 15

20

215205

305

100

315

100

30

70

40

20

50

30

GROUND FLOOR

LOBBY/R

ETAIL

50

140

15

150

250

100

TYPICAL ABBREVIATIONS

A.B.

A.F.F.

ADDL.

ALT.

ARCH.

B.C.E.

B.O.

BLDG.

BM.

BOTT.

BRG.

BSMT.

BTWN.

®

CANT.

CMU

COL.

CONC.

CONN.

CONT.

CTRD.

∅

DWG.

E.F.

E.O.D.

E.O.S.

E.W.

EA.

EL.

ELEV.

EMBED.

EQ.

EQUIP.

EWB

Ex.

EXIST.

EXP.

EXT.

FDN.

FIN.

FLR.

FT.

FTG.

GA.

GALV.

H.P.

HORIZ.

I.F.

IN.

INFO.

INT.

JT.

L.P.

L.W.

LLH

LLV

LWB

M.E.P.

M.S.T.

MAX.

MECH.

MEZZ.

MFR.

MIN.

MISC.

N.T.S.

N.W.

o/c

™

PC

PSF

PSI

PTN.

REINF.

REQ'D.

RET'G.

S.F.

S.O.G.

SCHED.

SECT.

SIM.

SPECS.

STIFF.

STRUCT.

SWB

T&B

T.

T.O.

T.O.C.

T.O.S.

T.S.

TCELE

TCERE

TDS

THK.

TYP.

U.N.O.

V.I.F.

VERT.

W.R.T.

w/

WWF

ANCHOR BOLT

ABOVE FINISH FLOOR

ADDITIONAL

ALTERNATE

ARCHITECT

BOTTOM CHORD EXTENSION

BOTTOM OF

BUILDING

BEAM

BOTTOM

BEARING

BASEMENT

BETWEEN

CENTERLINE

CANTILEVER

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONTINUOUS

CENTERED

DIAMETER

DRAWING

EACH FACE

EDGE OF DECK

EDGE OF SLAB

EACH WAY

EACH

ELEVATION

ELEVATOR

EMBEDMENT

EQUAL

EQUIPMENT

EACH WAY BOTTOM

EXISTING

EXISTING

EXPANSION

EXTERIOR

FOUNDATION

FINISH

FLOOR

FEET

FOOTING

GAGE

GALVANIZED

HIGH POINT

HORIZONTAL

INSIDE FACE

INCHES

INFORMATION

INTERIOR

JOINT

LOW POINT

LIGHT WEIGHT

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG WAY BOTTOM

MECHANICAL ELECTRICAL PLUMBING

METAL STUD TRUSS

MAXIMUM

MECHANICAL

MEZZANINE

MANUFACTURER

MINIMUM

MISCELLANEOUS

NOT TO SCALE

NORMAL WEIGHT

ON CENTER

PLATE

PILE CAP

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PARTITON

REINFORCEMENT

REQUIRED

RETAINING

STEP FOOTING

SLAB ON GRADE

SCHEDULE

SECTION

SIMILAR

SPECIFICATIONS

STIFFENER

STRUCTURAL

SHORT WAY BOTTOM

TOP AND BOTTOM

TOP

TOP OF

TOP OF CONCRETE

TOP OF STEEL

THICKENED SLAB

TOP CHORD EXTENSION LEFT END

TOP CHORD EXTENSION RIGHT END

TURN DOWN SLAB

THICK OR THICKENED

TYPICAL

UNLESS NOTED OTHERWISE

VERIFY IN FIELD

VERT.

WOOD ROOF TRUSS

WITH

WELDED WIRE FABRIC

EWT EACH WAY TOP

P/C PRECAST

P.A.F. POWDER ACTUATED FASTENER

BP_ BEARING PLATE

GB_ GRADE BEAM

k KIP

k-ft KIP-FEET

MP_ MASONRY PIER

NBL NON BEARING LINTEL

WP WALL PLATE

WC WET COLUMN

LATERAL LOAD DESIGN SCHEDULELATERAL LOAD DESIGN SCHEDULELATERAL LOAD DESIGN SCHEDULELATERAL LOAD DESIGN SCHEDULE

SNOW DESIGN LOAD SCHEDULESNOW DESIGN LOAD SCHEDULESNOW DESIGN LOAD SCHEDULESNOW DESIGN LOAD SCHEDULE

INTERNATIONAL BUILDING CODE 2009/ASCE 7-05INTERNATIONAL BUILDING CODE 2009/ASCE 7-05INTERNATIONAL BUILDING CODE 2009/ASCE 7-05INTERNATIONAL BUILDING CODE 2009/ASCE 7-05

INTERNATIONAL BUILDING CODE 2009/ASCE 7-05INTERNATIONAL BUILDING CODE 2009/ASCE 7-05INTERNATIONAL BUILDING CODE 2009/ASCE 7-05INTERNATIONAL BUILDING CODE 2009/ASCE 7-05

SEISMIC BASE SHEAR

II

4.5/2

5/2

d

TABLE 6-1

SECTION 1609.4.3

FIGURE1609

B

D

C

R

-

-

-

-

DEFLECTION AMPLIFICATION FACTOR

RESPONSE MODIFICATION COEFFICIENT

SEISMIC FORCE-RESISTING SYSTEM

SITE CLASSIFICATION

SEISMIC DESIGN CATEGORY

OCCUPANCY CATEGORY

ANALYSIS PROCEDURE EQUIVALENT LATERALFORCE PROCEDURE

V k

*

* ORDINARY REINFORCED CONCRETE SHEAR WALLS/LIGHT FRAMED SHEAR WALLS.

WIND LOADWIND LOADWIND LOADWIND LOAD

SEISMIC LOADSEISMIC LOADSEISMIC LOADSEISMIC LOAD

B

1.0

90 MPH

-

I

V

REFERENCEVALUESYMBOLITEM

WIND EXPOSURE CATEGORY

WIND LOAD IMPORTANCE FACTOR

BASIC WIND SPEED (3 SEC. GUST)


w

1.0 TABLE7-3tCTHERMAL FACTOR

P g

P f

eC

SNOW LOADIMPORTANCE FACTOR

1.0 TABLE7-4

TABLE7-2

SECTION7-3

FIGURE1608.2

1.0

20

25

I

SNOW EXPOSURE FACTOR

FLAT-ROOF SNOW LOAD

GROUND SNOW LOAD


s

SECTION12.8

SECTION1613.5.4

TABLE12.2-1

TABLE12.2-1

TABLE12.2-1

TABLE1613.5.2

TABLE1613.5.6

TABLE1604.5

SECTION1613.5.4

TABLE11.5-1

SECTION12.8.1

D1

DS 0.278

0.106S

S

(1) SECOND PERIOD SPECTRAL ACCELERATION

SHORT PERIOD SPECTRAL ACCELERATION

IMPORTANCE FACTOR EI 1.0

WOOD LINTEL SCHEDULEWOOD LINTEL SCHEDULEWOOD LINTEL SCHEDULEWOOD LINTEL SCHEDULE

L1

MARK

(2)2x8

END POSTSSIZE

(2) 2x4

L2

L3

(3)2x12 (2) 2x6

(3)2x8 (2) 2x6

MASONRY / CONCRETE LINTEL SCHEDULEMASONRY / CONCRETE LINTEL SCHEDULEMASONRY / CONCRETE LINTEL SCHEDULEMASONRY / CONCRETE LINTEL SCHEDULEREINFORCING

TOP BOTT. TIES MID BARSREMARKSMARK TH

ML1 8 4 (1) #4 (1) #4

NOTES:1) ALL CONCRETE LINTELS SHALL BE 4000 PSI CONCRETE AT 28 DAYS WITH GRADE 60 REINFORCING.2) ALL STEEL LINTELS SHALL BE ASTM A-36.3) FILL CMU VOIDS SOLID (2) COURSES BELOW LINTEL BEARING.4) ALL LINTELS SHALL HAVE 8" MINIMUM BEARING U.N.O.

CONCRETE SHEAR WALL SCHEDULEMARK

LEVELSW1 SW2 SW3

WEB VERT.REINF. (EA. FACE)HORIZ. REINF.(EA. FACE)

f'c

FDN.-2nd

NOTES:1) f'c FOR ALL WALLS IS 5000 psi U.N.O.2) SEE PLANS FOR LOCATION.3) COORDINATE LENGTHS AND LOCATIONS WITH ARCH. DRAWINGS.4) PROVIDE MATCHING VERTICAL DOWELS INTO FOOTINGS/FOUNDATIONS.

#5 @ 12"

12"

5 ksi

16" 14"WALL THICKNESS 't' (IN.)

#6 @ 12" #5 @ 12"

5 ksi 5 ksi

#5 @ 12" #6 @ 12" #5 @ 12"

MARK

LEVELC1 C2 C3 C4

NOTES:1) f'c FOR ALL COLUMNS IS 5000 psi (U.N.O.).2) DIMENSIONS & TIE SPACING INDICATED IN INCHES.3) INDICATES CHANGE IN COLUMN ORIENTATION OR CHANGE IN FIXED FACE OF COLUMN. SEE DETAIL THIS SHEET AND SEE PLANS.4) TIES TO BE PER TYPICAL DETAIL U.N.O.

GROUND -LEVEL 2

VERT. REINF.

SIZE

P1 - GROUNDVERT. REINF.

