NEW BUILDING 5 FOUNDATION PLAN

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

N

6/S4.01

4/S4.01

6/S4.01

T.O. WALL FOOTING

-1'-4"

T.O. COLUMN FOOTING

-2'-0"

5/S4.01

TC-1

TC-1 TC-1 TC-1 TC-1 TC-1 TC-1 TC-1 TC-1

TC-1TC-1TC-1TC-1TC-1TC-1

C1

C1

C1

C1

TC-1

TC-1

TC-1

TC-1

C-1

TC-1TC-1

C1

C1

6'-4" 22'-1" 22'-1"

22'-0

1

4

" 22'-1

3

4

"

6'-4"

W2.0

W2.0

W2.0

W2.0 W2.0

W2.0

W2.0

71'-0"

32'-0"

32'-0"

PLAN NOTES:

1. SEE SHEET S4.01 FOR DETAILS

2. 8"x12" TIE COLUMN WITH 4 #5 VERTICAL

AND #3TIES @8" O.C.

3. F-6.0 = 6'-0"x6'-0"x14" FOOTING REINFORCED WITH

7 #5 EACH WAY TOP AND BOTTOM

4. 12"x20" COL. WITH 6 #7 VERTICAL DOWELS AND

#3T AND HAIRPINS @12" O.C. TOP OF COLUMN ELEV. = +3'-6"

6. F-6.5 = 6'-6"x6'-6"x14" FOOTING REINFORCED WITH

7 #5 EACH WAY TOP AND BOTTOM

7. F-7.0 = 7'-0"x7'-0"x16" FOOTING REINFORCED WITH

7 #6 EACH WAY TOP AND BOTTOM

MASONRY REINFORCING NOTATION

M8-548

#5 VERTICAL

REINFORCING

@48" O.C.

8" MASONRY

W2.0

W2.0

W2.0

W2.0

W2.0

LEGEND:

8" LOAD BEARING MASONRY WALL

8" NON-LOAD BEARING MASONRY WALL

W2.0

F7.0

F7.0

F7.0

4" SLAB ON GRADE

4" SLAB ON GRADE

4" SLAB ON GRADE

4" SLAB ON GRADE 4" SLAB ON GRADE

4" SLAB ON GRADE

6"

14'-10"

10'-8"

14'-10"

6"

71'-0"

32'-0"

7'-0"

32'-0"

102'-4"

58'-4" 20'-0" 24'-0"

W2.0

H

S

S

1

0

x

3

1

2

x

1

2

F6.0

H

S

S

1

0

x

3

1

2

x

1

2

H

S

S

1

0

x

3

1

2

x

1

2

H

S

S

1

0

x

3

1

2

x

1

2

H

S

S

1

0

x

3

1

2

x

1

2

F6.0 F6.0 F6.0 F6.0

13/S4.01

W2.0

7'-0"

F7.0

F7.0

14'-10"

14'-10"

F7.0

NEW BUILDING 5 ROOF FRAMING PLAN

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

N

14/S4.01

14/S4.01

12/S4.01

20/S4.01

T.O.S.

+12'-0"

1

2

2

1

1

1/S3.01

SIM.

1

2

3

4

17/S4.01

19/S4.01

T.O.S.

+12'-0"

15/S4.01

4

T.O.S.

+12'-0"

1/S3.01

SIM.

2/S3.01

12 P.C.J.

NON-BEARING

WALLS BELOW

@4'-6" O

.C. (TYP.)

12 P.C.J.

@4'-6" O

.C. (TYP.)

16/S4.01

NON-BEARING

WALLS BELOW

12 P.C.J.

@4'-6" O

.C. (TYP.)

12 P.C.J.

@4'-6" O

.C. (TYP.)

TOP STEEL LEGEND

#4x6'-0" +HK @12" TOP

#4x4'-0" +HK @16" TOP

#4x15'-0" +HK @12" TOP

#4x18'-0" @8" TOP STAGGERED

BEARING

WALL BELOW

13/S4.01

P.E. SHELTER BY

DELEGATED ENGINEER

24"x22" SOFFIT BEAM

RSB-2 RSB-2 RSB-2 RSB-2 RSB-1

8"

4'-0"

7'-0"

7'-0"

RSB-1

NON-BEARING

WALLS BELOW

102'-4"

58'-4" 20'-0" 24'-0"

71'-0"

32'-0"

32'-0"

7'-0"

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S T A T E O F

Paul A. Zilio, P.E. Fla. Reg. No. 47013

CA 674

BNI Project No.19M04

TO THE BEST OF THE STRUCTURAL ENGINEER'S

KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY

WITH THE APPLICABLE MINIMUM BUILDING CODES.

