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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" CONCRETE SLAB ON GRADEw/ 6x6-W2.0xW2.0 WWF OVER
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.)
6" CONCRETE SLAB ON GRADEw/ 6x6-W2.0xW2.0 WWF OVER
4" CRUSHED STONE
EXISTING BUILDING(V.I.F.)
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.
4) 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.
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#
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.00b
Parking Level2 Framing Plan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
SCALE: 3/32" = 1'-0"
PARKING LEVEL 2 FRAMING 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
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
EXISTING BUILDING(V.I.F.)
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:
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) ( ) 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.
10) 'CB' INDICATES REINFORCED CONCRETE BEAM, SEE SCHEDULE ON S3.01.
11) PROVIDE HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6" LONGHEADED STUDS.
12) (T) INDICATES TOP BARS, (B) INDICATES ADDITIONAL BOTTOM BARS.
13) INDICATES CONCRETE SHEARWALL, SEE SCHEDULE ON S3.01.
14) INDICATES C.G. OF TENDON FROM BOTTOM OF SLAB (SEE PLAN).
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.
17) PROVIDE POUR STRIP IN EACH WING OF BUILDING PER TYPICAL DETAIL ON S4.02.
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#
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.00c
Ground FloorFraming Plan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
SCALE: 3/32" = 1'-0"
GROUND LEVEL FRAMING 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
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)
CONC. SHEAR WALL (BELOW)8" CMU WALL (ABOVE)
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:
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.
4) 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.
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) 'HSS' INDICATES HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6"LONG HEADED STUDS.
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"
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 DETAILSON S3.01 FOR ADDITIONAL INFORMATION.
0.00
'SW'
D#
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.02
Level 2(Transfer)Framing Plan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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:
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.
4) 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.
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) 'HSS' INDICATES HSS8x4x5/16 SEPERATOR BEAM w/ 3/16x8x0'-8" EMBED. ™ w/ (4) 1/2"Ø x 6"LONG HEADED STUDS.
8) (T) INDICATES TOP BARS, (B) INDICATES ADDITIONAL BOTTOM BARS.
9) INDICATES ADDITION BOTTOM REINFORCEMENT.
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 #_@_"
12) PROVIDE POUR STRIP IN EACH WING OF BUILDING PER TYPICAL DETAIL ON S4.02.
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
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.03
Level 3Framing Plan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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.
2) INDICATES 3/4" T&G PLYWOOD SHEATHING
3) "SW" INDICATES SHEARWALL. SEE SHEET S3.02 FOR REQUITEMENTS.
4) PROVIDE A MINIMUM OF (2) 2x WALL STUDS AT EACH END UNDER ALL HEADERS ANDBEAMS (TYP.)(U.N.O.)
5) SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
6) POST AND POINT LOAD BLOCKING TO RUN FROM INITIAL BEARING POINT DOWN TOTRANSFER LEVEL.
7) "ML" INDICATES MASONRY LINTEL. SEE SCHEDULE ON S2.01.
8) "WFT" INDICATED 12" WOOD TRUSS @ 16" o/c
D1
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.04
Level 4 & 5Framing Plan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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.
2) INDICATES 3/4" T&G PLYWOOD SHEATHING
3) "SW" INDICATES SHEARWALL. SEE SHEET S3.02 FOR REQUITEMENTS.
4) PROVIDE A MINIMUM OF (2) 2x WALL STUDS AT EACH END UNDER ALL HEADERS ANDBEAMS (TYP.)(U.N.O.)
5) SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
6) POST AND POINT LOAD BLOCKING TO RUN FROM INITIAL BEARING POINT DOWN TOTRANSFER LEVEL.
7) "ML" INDICATES MASONRY LINTEL. SEE SCHEDULE ON S2.01.
8) "WFT" INDICATED 12" WOOD TRUSS @ 16" o/c "WRT" INDICATED WOOD ROOF TRUSS
D1
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.05
Level 6Framing Plan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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.)
INDICATESEXTENT OFROOFSCREEN,(TYP.)
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.
7) "SW" INDICATES SHEARWALL. SEE SHEET S3.02 FOR REQUITEMENTS.
8) PROVIDE A MINIMUM OF (2) 2x WALL STUDS AT EACH END UNDER ALL HEADERS ANDBEAMS (TYP.)(U.N.O.)
9) SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
10) POST AND POINT LOAD BLOCKING TO RUN FROM INITIAL BEARING POINT DOWN TOTRANSFER LEVEL.
11) "ML" INDICATES MASONRY LINTEL. SEE SCHEDULE ON S3.01.
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
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S2.06
Roof FramingPlan
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
1/8" = 1'-0"
S2.10
Unit TypeFraming Plans
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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.
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
12" = 1'-0"
S3.00
General Notes
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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)
REFERENCEVALUESYMBOLITEM
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
REFERENCEVALUESYMBOLITEM
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
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S3.01
Schedules
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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"
FIN. FLR. EL.(SEE PLAN)
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 "
.
FIN. FLR. EL.(SEE PLAN)
TYPICAL DEPRESSED SLAB DETAIL
1'-0"
SEE PLAN FOR SLABTHICKNESS (TYPICAL)
8" MAX.SEE PLAN FORACTUAL DEPRESSION
FIN. FLR. EL.(SEE PLAN)
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"
.
..
FIN. FLR. EL.(SEE PLAN)
..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
FIN. FLR. EL.(SEE PLAN)
® 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.
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
1/2" = 1'-0"
S3.02
TypicalFoundationDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
Drawing Issue Date
2'-0" MIN.
FIN. FLR. EL.(SEE PLAN)
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.
FIN. FLR. EL.(SEE PLAN)
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)
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
1/2" = 1'-0"
S3.03
FoundationDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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"
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S4.00
TypicalConcreteDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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"
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
3/4" = 1'-0"
S4.01
Typical PostTensionDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S4.02
Typical PostTensionDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
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"
SW_15/32" STRUCTURAL
I SHEATHING BLOCKED 8d @ 4" 8d @ 12"xx
SW_15/32" STRUCTURAL
I SHEATHING BLOCKED 10d @ 6" 10d @ 12"
SW_15/32" STRUCTURAL
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
5d COOLERNAILS @ 4" o/c
5d COOLERNAILS @ 4" o/c
6d COOLERNAILS @ 7" o/c
6d COOLERNAILS @ 4" o/c
5d COOLERNAILS @ 7" o/c
5d COOLERNAILS @ 4" o/c
5d COOLERNAILS @ 4" o/c
6d COOLERNAILS @ 7" o/c
6d COOLERNAILS @ 4" o/c
1/2" ASTM C79GYPSUM SHEATHING
xx
xx
xx
xx
xx
xx
SW-? BLOCKED5/8" ASTM C36
GYPSUMWALLBOARD
6d COOLERNAILS @ 4" o/c
6d COOLERNAILS @ 4" o/c
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
CS16-R OR FSC ABOVE &BELOW WITH 3/8"∅
ALL-THREAD
CS16-R OR FSC ABOVE &BELOW WITH 3/8"∅
ALL-THREAD
CS16-R OR FSC ABOVE &BELOW WITH 3/8"∅
ALL-THREAD
CS14 OR HTT16 ABOVE &BELOW WITH 5/8"∅
ALL-THREAD
CMSTC16 OR HTT16 ABOVE& BELOW WITH 5/8"∅
ALL-THREAD
CMSTC16 OR HTT16 ABOVE& BELOW WITH 5/8"∅
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.
CMSTC16 OR HTT16 ABOVE& BELOW WITH 5/8"∅
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"
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
S4.03
Typical WoodFramingDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
Drawing Issue Date
FLOOR ™
T&G SHEATHING
WOOD STUD
WOOD TRUSS
WOOD STUD
(2) CAP/BEARING ™
LSL RIMBOARD
SHEATHING w/ JOINT @CENTER OF DOUBLE ™
T&G SHEATHINGFLOOR ™
WOOD STUD
(2) CAP/BEARING ™
WOOD STUD
LSL RIMBOARD
WOOD TRUSS
SHEATHING w/ JOINT @CENTER OF DOUBLE ™
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.)
© 2015 Erdy McHenry Architecture, LLC
DRAWING NUMBER:
DRAWN BY:
SCALE: DATE:
PROJECT NO:
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
3/4" = 1'-0"
S4.04
Wood FramingDetails
EM 1148.00Author
01/22/2015
1000 W. Main Street, Charlottesville, VA
1000 West Main Street
SectionS4.04
1 SectionS4.042 Section
S4.043 Section
S4.044 Section
S4.045
SectionS4.046 Section
S4.047
Drawing Issue Date