SIZE

STIRRUPS

STIRRUPS

12x30 16x30 20x20 12x12

(8) #7 (8) #8 (4) #9 (4) #6

CONCRETE COLUMN SCHEDULE

12x30 16x30 20x20 12x12

(8) #7 (8) #8 (4) #9 (4) #6

C5

20x30

(12) #8

20x30

(12) #8

ELEVATION

PLANPLANPLANPLANINTERIOR COLUMNS

TYPICAL STUDRAIL DETAIL

EDGE COLUMNSCORNER COLUMNS

TYPICAL STUDRAIL LAYOUT DETAILS

D

0.56D

0.5D

2.5D

3 1/4"1 1/2"

3 1/4"

NARROWSIDE

LON

GSIDE

LONG

SIDE

NARROW

SIDE

FACEOF COLUMN

(TYP.)SPACEDEQUALLY

TO CORNERS OF COLUMNSPLACE STUDRAILS ADJACENT

10 TIMES STUD AREAHEAD AREA IS MINIMUM

SEE P

LAN FOR

SLAB THICKNESS

NUMBER OF STUDS)(SEE TYPES FORN = 1/2"Ø STUDS BASE RAIL

TYPE D1: 8 RAILS x 13 STUDS/RAIL

AS SHOWN U.N.O. (TYP.) 2" C

LR.

(TYP

.)

2" CLR.

(TYP.)

TYPE D4: Z RAILS x Z STUDS/RAIL

TYPE D2: Z RAILS x Z STUDS/RAILTYPE D3: Z RAILS x Z STUDS/RAIL

TYPE D5: Z RAILS x Z STUDS/RAIL

EQUALLYSPACED(TYP.)

(TYP.)SPACEDEQUALLY

AS SHOWN U.N.O. (TYP.)

PLACE STUDRAILS ADJACENTTO CORNERS OF COLUMNS

AS SHOWN U.N.O. (TYP.)

PLACE STUDRAILS ADJACENTTO CORNERS OF COLUMNS

(NOTE: DISTRIBUTE RAILS EQUALLY OVER EACH FACE U.N.O.)

3/4" CLEAR

3/4" MINIMUM CLEAR

NOTES:1) STUD RAILS AS MANUFACTURED BY DECON (800-527-RAIL) OR ENGINEERAPPROVED EQUAL.2) "D" IS THE STUD DIAMETER.3) PLACEMENT LOCATIONS ARE SHOWN ON FRAMING PLANS.

TYPE D7: Z RAILS x Z STUDS/RAILTYPE D8: Z RAILS x Z STUDS/RAIL


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S3.01

Schedules

EM 1148.00Author

01/22/2015



CONCRETE BEAM SCHEDULE

MARK

SIZE REINFORCING

REMARKSWIDTH DEPTH TOP BARSBOTTOMBARS MID BARS

STIRRUPS SIZE &SPACING

WALL FOOTING SCHEDULEWALL FOOTING SCHEDULEWALL FOOTING SCHEDULEWALL FOOTING SCHEDULE

MARK

DIMENSIONS

REINFORCINGWIDTH DEPTHF20.12 2'-0" 1'-0" (3) #4 L.W.B. ; #4 @ 24" S.W.B.

F20.16 2'-0" 1'-4" (5) #4 L.W.B. ; #4 @ 24" S.W.B.

F40.12 4'-0" 1'-0" (5) #5 CONT. T&B ; #5 @ 12" S.W.B.

F80.30 8'-0" 2'-6" (12) #5 L.W.B. ; #5 @ 8" S.W.B.

F100.30 10'-0" 2'-6" (10) #7 L.W.B. ; #7 @ 12" S.W.B.

F110.36 11'-0" 3'-0" (9) #8 L.W.B. ; #8 @ 15" S.W.B.

COLUMN FOOTING SCHEDULE (5,000 psf SOIL BRG. PRESSURE)COLUMN FOOTING SCHEDULE (5,000 psf SOIL BRG. PRESSURE)COLUMN FOOTING SCHEDULE (5,000 psf SOIL BRG. PRESSURE)COLUMN FOOTING SCHEDULE (5,000 psf SOIL BRG. PRESSURE)

MARK

DIMENSIONS

REINFORCINGLENGTH WIDTH THICKNESSF40 4'-0" 4'-0" 1'-0" (5) #5 EWB

F60 6'-0" 6'-0" 1'-4" (7) #7 EWB

F70 7'-0" 7'-0" 1'-8" (8) #7 EWB

F76 7'-6" 7'-6" 1'-10" (8) #8 EWB

F86 8'-6" 8'-6" 2'-0" (10) #8 EWB

F90 9'-0" 9'-0" 2'-2" (9) #9 EWB

F100 10'-0" 10'-0" 2'-4" (10) #9 EWB

F120 12'-0" 12'-0" 2'-8" (12) #10 EWB

F130 13'-0" 13'-0" 2'-10" (14) #10 EWB

Drawing Issue Date

TYPICAL THICKENED SLAB DETAIL

(2) #5 CONT.

SEE P

LAN FOR

SLAB THICKNESS

3" CLR.

(SEE ARCH. DWGS. FOR WALL LOCATIONS)(FOR 8" OR 12" CMU NON-BRG. WALLS AT 12'-0" HIGH OR HIGHER)

1

1

T

.

2T

.

FIN. FLR. EL.(SEE PLAN)

T/2

TYPICAL TURNED DOWN SLAB DETAIL

SEE PLAN FORSLAB THICKNESS

FINISHED GRADE

#4 @ 12" CONT. #4 @ 24"

2'-6

2'-6

3'-0" (MIN.)

5"

8"


TYPICAL SLAB ON GRADE DETAILS

CONSTRUCTION JOINTCONSTRUCTION JOINTCONSTRUCTION JOINTCONSTRUCTION JOINT CONTROL JOINTCONTROL JOINTCONTROL JOINTCONTROL JOINT

METAL KEY-FORM BY KEYKOLDINC. OR EQUAL (INTERRUPTMESH AT JOINT)

SAWCUT (GREATER OF 1" AND1/4 OF SLAB DEPTH) WITHIN12 HOURS OF POUR(DO NOT INTERRUPT MESH)

SEE PLAN FORSLAB THICKNESS

.

NOTE: CONTROL JOINTS/CONSTRUCTIONJOINTS SHALL CREATE PANELS OF 225 SQ.FEET (MAXIMUM), WITH PANEL ASPECTRATIOS NO GREATER THAN 1.5 TO 1.

.

2"

(TYP.)

TYPICAL ISOLATION JOINT DETAILS

CORNER COLUMNCORNER COLUMNCORNER COLUMNCORNER COLUMN EXTERIOR COLUMNEXTERIOR COLUMNEXTERIOR COLUMNEXTERIOR COLUMNINTERIOR COLUMNINTERIOR COLUMNINTERIOR COLUMNINTERIOR COLUMN

SEE

PLAN

SEE

PLAN

2"

TYP.

2"TYP.

2"TYP.

SLAB CONTROL & CONSTRUCTIONJOINT PATTERN (SEE TYP. SLABON GRADE DETAILS)

PAPER JOINTPAPER JOINT

CONC. COLUMN

PROVIDE 1/4"PREMOLDED FILLER

PROVIDE 1/4"PREMOLDED FILLER

.

2 "

2"

2 "

.


TYPICAL DEPRESSED SLAB DETAIL

1'-0"

SEE PLAN FOR SLABTHICKNESS (TYPICAL)

8" MAX.SEE PLAN FORACTUAL DEPRESSION


6"

.

.

TYPICAL CONCRETE STAIR ON GRADE DETAIL

3'-0" (MIN.)

3" CLR.

8"

MIN.

4"

2'-6"

LAP

1'-0"

MIN.

4"

5"

4'-0"

MAX. HT.

8" CONC. CHEEKWALL AT EXPOSEDSIDE AS REQ'D.w/ #4 @ 12" E.W.

FIN. GRADE

#4 @ 12"

1

1

MIN. 4" CRUSHEDSTONE

SEE PLAN

NOTE: SEE ARCH. DWGS.FOR DIMENSIONS &RAILING INFO.

#4 @ EACH RISER,HOOK INTO CHEEKWALLS

#4 @ 12" E.W.

.

.

.

.

.

.

..

.

.

TYPICAL HOUSEKEEPING PAD DETAIL

6x6-W1.4xW1.4 W.W.F.

PRIME w/ EPOXYBONDING AGENT

#4 CONT.

CHAMFERCORNER

SLAB ONGRADE

#4 @ ALL CORNERSAND 4'-0" MAX.AT ALL EDGES

6"

TYPICAL THICKENED SLAB-ON-GRADE DETAIL @ STAIR

(2) #5 CONT.

8"

SEE P

LAN FOR

SLAB THICKNESS

3" CLR.

STAIR STRINGER &CONNECTION TO SLAB(SEE STAIR MFR. DWGS.)

(SEE ARCH. DWGS. FOR LOCATIONS, COORD. w/ STAIR MFR.)

1

1

2'-0"

.

..


..T

8" (MIN.)

1'-4" (MAX.)

. .

1'-4"

2'-8"

T

8" (MIN.)

1'-4" (MAX.)

..

T

TYPICAL STEPPED FOOTING DETAIL

SIZE & NUMBER TOMATCH FOOTING REINF.

OPTIONAL FOOTINGCONFIGURATION

TYPICAL PLAN DETAIL FOR DISTRIBUTION OFREINFORCEMENT IN A RECTANGULAR FOOTING

B

(UNIFORM DISTRUBUTIONOF STEEL IN THELONG DIRECTION)

AS

2A

S2

AS

1

® COLUMN

(PORTION OF SHORTDIRECTION REINFORCINGREQUIRED TO BEDISTRUBUTED WITHIN ABAND WIDTH EQUAL TO B)

CONCRETE FOOTING

(SEE FOOTING SCHEDULE FOR MORE INFORMATION)

FOOTING MARK A S1 A S2

.

..

.

L

B/2

B/2

.