RSB-1

12'-10" 24"X22 1/2" 100 2 #8 2 #8 3 #6 Vu = 55

RSB-2

12'-10" 24"X22 1/2" 150 2 #8 2 #83 #6

Vu = 75

2 ALCOVE SECTION 3 HOUSEKEEPING PADS ON GRADE

SEE ARCH.

DRAWINGS

VARIES

+9'-8"

+7'-2"

+10'-4"

1 ALCOVE SECTION

SEE ARCH.

DRAWINGS

+12'-0"

+9'-8"

+7'-2"

+10'-4"

1. Precast Pre Stressed Soffit Beams are designated with ultimate moments(Foot-Kips) in column "A" and ultimate shears (Kips)

in the "spacing each end" column.

2. In Precast Soffit Beams, place "B", "F" and "G" bars on top of soffit. Provide

3

4

" cover.

3. "C" and "F" bars occur at continuous end of beam. If both ends are continuous, place

"C" and "F" bars at end of beam adjacent to beam with the higher mark number. In the case of repetitive mark numbers,

place "C" and "F" bars at support between identical beam marks.

4. "D" bars lap over interior columns and extend to far face of column and hook at discontinuous ends. Where necessary, splice

"D" bars at midspan with a minimum 48 bar diameter lap splice.

5. Provide "E" and "G" bars at both ends of single span beams.

6. Development length noted for "F" and "G" bars is as follows:

7. Place first stirrup 2" from face of support. Space balance of ties as scheduled. spaces designates number of spaces, not

quantity of ties. In Precast Soffit Beams, specified shear occurs at distance "D" from face of support. Place first tie 2" from

end of soffit, next 4 ties at 6" O.C. (max.) and balance spaced at D/2 (max.)

8. Extend all hooked bars to face of support. Where necessary, stagger ends of hooks 2 inches.

BEAM SCHEDULE NOTES

BAR SIZE

BAR LENGTH

#5

3'-0" 3'-0"

#6 #7

3'-6" 4'-0"

#8 #9

4'-6"

PRECAST SOFFIT

BEAM

WHICHEVER IS GREATER

"E" BARS "D" BARS

"C" BARS

"D" BARS "C" BARS "D" BARS "D" BARS

"C" BARS

FOR L3 SPAN

FOR L1 SPAN

FOR L2 SPAN

WHICHEVER IS GREATER WHICHEVER IS GREATER

.3xL1 .3xL1 .3xL2 .3xL2 .3xL3 .3xL3 .5xL4

0" 0"

0"

0"

SEE NOTE 8

L1

END SPAN

L2

INTERIOR SPAN

L3

INTERIOR SPAN

L4

CANTILEVER

SEE NOTE 6

"B" BARS

TYP.

"G" BARS

TYP.

1"

TYP.

"B" BARS

FOR L1 SPAN

"F" BARS

"B" BARS

FOR L2 SPAN

"F" BARS

FOR L3 SPAN

"F" BARS

.2XL

TYP.

TYPICAL PRECAST CONCRETE SOFFIT BEAM BAR PLACING DIAGRAM

SOFFIT BEAM TO EXTERIOR COLUMN

2" CLR 0"

"D" AND "E" BARS

1"

2"

SEE NOTE 6

0"

"G" BARS

PC SOFFIT

SOFFIT BEAM TO INTERIOR COLUMN

FIRST TIE TYP.

"D" AND "C" BARS

SEE NOTE 6

2"

SEE NOTE 6

2"

3/4"

"F" BARS

1"

PC SOFFIT

0"

2"

CL.

B E A M S C H E D U L E

REMARKS

SPACING EACH END, BEGINNING

AT 1st. STIRRUP

STIRRUPS OR Vu (KIPS)

SIZE

GF

BOTTOM REINF.