TYPICAL SUMP DETAIL @ SIDE WALL

TYPICAL

#4 @ 12"E.W., T&B

SEE TYPICAL ELEVATOR PITDETAIL FOR INFO. NOT SHOWN

#4 @ 12"

#4 @ 12"

*

* COORD. DIMENSIONS w/ PLUMBING/ARCH. DWGS.

TYPICAL3 SIDES

1'-0"

*1'-

0"

1'-0" 1'-0" 1'-0" 6". . . .

.

..

.

PIT EL.(SEE PLAN)

TYPICAL ELEVATOR PIT SECTION

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

8"

2 1/2"

3" CLR.

EQUAL EQUAL

SEE ARCH. DWGS. FOR SHAFT SIZE

1

1

16" REINF.CONC. WALL

ž4x4x3/8 CONT. w/ 3/4"ØANCH. BOLTS @ 2'-0" o/c

SEE PLAN

.

2'-0"

FIN. FLR. EL.(SEE PLAN)3

"

8"

.

.

2'-0" 2'-0"

.. . . .

SEE PLAN FORELEVATION

2'x2' OPNG.FOR HYDRAULICELEVATORS ONLY

(2) #6 T&B @ EA.SIDE & EA. CORNER

PROVIDE DWLS. TOMATCH VERT. REINF.(TYP.) LAP 1.3Ld

CONC. SHEAR WALL(SEE SCHEDULE)

TO VERIFY DEPTH)

4'-0" (MIN.) (ELEV. MFR.

TYPICAL DETAIL OF CONCRETE COLUMNVERTICAL REINFORCEMENT @ FOOTING


® COLUMN & FOOTING

ISOLATION JOINT

3" CLR.

ENCASE STEEL w/MIN. 3" OF CONC.,SAME STRENGTH ASSLAB, AFTER STEELIS ERECTED

FOOTING SIZE, REINF. & EL.SEE PLAN/SCHEDULE FOR

3"

3"

DOWELS TO MATCHVERT. REINF.

0" (TYP.)

1'-0" SCHEDULED TIE SPACING

U.N.O.

1.3Ld

3" MAX.

1'-0"

MIN.

U.N.O.


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






1/2" = 1'-0"

S3.02

TypicalFoundationDetails

EM 1148.00Author

01/22/2015



Drawing Issue Date

2'-0" MIN.


CONT. CONC. FOOTING(SEE PLAN/SCHEDULEFOR SIZE, REINF. & EL.)

PMF SLAB ON GRADEDOWELS TO MATCHVERT. REINF. LAPPER GEN. NOTES

#4 @ 12"

#5 @ 12" #8 @ 12"

14" CONC. WALL

2'-0" MIN.


CONT. CONC. FOOTING(SEE PLAN/SCHEDULEFOR SIZE, REINF. & EL.)

PMF(TYP.)

SLAB ON GRADEDOWELS TO MATCHVERT. REINF. LAPPER GEN. NOTES

12" CONC. SHEAR WALL(SEE SCHEDULE)

#4 @ 12"

#5 @ 12"

FIN. GRADE

#5 @ 12"

CRUSHED STONE (MIN. 1 CU. FT.)BEHIND WEEP HOLES

DOWELS TOMATCH VERT.

#4 @ 12"

#4 @ 12"

(3) #4

HOOK AS REQ'DIN TABLE

LAP PER GENERALNOTES (TYP.)

CONT. PERIMETERDRAIN (SEEARCH./M.E.P. DWGS.)

.

(TYP.)

3" CLR.

1'-4" 1'-0" 3'-8"

6'-0"

SEE ARCH.

LdSOG

#5 @ 12" E.W.T&B#5 @ 12"

#5 @ 12"

CRUSHED STONE(MIN. 1 CU. FT.)BEHIND WEEP HOLES

DOWELS TOMATCH VERT.

#4 @ 12"

#4 @ 12"

FIN. GRADE

HOOK ASREQ'D INTABLE

LAP PER GENERALNOTES (TYP.)

(TYP.)

3" CLR.

1'-4" 1'-0"

Ld

1'-0"

2'-0"

1'-0"

2'-6"

2'-0"

SOG

12" WALL w/#4 @ 12" E.W.E.F.

SEE ARCH.SIDEWALK SLAB(SEE CIVIL)


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






1/2" = 1'-0"

S3.03

FoundationDetails

EM 1148.00Author

01/22/2015



SectionS3.03

1 SectionS3.032 Section

S3.033 Section

S3.034

Drawing Issue Date

DIMENSIONS "Ld" AS NOTED ON DRAWINGS SHALL CORRESPOND TO THE FOLLOWINGLENGTHS IN INCHES AS SHOWN IN THE TABLES BELOW.

ALL LAP SPLICES SHALL BE 1.3Ld, UNLESS NOTED OTHERWISE ON DRAWINGS.

BEAMS COLUMNS WALLS SLABS/MATS

TABLE FOR REINFORCING DEVELOPMENT LENGTH AND LAP SPLICE LENGTH

#3 15 13

#4 19 16

#5 25 21

#6 29 25

#7 43 37

#8 48 42

#9 54 47

#10 60 52

#11 67 58

BARS

4 ksi 6 ksi

BOTTOM

13

17

22

26

38

43

48

54

60

5 ksi

19 16

27 23

31 27

38 33

55 48

63 54

71 61

80 69

87 76

4 ksi 6 ksi

17

24

28

34

49

56

63

71

78

5 ksi

BARSOTHER

15 12

25 20

29 24

43 35

48 39

54 44

60 49

67 55

4 ksi 6 ksi

13

22

26

38

43

48

54

60

5 ksi

19 1517

17 13

22 17

28 22

34 26

72 56

83 64

93 72

104 81

116 90

3 ksi 5 ksi

15

19

25

29

63

72

81

91

101

4 ksi

22 17

34 26

49 38

55 43

62 48

104 81

116 90

3 ksi 5 ksi

19

29

43

48

54

91

101

4 ksi

OUTER LAYER INNER LAYER

VERTICAL BARS

17 1315

28 2225

22 17

30 23

36 28

44 34

94 73

107 83

121 94

137 106

151 117

3 ksi 5 ksi

19

26

31

38

82

93

105

119

131

4 ksi

30 23

44 34

63 49

72 56

81 63

137 106

151 117

3 ksi 5 ksi

26

38

55

63

71

119

131

4 ksi

OUTER LAYER INNER LAYER

HORIZONTAL BARS

22 1719

36 2831

15 12

19 15

25 20

29 24

63 51

72 58

81 66

91 74

4 ksi 6 ksi

13

17

22

26

56

64

72

81

5 ksi

19 15

29 24

63 51

72 58

81 66

91 74

17

26

56

64

72

81

ALL BARS

THICKNESS < 12"

15 1213

25 2022

19 15

26 21

31 25

38 31

82 66

93 76

105 86

119 96

17

23

28

34

73

83

94

106

BOTTOM BARS OTHER BARS

101 8290 101 8290 131 106117

THICKNESS > 12"

TABLE ASSUMPTIONS:

1) f'c: SEE TABLES

2) A MINIMUM CLEAR COVER AS SHOWN IN GENERAL NOTES.

3) A MINIMUM CLEAR SPACING OF 3" BETWEEN ANY BARS.

4) fy=60 ksi.

5) NORMAL-WEIGHT CONCRETE.

BAR 4 ksi 6 ksi5 ksi 4 ksi 6 ksi5 ksif'c

NOTES:

1) FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3.

2) FOR EPOXY-COATED BARS, MULTIPLY THE TABULATED VALUES BY 1.5.

3) COMBINATIONS OF EFFECTS DUE TO CONCRETE WEIGHT AND EPOXY BARS ARE

CUMULATIVE. Ld SHALL BE MULTIPLIED BY EACH FACTOR TO FIND THE

CORRECT VALUE.

4) ACI DOES NOT PERMIT LAP SPLICES OF #14 OR #18 BARS. BARS OF THIS SIZE SHALL

BE COUPLED BY ACCEPTABLE MECHANICAL MEANS, WHICH ARE RATED TO DEVELOP

125 PERCENT OF Fy OF THE BAR.

¢ 3 ksi

LCE LCS

12

19

23

26

30

34

38

42

15

9

14

17

20

22

25

28

31

11

5) "LCE" INDICATES COMPRESSION EMBEDMENT LENGTH. USE ONLY WHERE "LCE" IS INDICATED ON DRAWINGS.

6) "LCS" INDICATES COMPRESSION LAP SPLICE LENGTH. USE ONLY WHERE "LCS" IS INDICATED ON DRAWINGS. DO NOT MULTIPLY BY 1.3.

Ldh (IN INCHES)

TABLE OF STANDARD HOOK LENGTHS

A2" MIN.COVER

1) IF 'A' ¢ Ldh, THENUSE A 12Ø STANDARD, 90° HOOK.2) IF 'A' < Ldh, THEN USELd PER TABLES FORDEVELOPMENT LENGTH.

BAR #3000 psi

f'c

4000 psi 5000 psi

3 6 6 6

4 8 7 6

5 10 9 8

6 12 10 9

7 14 12 11

8 16 14 12

9 18 15 14

10 20 17 16

11 21 19 17

NOTES:1) CONCRETE SIDE COVER ON BARS ¢ 2.5".2) FOR EPOXY-COATED BARS, MULTIPLY TABULATED VALUES BY 1.3.

1 1/2"

10 1/2"

TYPICAL DETAIL - REINFORCING FORCONCRETE WALLSNOTES:1) Ld PER TABLES FOR DEVELOPMENT LENGTH.2) SEE PLANS AND SECTIONS FOR SIZE AND SPACING OFREINFORCEMENT AND WALL THICKNESS.

AT CORNERSAT CORNERSAT CORNERSAT CORNERS

PLAN VIEWS (TWO LAYERS)PLAN VIEWS (TWO LAYERS)PLAN VIEWS (TWO LAYERS)PLAN VIEWS (TWO LAYERS)

AT WALL INTERSECTIONSAT WALL INTERSECTIONSAT WALL INTERSECTIONSAT WALL INTERSECTIONS

AT WALL INTERSECTIONSAT WALL INTERSECTIONSAT WALL INTERSECTIONSAT WALL INTERSECTIONS

PLAN VIEWS (ONE LAYER)PLAN VIEWS (ONE LAYER)PLAN VIEWS (ONE LAYER)PLAN VIEWS (ONE LAYER)

AT CORNERSAT CORNERSAT CORNERSAT CORNERS

(LARGER SIZE GOVERNS WHEN& SPACING AS HORIZ. REINF.CORNER BAR REINF. SAME SIZE

BARS CHANGE SIZE)

STANDARDHOOK

ALTERNATEBARS

(TYP.)

1.3Ld

(TYP.)

1.3Ld

(TYP.)

1.3Ld

(TYP.)

1.3Ld

TYPICAL CHANGE IN WALL THICKNESS DETAIL

PLAN VIEWPLAN VIEWPLAN VIEWPLAN VIEW

1.3Ld

2" MAX.

SMALL OPENING DETAIL

M.E.P. SLEEVE12"∅ MAX.

Ld

(TYP.)

2" CLR.

(TYP.)

(1) #5(T&B) (TYP.)

NOTE:SEE M.E.P. DRAWINGSFOR LOCATION OF SLEEVES

1'-8"

2"

PLAN VIEWPLAN VIEWPLAN VIEWPLAN VIEW

ADDITIONAL INSIDECORNER REINFORCING

(2) #3x5'-0"2" CLEAR FROMTOP & BOTTOMOF SLAB

3"

3"

1 1/2 "

1 1/2 "

MULTIPLE SLAB OPENINGS

D ¦D ¦DD D

2'-0" MIN.

D ¦D ¦DD D ¦D¦DD D

2'-0" MIN.

DD ¦D ¦D

LARGE2'-0" MIN.

8"

1'-6"D

LARGE

OUTLINE OF EFFECTIVEOPENING (TYPICAL)

NOTES:1) PROVIDE (1) #5 (T&B) TRIM BARS ALL AROUND EFFECTIVE OPENING.EXTEND BARS A MINIMUM OF Ld PAST THE EDGE OF OPENING.DIAGONAL BARS ARE NOT REQUIRED AT THESE CONDITIONS.2) IF THE EFFECTIVE LENGTH OF AN OPENING IS GREATER THAN3'-0", USE THE TYPICAL SLAB OPENING DETAIL FOR THEREINFORCING REQUIREMENTS.

2'-11"

7" 7" 7" 7" 7" 5" 5" 5" 5" 5" 5" 5" 5" 5"

3'-9"

8"

1'-6"

3'-1"

8" 8" 7" 7" 7"

PLAN VIEWPLAN VIEWPLAN VIEWPLAN VIEWADDITIONAL OUTSIDECORNER REINFORCING

(2) #4x8'-0"

(3) #4x5'-0"

TYPICAL CONCRETE COLUMN DETAILS

4 BARS 6 BARS 8 BARS

10 BARS OR MORE ROUND COLUMN L SHAPED COLUMN

a a a

SEE NOTE 1(TYP.)

INTERMEDIATETIES (TYP.)

SEE NOTE 1(TYP.)

NOTES:

1) FOR CLEAR DISTANCE BETWEEN VERTICAL BARS OF a < 6" ALTERNATE

INTERMEDIATE TIES MAY BE OMITTED.

2) TOTAL NO. OF BARS SHOULD BE SPACED AROUND PERIMETER IN SUCH A WAY AS TO

ACHIEVE APPROXIMATELY EQUAL SPACING.

3) THE ABOVE DETAILS APPLY ALSO AT PIERS.

4) MIN. CLEAR VERTICAL BAR SPACING SHALL BE PER REINFORCEMENT DEVELOPMENT

LENGTH TABLE.

5) ALTERNATE THE LOCATION OF THE 90° AND 135° HOOKS ON SUCCESSIVE SETS OF TIES.

6) SEE TABLE OF COLUMN TIE SPACING THIS DRAWING.

1.3 Ld

a a a

TYPICAL CONCRETE COLUMN TIEREINFORCING DETAIL

S/2

S (TYP.)

ZS (TYP.)

COLUMN

COLUMN

3" MAX.

NOTES:1) SIZE AND SPACING OF INTERMEDIATE TIES SHALL BE THE SAME AS TABULATEDABOVE UNLESS NOTED OTERWISE ON COLUMN SCHEDULE.2) IF BEAMS FRAME FROM FOUR DIRECTIONS INTO COLUMN WITH TOPELEVATIONS EQUAL, TIES MAY BE TERMINATED NOT MORE THAN 3" BELOWLOWEST REINFORCING IN THE SHALLOWEST BEAM.3) SEE TYPICAL CONCRETE COLUMN DETAIL FOR TIE CONFIGURATIONS.4) SEE TYPICAL DETAIL OF VERTICAL CONCRETE COLUMN REINFORCEMENT FORADDITIONAL INFORMATION.

#5 #3 @ 10"*

#6 #3 @ 12"*

#7 #3 @ 14"*

#8 #3 @ 16"*

#9 #3 @ 18"*

#10 #3 @ 18"*

#11 #4 @ 18"*

MAX. SPACING"S" OF COLUMN

TIES

FLOOR SLAB

ADDITIONAL (2)TIES @ BEND,MAX. SPACING 6"

* TIE SPACING NOT TOEXCEED LEAST COLUMNDIMENSION

VERTICAL TIE SIZEBAR ANDSIZE SPACING*

ADD TIES WHERE'Z' DIMENSION >TYP. TIE SPACING.

BOTTOMOF BEND

PROVIDE ADDITIONALTIE WITHIN 6" OFSTART OF BEND

TIE

(3) TIES @ 3" @ENDS OF ALL SPLICES

TYPICAL DETAIL OF VERTICAL CONCRETE COLUMN REINFORCEMENT

SS (TYP.)

COLUMN

COLUMN

3"

MAX.

1.3Ld

(U.N.0.)

S/2

S(TYP.)

SS (TYP.)

COLUMN

COLUMN

3" MAX.

1.3Ld

(U.N.0.)

1.3Ld

(U.N.0.)

S/2

S (TYP.)

SS (TYP.)

COLUMN

COLUMN

1.3Ld

(U.N.0.)

1.3Ld

(U.N.0.)

h

0"(TYP.)

0"(TYP.)

NOTE: IN TIED COLUMNS, THE TOTAL AMOUNT OF REINFORCEMENT IN LAPPED SPLICE SHALL NOT EXCEED A STEEL RATIO OF 8% IN ANY THREE FEET LENGTH OF COLUMN. IF STEEL RATIO EXCEEDS 8% USE LENTON COUPLERS TO CONNECT VERTICAL REINFORCING BETWEEN LIFTS.

3" MAX.

1.3Ld

(U.N.O.)

S/2

0"(TYP.)

S(TYP.)

1

6

FLOORSLAB

ADDITIONAL (2)TIES @ BEND,MAX. SPACING 6"

3" MAX. SEE "TYPE B"WHEN OFFSET ISLARGER THAN 3"

TYPE A - WHEN COLUMN IS OFFSETBY LESS THAN 3"

FLOORSLAB

SEE "TYPE A"WHEN OFFSET ISLESS THAN 3"

TYPE B - WHEN COLUMN ABOVE IS SMALLERTHAN COLUMN BELOW

BEND BARSINTO SLAB

FLOORSLAB

TYPE C - WHEN COLUMN SIZE ABOVE ISLARGER THAN COLUMN BELOW

ADD DOWELS IF AREAOF REINF. IN COLUMNABOVE IS LARGER THANCOLUMN BELOW.

WHEN OFFSET ISGREATER THANh/4, SEE SPECIFICDETAIL

DOWELS SIZE ANDNUMBER TO MATCHLARGER OF UPPERAND LOWER COLUMN

ADD DOWELS IF AREAOF REINF. IN COLUMNABOVE IS LARGERTHAN COLUMN BELOW

BOTTOMOF BEND

TYPICAL DETAIL OF CONCRETE COLUMNREINFORCEMENT AT TOP OF COLUMN

(TYP.)

S

3" MAX.

3" MAX.

U.N.O.

1.3Ld

BEND BARS INTO SLABWHEN NOT POSSIBLE

FLOOR/ROOFSLAB

TYPICAL ELEVATOR SILL DETAIL

T

CONT. ž4x4x3/8

1/4 2@12

CONT. ™ 3/8x"T" w/1/2"Øx0'-6" HEADEDSTUD @ 12" o/c

VERIFY w

/

ELEV. MFR.

8 1/2"

1/4 2@12

2"

TYPICAL VERTICALCONSTRUCTION JOINT IN

CONCRETE WALL

TYPICAL VERTICAL CONTROLJOINT IN CONCRETE WALL

3"TYP.

EQ.

EQ.

EQ.

1 1/2"

KEY

3"TYP.

EQ.

EQ.

EQ.

CUT ALTERNATING HORIZONTALBARS AT JOINTS ON EACH FACEWHERE BARS ARE #5 OR SMALLER

PROVIDE KEY WHERECONST. JOINT OCCURSAT CONTROL JOINT

INTERIOR FACE

EXTERIOR FACEVERT.REINF.

3/4"x3/4" V-JOINT(SEE ARCH. DWGS.FOR SEALANTREQUIREMENTS) (TYP.)

INTERIOR FACE

EXTERIOR FACE

HORIZ.REINF.

VERT.REINF.

(PROVIDE @ 30'-0" o/c MAXIMUM)

HORIZ. REINF.(CONT. THROUGHJOINTS)

3/4"x3/4" V-JOINT(SEE ARCH. DWGS.FOR SEALANTREQUIREMENTS) (TYP.)

3 1/2"

4"

4"

4"

4"

4"

4"

3 1/2"

1 1/2"

TYPICAL WALL OPENING REINFORCING DETAIL(CAST IN PLACE CONCRETE SECTION)

2" TYP.

Ld (TYP.)

2'-0" MIN.

Ld (TYP.)

2'-0" MIN.

OPENING

(2) #5 EACH LAYERMIN. (TYPICAL) MIN. (TYPICAL)

(2) #5 EACH LAYER

(2) #5 x 4'-0" EACH LAYER AT (4) CORNERS

OPENING

(NOTE: Ld PER TABLES FOR DEVELOPMENT LENGTH)

(1) BAR D

IA. OR

1" MIN. CLEARANCE

NOTE: PLACE BARS (EACH LAYER) ON EACH SIDE OF OPENING EQUAL TO NUMBEROF BARS INTERRUPTED BY OPENING. (REINFORCING TO MATCH SIZE & NUMBER OFWALL REINF. (2) #5 MIN. TYPICAL)

2"

1"

8 1/2" 8"


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S4.00

TypicalConcreteDetails

EM 1148.00Author

01/22/2015



Drawing Issue Date

STRESSING ENDANCHORAGE

INTERMEDIATE STRESSINGANCHORAGE

DEAD ENDANCHORAGE

ANCHORAGE EMBEDDED IN POUR #1ANCHORAGE

SUPPORT CHAIRAS REQD. (TYP.)

12" MIN. FORSTRESSING

POUR #2POUR #12" MIN.

(1) #4 BACK UP BAR(T&B) CONT.

T/2

T/2

T/2

T/2

(T&B) CONT.(1) #4 BACK UP BAR

SPLIT PLASTICGROMMET ANCHORAGE

WITH PLASTIC GROMMET

(1) #4 BACK UP BAR(T&B) CONT.

1'-6"

3/8T TO 1/2T

3" MIN.

12" MIN. FORSTRESSING

T/2

T/2

HAIRPINS ASREQ'D.

1 1/2"

6"

6"

1'-1"

6"

6"

3"

1'-6"

4"

1'-1"

6"

6"

TYPICAL BANDED TENDONSAT SWEEP DETAIL

2'-0" BANDEDTENDONS

#3 HAIRPINS ATALTERNATE TENDONSIN BAND

2'-0

POST-TENSIONED SLAB CONSTRUCTION JOINT

T

1'-6"1'-6"

T/2

T/2

TOOLED JOINT(CAULKED)

1/2" CHAMFER2"x4"x8" KEY@ 16" o/c

#4x4'-0" @ 16"

SUPPORT BARSSUPPORT BARS

(2) #4 CONT.(MIN.)

NOTES:1) THE STRUCTURAL ENGINEER SHALL REVIEW & APPROVE THE USE & LOCATION OF ALL POST-TENSIONED SLAB CONSTRUCTION JOINTS PRIOR TO CONSTRUCTION.2) WHEN POURING ADJACENT SLAB, THE POUR SHALL START AT THE CONSTRUCTION JOINT.

1'-6" 1'-6"

4 1/2"

4 1/2"

9"

PENETRATION @ TENDON ANCHORS

2" MIN.

6"MIN.

1.5d OR1.5w

1'-6"MIN.

d

w

SLAB EDGE

STEEL PIPE INSERT (SCH. 40)IS REQUIRED WHEN SLAB PENETRATIONIS WITHIN 45° BEARING CONEOF TENDON ANCHOR.

PENETRATIONS FARTHER THAN 1.5 TIMESTHE PENETRATION WIDTH OR DIAMETERBUT NOT LESS THAN 18" MINIMUM AWAYFROM ANCHOR DO NOT REQUIRESTEEL PIPE INSERTS.

NOTE:ANY PENETRATION WITH DIMENSIONS GREATER THAN 12"SHALL HAVE REINFORCING PER TYPICAL SLABOPENING DETAIL.

45°

4"

TYPICAL PLAN OF TOP BARS IN POST-TENSIONED CONCRETE COLUMN STRIP

1.5ta

1.5t

1.5t

a +3t

COLUMN S

TRIP

2) a = COLUMN WIDTH t = SLAB DEPTH1) ALTERNATE SHORT AND LONG BARS.NOTES:

MIN. 3"o/c

BARS

100% TOP

1.5t

a

a +3t

MIN. 3"o/c

MAX. 12"o/c

BARS

100% TOP

COLUMN STRIP

3) PROVIDE A MINIMUM OF (2) BARS WITHIN THE COLUMN CORE IN EACH DIRECTION.4) PROVIDE A MINIMUM OF (4) BARS IN EACH DIRECTION.

7'-0"

7'-0"

1'-6"

1'-6"

4"

10"

4"

1'-6"

1'-6"

4"

10"

4"

1'-6"

1'-6"

TYPICAL MULTI SPAN POST-TENSIONED BEAM

L1 L2

L/4 L/4L/4 L/4

c

b

a(L2)

c(L1)

b

L/6 L/6L/6 L/6L/2 L/2

SIMPLE PARABOLIC

TENDON PROFILE

REVERSE PARABOLIC TENDON PROFILE

INFLECTION POINT @ L/10

BEAM D

EPTH

a

ADDL. TOP REINF.

CONT. TOP REINF.

ADDL. BOTT. REINF.

CONT. BOTT. REINF.

ADDL. TOP REINF.

ADDL. BOTT. REINF.

FOR STIRRUP SPACINGSEE BEAM SCHED.

STANDARD HOOK PERTYPICAL DETAIL

SIMPLE PARABOLIC

TENDON PROFILE

(SEE PLAN/SCHED.)

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

1'-7" 1'-7" 1'-7" 1'-7"

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

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

10"

10 1/2"

1'-9"

TYPICAL SINGLE SPAN POST-TENSIONED BEAM

L/4 L/4

L1

b

L/6 L/6L/2

SEE BEAM SCHED.FOR STIRRUP SPACING

SIMPLE PARABOLIC TENDON PROFILE

ADDL. BOTT. REINF.CONT. BOTT. REINF.

cBEAM D

EPTH

SEE P

LAN/SCHED.

a

CONT. TOP REINF.

ADDL. TOP REINF.

STANDARD HOOK PERTYPICAL DETAIL

1'-7" 1'-7"

6'-3"

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

6'-3"

1'-10 1/2"

10 1/2"

10 1/2"

TYPICAL BEAM SECTION

h

b

STD. 90° STIRRUP HOOK.WHERE CLOSED STIRRUPSARE USED-PROVIDE (2) PIECESTIRRUPS w/ TOP "STIRRUP CAP"HAVING STD. 90° STIRRUPHOOKS ON EACH END

1 1/2" CLR.

TO STIRRUP

TOP REINF.

P.T. TENDON

#4 SUPPORT BAR@ 4'-0" o/c MAX.

BOTT. REINF.

1 1/2" CLR.

TO STIRRUP

BUNDLE

1 1/2"

2'-0"

3'-6"

1 1/2"

2/3T T

1 1/2"MIN.

1'-6" (MIN.)

(TYP.)

SMOOTH TROWEL FINISHw/ (2) LAYERS OF#15 FELT PAPER

CONCRETEWALL

2" STYROFOAM POCKET"RUBATEX" OR EQUAL

1/2T

PERMANENT RELEASE ATEXTERIOR CONCRETE WALL

1 1/2"

1'-6"

4 1/2"

6"

9"

2/3T T

AFTER STRESSING SLAB30 DAYS MINIMUMNON-SHRINK GROUTTO BE GROUTED w/3"∅STYROFOAM POCKET

WALLCONCRETE

#15 FELT PAPERw/ (2) LAYERS OFSMOOTH TROWEL FINISH

1 1/2"MIN.

1'-6" (MIN.)

(TYP.)

TEMPORARY RELEASE ATEXTERIOR CONCRETE WALL

6"

9"

1 1/2"

1'-6"


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






3/4" = 1'-0"

S4.01

Typical PostTensionDetails

EM 1148.00Author

01/22/2015



Drawing Issue Date

TYPICAL TWO-WAY POST-TENSIONED SLAB TENDON FORCE PROFILE

L/10

L L1 L2

T/2

T/2

T

6" MIN.

(TYP.)

DIM. 'A'SOFFIT

PARABOLA)TYP. (REVERSEINFLECTION PT.

APPLICABLEANCHORAGE IFDEAD END

CGS

ANCHORAGESTRESSING

® ® ® ® SUPPORT

TENDON TERMINATIONS SHALLOCCUR WHERE TENDON PROFILECROSSES MID-DEPTH OF SLAB.

NOTES:1) SEE PLANS FOR SLAB THICKNESS, SIZE AND SPACING OF MILD REINF. AND POST-TENSIONING.2) DIM "A" INDICATES DIMENSION FROM BOTTOM OF SLAB TO CGS OF TENDONS AT LOW POINT OF DRAPE AT MID-SPAN OF SLAB. (1" TYPICAL, U.N.O. ON PLAN)3) DIM "B" INDICATES DIMENSION FROM BOTTOM OF SLAB TO CGS OF TENDONS AT HIGH POINT OF DRAPE WHERE TENDONS CROSS ® OF SUPPORTING COLUMN.

4) INSTALL TENDONS WITH PARABOLIC DRAPE BETWEEN INDICATED HIGH AND LOW POINTS.5) PROVIDE SUPPORT CHAIRS, SLAB BOLSTERS AND REINFORCING BARS AS REQUIRED TO MAINTAIN PARABOLIC DRAPE OF TENDONS.

(T-1" TYPICAL, U.N.O. ON PLAN)

SEE PLAN/DETAILSFOR REINF. STEELINFO. (TYP.)

DIM. 'B'

SEE GENERALNOTES

SEE GENERAL NOTES

2" MIN.

3'-7 1/2" 3'-7 1/2" 3'-7 1/2"

8"

4"

4"

3"

1 1/2"

6"

1"

6 1/2"

1"

2"

POST-TENSIONED ONE-WAY SLAB TENDON AND MILD REINF. STEEL PLACEMENT

L1/3 L/3 L/3

CANT. SPAN

L/3

LE (SPAN L1) CLEAR SPAN L1 RE (SPAN L1) RE (SPAN L2)CLEAR SPAN L2LE (SPAN L2)

T

T/2

T/2

DIM "A"

SEE GENERAL

NOTES

TEMPTENDONS

DIM "B"

DIM "B"

NOTES:1) SEE PLANS FOR SLAB THICKNESS, SIZE AND SPACING OF MILD REINF. AND POST-TENSIONING.2) DIM "A" INDICATES DIMENSION FROM BOTTOM OF SLAB TO CGS OF TENDONS AT LOW POINT OF DRAPE AT MID-SPAN OF SLAB. (1" TYPICAL, U.N.O. ON PLAN)3) DIM "B" INDICATES DIMENSION FROM BOTTOM OF SLAB TO CGS OF TENDONS AT HIGH POINT OF DRAPE WHERE TENDONS CROSS ® OF SUPPORTING BEAM.

4) INSTALL TENDONS WITH PARABOLIC DRAPE BETWEEN INDICATED HIGH AND LOW POINTS.5) WHERE SLAB CANTILEVER OCCURS AND CANTILEVER LENGTH IS < 3'-0", LOCATE THE TENDON AT T/2 AT THE FIRST SUPPORT; OTHERWISE LOCATE TENDON PER THE TYPICAL DIMENSION OR AS INDICATED ON THE PLANS.6) PROVIDE SUPPORT CHAIRS, SLAB BOLSTERS AND REINFORCING BARS AS REQUIRED TO MAINTAIN PARABOLIC DRAPE OF TENDONS.

LE = LEFT ENDRE = RIGHT ENDL = THE LARGER OF TWO ADJACENT CLEAR SPANS (L1 OR L2)

(T-1" TYPICAL, U.N.O. ON PLAN)

DIM "A"

SEEGENERALNOTES

SUPPORT(TYP.)

TENDON TERMINATIONS SHALLOCCUR WHERE TENDON PROFILECROSSES THE MID-DEPTH OFTHE SLAB

5 1/2"

2 1/2"

2 1/2"

3'-10 1/2" 3'-10 1/2" 1'-8"

1'-3 1/2" 1'-3 1/2" 1'-3 1/2" 1'-3 1/2"

1/2"

1/2"

1/2"

5 1/2"

1/2"

4 1/2"

SECTION THRU UNIFORM TENDON OVER COLUMN

BANDEDTENDON

UNIFORMTENDONS

BOTTOM REINFORCEMENTSEE PLAN (TYP.)

CHAIRS (TYP.)

REINFORCINGTOP OUTER LAYER

NOTES:1) ALTERNATE TENDON AND REBAR GROUPS.2) SEE PLAN FOR QUANTITY OF REBAR.3) SEE TYPICAL SLAB REINFORCING DETAILS FOR REBAR SPACING & LENGTH REQUIREMENTS.

3/4" COVER

(MIN.) 2" MIN.

CONC.COL.

LESSER OF

8T OR 60"(TYP.)

SUPPORT BARS OR BOLSTER.(TEMPERATURE BAR, TEMPERATURESTRAND, OR SLAB BOLSTER MAYBE USED IF APPLICABLE & APPROVED)

T

TOP INNER LAYERREINFORCING

1"

1'-11"

8 1/2"

SECTION THRU BANDED TENDON OVER COLUMN

EQUALEQUAL

SUPPORTWIDTH

3T + COLUMN WIDTH MAX. BANDWIDTH

CHAIRS (TYP.)

CENTERSUPPORT

BAR (TYP.)#4 CONT. SUPPORT

SEE PLAN (TYP.)BOTTOM REINFORCEMENT

TENDONSBANDED

TENDONUNIFORM

AT END SPANSOF BANDED TENDONS EXCEPT

FOR REBAR SPACING & LENGTH REQUIREMENTS.3) SEE TYPICAL SLAB REINFORCING DETAILS2) SEE PLAN FOR QUANTITY OF REBAR.1) ALTERNATE TENDON AND REBAR GROUPS.NOTES:

REINFORCINGTOP INNER LAYER

REINFORCINGTOP OUTER LAYER

3/4"COVER

(MIN.)

2" MIN.

CONC.COL.

T

4'-6 1/2"

2'-3 1/2" 2'-3 1/2"

8 1/2"

4'-0"

1"

SECTION THRU BANDED TENDON ATMID SPAN OF BANDED TENDON

SUPPORT WIDTH

EQUAL EQUAL

3T + COLUMN WIDTH MAX. BANDWIDTH

UNIFORMTENDON

BANDEDTENDONS

SUPPORT BAROR BOLSTER

BOTTOM REINFORCEMENTSEE PLAN (TYP.)

#4 CONT. SUPPORTBAR (TYP.)

SUPPORTCENTER

CHAIRS (TYP.)3/4" COVER

(MIN.)

2" MIN.

AT END SPANS.OF BANDED TENDONS EXCEPT

T

2'-3 1/2" 2'-3 1/2"

4'-6 1/2"

1"

4'-0"

8 1/2"

TYPICAL SLAB OPENING

6" CLEAR

STRAIGHT

3'-0"

MAX.1'-0" MIN.

MILD REINF. (TYP.)

OPENING

TENDONINTERRUPTED

CONTINUOUS TENDON

BEGIN CURVATURE

6

1

(TYP.)MAX. SLOPE

NOTES:1) FOR MILD REINFORCING AROUND OPENING SEE TYPICAL SLAB OPENING DETAIL.2) SEE OTHER DETAILS FOR BURSTING SUPPORTS, ETC.

7'-5"

5 1/2"

1'-0 1/2"

1'-8 1/2"

TENDON BAND ELEVATIONSLAB CORNER w/ TENDONWITHIN 6" OF SLAB EDGE

T

(1) #4 T&B MIN.

ANCHORAGE

#4 HAIRPIN ATALTERNATE ANCHORAGESFOR BAND FORCE GREATERTHAN 500 KIPS.

3'-6

SLAB TENDON

ADDL. TO (1) #4 T&B#4 HAIRPIN

LESS THAN

6"CLEAR

3'-6

1'-0"

6"

1'-6" (MIN.)

2/3T T

ALTERNATEHOOK (TYP.)

SMOOTH TROWEL FINISHw/ (2) LAYERS OF#15 FELT PAPER

CONCRETEWALL

3"∅STYROFOAM POCKETTO BE GROUTED w/NON-SHRINK GROUT30 DAYS MINIMUMAFTER STRESSING SLAB

TEMPORARY RELEASE ATINTERIOR CONCRETE WALL

1'-6"

6"

9"

TYPICAL POST-TENSIONED SLAB POURSTRIP

SEE PLAN

0"

CONT. (TYP.)(2) #4

& REINF.

EQ.

EQ.SLAB SIZE

SEE PLAN FORTOP#4 @ 1'-6"

TOP & BOTT.(3) #4 CONT.

TENDONS

ANCHORTENDON

SLAB TOP REINF.SEE PLANS FOR

® BAND/BM.® BAND/BM.

EQUAL EQUALPOUR STRIP WIDTH

(SEEPLAN)

3'-0" 3'-0"1.3Ld

SEE PLAN FORBANDED TENDONSBANDED TENDONS

SEE PLAN FOR#X @ Y"BOTT.

#X @ Y"BOTT.

NOTES:1) POUR STRIPS SHALL BE KEPT OPEN FOR 30 DAYS (MIN.) AFTER COMPLETION OF ALLPOST-TENSIONING ON FLOOR.2) SHORING SHALL REMAIN IN PLACE UNTIL POUR STRIP CONCRETEATTAINS DESIGNSTRENGTH.3) SEE PLANS AND DETAILS FOR ADDITIONALREINFORCING NOTSHOWN.4) INSTALL CONSTRUCTION JOINT KEY PER TYPICAL DETAIL BETWEEN TENDONANCHORS.5) ADJUST SPACING OF REINFORCING AS REQUIRED TO PERMIT INSTALLATION OF TENDONANCHORS TO ALLOW CLEARANCE FOR STRESSING THE TENDONS.6) WHERE A SLAB OPENING OCCURS WITHIN A SPAN WITH A POUR STRIP, REPOSITION THEREINFORCING BARS INTERUPTED BY THE SLAB OPENING; PLACE 1/2 OF THE INTERRUPTEDREINFORCING BARS ON EACH SIDE OF THE SLAB OPENING.7) PROVIDE 1/2" DEEP TOOLED JOINT, SEALED WITH A TRAFFIC BEARING, SELF-LEVELING,NON-SAG, UNMODIFIED TWO COMPONENT POLYURETHANE OR SINGLE COMPONENT ALIPHATICURETHANE SEALANT.

13'-4"

4'-8" 4'-0" 4'-8"

2'-0" 2'-0" 2'-0"

1/2"

3"

3"

MECHANICAL EQUIPMENT SUPPORT DETAIL

™ 3/8x4x0'-6" w/(2) 1/2"Øx4"HEADED STUDS ž3x3x1/4x0'-3"

3/4"Ø HANGER ROD

1/4

1/4

POST-TENSIONEDCONC. FLOOR ORROOF SLAB

1" 4" 1"

2"

2"

NOTE:THIS DETAIL SHALL BE USED TO SUPPORT ALL MECHANICAL EQUIPMENTSUSPENDED FROM SLAB WHICH CAN NOT BE SUPPORTED BY POWER DRIVENFASTENERS WITH A MAXIMUM SLAB PENETRATION OF 3/4". NO ANCHOR DEVICESINSTALLED AFTER SLAB PLACEMENT SHALL PENETRATE SLAB MORE THAN 3/4".THE LOCATION OF THESE PLATES SHALL BE COORDINATED WITH THEMECHANICAL SUBCONTRACTOR FOR THE SUPPORT OF HUNG MECHANICAL EQUIPMENT.

1"

4"

1"

2"

2"

TYPICAL BURSTING STEEL SECTIONAT BEAM ANCHORAGES

TENDON

(X) #A

SEE SCHEDULE FOR BEAMSIZE & REINFORCING

(Y) #B

BUNDLE

NOTE: TO BE USED AT BOTH DEAD END ANDSTRESSING END)

STANDARDHOOK (TYP.)

CONCRETE

SLAB

8"

TYPICAL DETAIL OF CONCRETE COLUMNSUPPORTED BY CONCRETE BEAM

3" MAX.

(TYP.)

S

LCS

® COLUMN

LCE

HOOK ENDS IF LESSTHAN LCE (TYP.)

SEE PLAN/SCHEDULE FORADDITIONAL CONCRETEBEAM INFORMATION

DOWELS TOMATCH VERTICALREINFORCING

SEE TYP. COL. DETAILFOR ADDITIONALINFORMATION


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S4.02

Typical PostTensionDetails

EM 1148.00Author

01/22/2015



Drawing Issue Date

GENERAL NOTES

TYPICAL TRUSS ELEVATION

SECTION A-ATOP/BOTTOM CHORD BRACING

DIAGONALS FORM BRACED BAY@ 20'-0" (MAX.) INTERVALS:REPEAT BOTH ENDS

45°

BOTTOM CHORDOF TRUSS (TYP.)

PURLIN LOCATION FOR TOPCHORD BRACING OR CONT.LATERAL BRACING FORBOTTOM CHORD, SPACED 8TO 10 FEET AND LOCATEDAT OR NEAR A PANELPOINT.

AND DRAWINGS ARE TO BE SUBMITTED FOR REVIEW. FABRICATOR BY A PROFESSIONAL ENGINEER. SEALED CALCULATIONS5) WOOD ROOF TRUSSES ARE TO BE DESIGNED FOR THE WOOD BRACING SHOULD BE REPEATED AT 20 FOOT INTERVALS. AT EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH, DIAGONAL

b. IF PURLINS ARE USED, DIAGONAL TOP CHORD BRACING IS REQUIRED BRACING IS NOT REQUIRED. PROPERLY LAPPED AND NAILED TO DEVELOP DIAPHRAGM ACTION,

a. IF PLYWOOD DECKING IS APPLIED DIRECTLY TO TOP CHORD,4) TOP CHORD BRACING DIAGONAL BRACING SHOULD BE REPEATED AT 20 FOOT INTERVALS. BE LOCATED AT EACH END, IF BUILDING EXCEEDS 60 FEET IN LENGTH, CHORD. DIAGONALS PLACED AT 45° TO THE LATERAL BRACES SHALL BRACING SPACED AT 8 TO 10 FEET NAILED TO TOP OF THE BOTTOM3) THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL

ONE AT EACH VERTICAL WEB MEMBER CLOSES TO BEARING c. A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED.

(MIN. 2" THICK NOMINAL LUMBER). THIS BRACING IS TO BE b. LATERAL BRACING SHALL BE RESTRAINED BY DIAGONAL BRACING LATERAL BRACING FOR EACH TRUSS WEB MEMBER AS REQUIRED.

a. THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS2) BRACING IN THE PLANE OF WEB MEMBERS; COMMENTARY AND RECOMMENDATIONS, BWT-76. WITH THE "TRUSS PLATE INSTITUTE" BRACING WOOD TRUSSES:1) WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE

BOTTOM CHORDBRACING

CONTINUOUSLATERAL BRACINGAS REQUIRED (PARTOF TRUSS DESIGN)

TOP CHORDBRACING ASREQUIRED

DIAGONAL BRACING

A

A

CEILING

SHEATHING

DIAGONAL BRACENAILED TO OPPOSITESIDE OF WEB AT 20'-0"MAX. (TO PREVENTLATERAL MOVEMENT)

COMPRESSIONWEB-SLOPINGOR VERTICAL

LATERAL BRACECONTINUOUS

45°

CONTINUOUS.

LOCATIONS.

TYPICAL SHEARWALL DETAIL NOTALIGNED WITH ROOF TRUSS

ROOF SHEATHING

CEILING2x STUD SHEARWALL w/ (2) 2xTOP ™

2x8 TIGHT BETWEENBLOCKING, NAIL TOTOP ™ OF SHEARWALLw/ (2) ROWS OF 16d@ 8" o/cSIMPSON A35

ANGLE OR LPT4 @EA. 2x6 (TYP.)

SHEATHING, SEESCHEDULE FORNAILING

(2) PREFAB. WOODROOF TRUSSES(NAIL TOGETHER)

2x6 (FLAT) WOODBLOCKING BETWEENTRUSSES @ 4'-0" o/c(MAX.)

TYPICAL SHEARWALL DETAILPERPENDICULAR TO ROOF TRUSS

ROOF SHEATHING

PREFAB.WOODROOFTRUSS(TYP.)

PROVIDE 2x6 CONT.BLOCKING T&B FORLENGTH OF SHEARWALL

PROVIDE 2x6 BRACING, SAMEDIRECTION FOR (2) BAYS,SKIP ONE BAY, ALTERNATEDIRECTION NEXT (2) BAYS,ETC.

SIMPSON A35ANGLE @ 24" o/c

2x STUD SHEARWALLw/ (2) 2x TOP ™

SHEATHING, SEESCHEDULE FOR NAILING

TYPICAL SHEARWALL DETAILALIGNED WITH ROOF TRUSS

(2) TRUSSESDIRECTLY ABOVESHEARWALL (NAILTOGETHER)

2x STUD SHEARWALLw/ (2) 2x TOP ™

PREFAB. WOODROOF TRUSS(TYP.)

SHEATHINGSEE SCHEDULEFOR NAILING

ROOF SHEATHING

SIMPSON A35 ANGLE @24" o/c FULLLENGTH OF SHEARWALL

TYPICAL SHEAR WALL PANEL ELEVATION

WOOD SHEAR WALL SCHEDULE FOR STUDS AT 16" SPACING

TYPICAL PANEL EDGE

WOODBLOCKING

WOOD STUD@ 16" o/c(TYP.)

NAILS (TYP.)

SHEATHING MATERIAL,SEE SCHEDULE &ARCH. DWGS.

SW

SW_15/32" STRUCTURAL

I SHEATHING BLOCKED 8d @ 6" 8d @ 12"


I SHEATHING BLOCKED 8d @ 4" 8d @ 12"xx


I SHEATHING BLOCKED 10d @ 6" 10d @ 12"


I SHEATHING BLOCKED 10d @ 4" 10d @ 12"xx

SW_ UNBLOCKED

11 Ga., 1 3/4"LONG, 7/16"

HEAD, DIAMONDPOINT, GALV.

@ 7" o/c

11 Ga., 1 3/4"LONG, 7/16"

HEAD, DIAMONDPOINT, GALV.

@ 7" o/c

SIMPSONTIEDOWNANCHORMARK

EDGENAILING

(INCLUDINGEDGES OFOPENINGS)

FIELD NAILINGBLOCKED/UNBLOCKED

SHEATHINGMATERIAL (ONESIDE ONLY)

xx

xx

xx

SW-? BLOCKED

SW-? UNBLOCKED

SW-? UNBLOCKED

SW-? BLOCKED

SW-? UNBLOCKED

SW-? UNBLOCKED

1/2" ASTM C79GYPSUM SHEATHING

1/2" ASTM C36GYPSUM

WALLBOARD1/2" ASTM C36

GYPSUMWALLBOARD

1/2" ASTM C36GYPSUM

WALLBOARD5/8" ASTM C36

GYPSUMWALLBOARD

5/8" ASTM C36GYPSUM

WALLBOARD

11 Ga, 1 3/4"LONG, 7/16"

HEAD, DIAMONDPOINT, GALV. @

4" o/c

11 Ga, 1 3/4"LONG, 7/16"

HEAD, DIAMONDPOINT, GALV. @

4" o/c

5d COOLERNAILS @ 7" o/c










1/2" ASTM C79GYPSUM SHEATHING

xx

xx

xx

xx

xx

xx

SW-? BLOCKED5/8" ASTM C36

GYPSUMWALLBOARD



xx

SW_7/16" APA RATED

SHEATHING BLOCKED 8d @ 6" 8d @ 12"

xx

xx

SW_7/16" APA RATED

SHEATHING BLOCKED 8d @ 4" 8d @ 12"

(TYP.)EDGE NAILING

.

FIELD

NAILING

(TYP.)

SIMPSON STRONG-TIE TIEDOWN CONNECTORS FOR ROOF TRUSSES

150 ANY (3) 10d NAILS - NONE NONE NONE

200 ANY (4) 10d NAILS - NONE NONE NONE

535 1 H2.5A - 3" NONE NONE

1,070 ANY - 3"

1,120 1 - H15 3"

1,120 2 - H15-2 3"

1,245 ANY HTS30C - 16"

1,750 2 LGT2 - 3"

3,170 3 LGT3-SDS2.5 - 3"

3,330 - 3"

5,250 ANY - 24"

6,485 2 - 3"

9,035 3 - 3"

ALLOWABLEUPLIFT LOAD -

LBS.

NO.OF

PLIES

NONWRAP-OVERCONNECTOR

(1) HTT22 ONTRUSS & (1)

HTT22 ON POSTWITH (1) 5/8"∅

BOLT

WRAP-OVER

CONNECTOR

MGT,(1) HTT16,

(1) 5/8"∅ BOLT

HGT-2,(2) HTT16,

(2) 5/8"∅ BOLTS

HGT-3,(2) HTT22,

(2) 5/8"∅ BOLTS

VERTICAL HEIGHTOF TRUSS REQ'D.BY CONNECTORABOVE PLATE

POST/WALL STUD(S)FOUNDATIONTIE-DOWN

(1) LTT20B, (1) 5/8"∅BOLT, 12" EMBED.

(1) LTT20B, (1) 5/8"∅BOLT, 12" EMBED.

(1) LTT20B, (1) 5/8"∅BOLT, 12" EMBED.

(1) LTT20B, (1) 5/8"∅BOLT, 12" EMBED.

(1) LTT20B, (1) 5/8"∅BOLT, 12" EMBED.

(1) HTT16, (1) 5/8"∅BOLT, 12" EMBED.

(1) HTT16, (1) 5/8"∅BOLT, 12" EMBED.

(1) HTT22, (1) 5/8"∅BOLT, 12" EMBED.

(1) HTT16 & (1) 5/8"∅BOLT EA. SIDE , 12"

EMBED.

(1) HTT22 & (1) 5/8"∅BOLT EA. SIDE , 12"

EMBED.

MULTI-STORYFLOOR-FLOOR TIES

CS16-R OR FSC ABOVE &BELOW WITH 3/8"∅

ALL-THREAD


ALL-THREAD


ALL-THREAD


ALL-THREAD

CS14 OR HTT16 ABOVE &BELOW WITH 5/8"∅

ALL-THREAD

CMSTC16 OR HTT16 ABOVE& BELOW WITH 5/8"∅

ALL-THREAD


ALL-THREAD

CMST14 OR HTT22 ABOVE& BELOW WITH 5/8"∅

ALL-THREAD

CMST14 OR HTT16 EA. SIDEABOVE & BELOW WITH 5/8"∅

ALL-THREAD

CMST12 OR HTT22 EA. SIDEABOVE & BELOW WITH 5/8"∅

ALL-THREAD

10,500 ANY - 24"

(1) HTT22 ONEA. SIDE OFTRUSS & (1)HTT22 ON EA.SIDE OF POSTWITH (1) 5/8"∅BOLT EA. SIDE

HTT22 EA. SIDE ABOVE &BELOW WITH 5/8"∅

ALL-THREAD

(1) HTT22 & (1) 5/8"∅BOLT EA. SIDE , 12"

EMBED.

NOTE: CONTRACTOR TO SELECT TIE-DOWN CONNECTOR FOR ALL ROOF TRUSSES WITH STATED UPLIFT CAPACITY THAT MEETS OR EXCEEDSACTUAL NET UPLIFT VALUES STATED ON TRUSS PIECE DRAWINGS.

ATLEAST

2

2,140AT

LEAST2

(4) H2.5A - 3"(1) HTT16, (1) 5/8"∅BOLT, 12" EMBED.


ALL-THREAD

(2) H2.5ADIAGONALLYOPPOSITE

NOTE: G.C. TO PROVIDE A MINIMUM OF (2) WALL STUDS FOR UPLIFT LOADS < 3000#, (3) WALL STUDS FOR UPLIFT LOADS BETWEEN3000# & 7000# & (4) WALL STUDS FOR UPLIFT LOAD BETWEEN 7000# AND 11000# UNLESS GREATER/LARGER POST/STUDS ARE SHOWNON DOCUMENTS.

SECTIONSECTIONSECTIONSECTION

TYPICAL WOOD STUD BEARING AND/OR SHEAR WALL ELEVATION

A-

TYP. @

EXT. WALL

A

1'-0"

MAX.

ROUGH

OPNG.WIDTH

TYPICAL STUD SPACING(SEE PLAN)

MAX.

1'-0"

ROUGH OPENING

WIDTH

WOOD LINTEL (SEE PLAN &SCHEDULE)(TYP.)

DOUBLE TOP PLATE (TYP.)

CONT. RIMBOARD(EXTERIOR WALLS)

AT INTERIOR BEARING WALLS:BLOCKING TO ALIGN WITH STUDS ABOVE & BELOW

SHEATHING (FOR SHEARWALLS SEE SCHEDULE)CONT. SOLID BLOCKING @

4'-6" o/c MAX. VERT.(TYP.)

TIEDOWN ANCHORS/STRAPS @SHEAR WALLS (TYP.) (SEE PLANFOR LOCATIONS)

AT EXTERIOR WALLS:(2) JACK STUDS & (2) KING STUDS AT ALL LINTELS(MIN. U.N.O. ON PLAN)AT INTERIOR WALLS:(2) JACK STUDS & (1) KING STUDS AT ALL LINTELS(MIN. U.N.O. ON PLAN)

TIEDOWN ANCHORS @ EACH ENDOF SHEAR WALL LINE & ATEACH SIDE OF ALL OPENINGSALONG THE SHEAR WALL LINE(TYP.), SEE PLANS/SECTIONSFOR INFORMATION.

NOTE: FOR SHEAR WALL NAILING REQUIREMENTS, SEE SCHEDULE.

FLOOR ™

T&G SHEATHING

WOOD STUD

WOOD TRUSS

WOOD STUD

DOUBLE TOP ™

BOARDLSL RIM

SHEATHING w/ JOINT @CENTER OF DOUBLE ™

AT INTERIOR SHEAR WALLS:BLOCKING (DOUBLE 2x, PSL, ETC.) TOINFILL SPACE BETWEEN TRUSSES& BETWEEN STUDS ABOVE & BELOW,CONNECTED w/ MIN. (3) 16d NAILS TOTOP & BOTT. SILL PLATES.

(1) 1/2"Ø HILTI KWIK BOLT 3 EXP.ANCHOR (OR EQUAL) @ 4'-0" o/c MAX.(4 3/4" MIN. EMBED.) INTO CONCRETE,OR @ 2'-0" o/c MAX. (3" MIN. EMBED.)INTO GROUT-FILLED CMU, LOCATED INBETWEEN TIEDOWN ANCHORS ANDWITHIN 1'-0" OF EACH END OF EVERYWOOD ™.

8"

1'-0"

2'-7 1/2"

1'-4 1/2"


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






As indicated

S4.03

Typical WoodFramingDetails

EM 1148.00Author

01/22/2015



Drawing Issue Date

FLOOR ™

T&G SHEATHING

WOOD STUD

WOOD TRUSS

WOOD STUD

(2) CAP/BEARING ™

LSL RIMBOARD


T&G SHEATHINGFLOOR ™

WOOD STUD

(2) CAP/BEARING ™

WOOD STUD

LSL RIMBOARD

WOOD TRUSS


CMU

GROUT SOLID

T&G SHEATHING

2x LEDGER TO MATCH JOISTS (2x10 MIN.)w/ 3/4"Ø ADHESIVE ANCHORS @ 24" o/cSTAGGERED

2x JOIST FRAMING(SEE PLAN)

5"

ROOF SHEATHING

WOOD STUD WALL

HURRICANE CLIP@ EA. TRUSS

DOUBLE 2x6CAP ™

PLYWOOD WALLSHEATHING

PLYWOOD WALLSHEATHING CONTINUOUSOVER TRUSSES ANDDOUBLE ™ (NO JOINT)

WOOD ROOF TRUSSw/ 2x6 PARAPETENDS

(2) CAP/BEARING ™

NOTE: SEE ARCH. FOR ROOF TRUSS SLOPES

SEE ARCH. DWGS.

SIMPSON A35 ANGLE@ EA. STUD T&B

(2) CAP/BEARING ™

CROSS BRACING @4'-0" o/c FIRSTTWO BAYS

ROOF TRUSS (TYP.)

ROOF SHEATHING

WOOD STUD

2x FRAMING

PREFABRICATEDJOIST HANGER

WOOD TRUSS

T&G SHEATHING

CONT. (2) 2x TOP ™

CONT. 2x10RIBBON BOARD CONT. LSL

RIM BOARD

CONTINUE STUDSFULL HEIGHT

2x WOODSTUD WALL AT SHEARWALL LOCATIONS RUN

SHEATHING UP TO UNDERSIDE OF2x FRAMING (TYP.)

NOTE: PROVIDE CONT. (2) 2x10RIBBON BOARD @ SECOND FLOOR

CONT 1/2" STRUCTURAL WALLSHEATHING NAIL TO END OFFLOOR TRUSSES w/ (5) 8dNAILS @ EACH TRUSS

WOOD FLOOR TRUSS

VERTICAL BLOCKING AS PARTOF FLOOR TRUSS TO PROVIDEFULL BEARING PATH FROM WALLABOVE (TYP.)

T&G SHEATHING

FLOOR ™

WOOD STUD

CONT. (2) 2x TOP ™

CONT. 2x10RIBBON BOARD(TYP.)


DRAWING NUMBER:

DRAWN BY:

SCALE: DATE:

PROJECT NO:



Client:

emArchitecture






MEP/FP/IT Engineer:



Civil Consultant:






3/4" = 1'-0"

S4.04

Wood FramingDetails

EM 1148.00Author

01/22/2015



SectionS4.04

1 SectionS4.042 Section

S4.043 Section

S4.044 Section

S4.045

SectionS4.046 Section

S4.047

Drawing Issue Date

s2...5) coordinate all edge of slab dimensions at shaft openings, building perimeter, etc. with the...

Documents