AT SUPPORTS

TOP

REINFORCING

BOTTOM REINF. OR

Mu(FOOT-KIPS)

SIZE

"b x d"

ELEV.

TOP OF BEAM

MARK

A B C D E

AT SPANDREL BEAMS, PLACE LOOSE CAP

135° HOOK ON EXTERIOR FACE. (TYP.)

24" WIDE

FABRICATE SOFFIT BEAM

STIRRUPS WITH 135°

HOOKS (TYP.)

"b"

"d"

6

1

2

"

SOFFIT BEAM DETAIL

SCALE:

3

4

"=1'-0"

#4 @12" EACH

WAY BOTTOM

#4 @12" EACH WAY TOP &

BOTTOM

#4 CONT, TYP

ALL 4 SIDES

#4 @12"

EACH WAY

4"

ON SLAB

4"

PROVIDE

BONDING AGENT

ISOLATED PAD

AT GRADE

4"

1'-0"

8"

8"

3" CL.

1

2

" EXP. JOINT

3" CL.

8" BEAM WITH

3x2 #6 AND

#3T@12" O.C.

8"x38" BEAM

WITH 3x2 #6 AND

#3T@12"

8"x8" BONDS BEAM WITH 2 #5

SCALE:

3

4

"=1'-0"

COLD-FORMED

METAL CEILING

BY DELEGATED

ENGINEER

RIDGE BEAM BEYOND

SCALE:

3

4

"=1'-0"

8" BEAM WITH

3x2 #6 AND

#3T@12" O.C.

8"x38" BEAM

WITH 3x2 #6 AND

#3T@12"

8"x8" BONDS BEAM WITH 2 #5

COLD-FORMED

METAL CEILING

BY DELEGATED

ENGINEER

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WWW. MCHARRY.COM

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S T A T E O F

Paul A. Zilio, P.E. Fla. Reg. No. 47013

CA 674

BNI Project No.19M04

TO THE BEST OF THE STRUCTURAL ENGINEER'S

KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY

WITH THE APPLICABLE MINIMUM BUILDING CODES.

5 MASONRY WALL TO FOOTING DETAIL

6 TYPICAL MASONRY SILL DETAIL

3 JOINTING PLAN

SLAB ON GRADE

1 CONTROL JOINTS AT COLUMNS 2 CONTROL JOINTS

SLAB ON GRADE

4 SLAB EDGE DETAIL

AT MASONRY OPENINGS

7 MASONRY WALL REINFORCING

NOT REQUIRED IN UN-REINFORCED WALLS

8 BOND BEAM DETAIL

TO CONCRETE COLUMN OR WALL

9 TYPICAL LINTEL DETAIL

SEE ARCHITECTURAL DRAWINGS FOR LOCATION

12 TYPICAL 12" JOIST AND SLAB 14 DETAIL AT END OF ROOF11 MASONRY CONTROL JOINT DETAILS

C

L

13 TUBE COLUMN / FOOTING DETAIL

TOP OF SLAB

SEE PLAN

TOP OF FOOTING

SEE PLAN

C

L

10 CONCRETE LINTEL DETAIL AND SCHEDULE

T.O. SLAB

SEE PLAN

15 TYPICAL PRECAST JOIST

AT SOFFIT BEAM

17

SEE ARCH.

DRAWINGS

VARIES

SEE ARCH.

DRAWINGS

+12'-0"

18 CANOPY PEDESTAL FOOTING DETAIL 19

SEE ARCH.

DRAWINGS

VARIES

20 LINTEL OVER WINDOW

SEE ARCH.

DRAWINGS

+12'-0"

1 #5 AT DOOR AND WINDOW JAMBS,

R @24" O.C.

PROVIDE MORTAR BED ON WEBS

AROUND GROUTED CELLS.

1

2

" ISOLATION JOINT. USE

PREMOLDED JOINT FILLER,

TYPICAL

PROVIDE FULL MORTAR BED AT

TOP OF SUPPORT

SEE LAP SCH

ED

ULE

8" 8"8"

SLAB ON GRADE

HOOK DOWELS AT TOP

OF BOTTOM REINFORCING

VERTICAL BAR WITH MATCHING

DOWEL IN CONCRETE FILLED CELL,

SEE PLAN

PROVIDE MORTAR BED ON WEBS

AROUND GROUTED CELLS.

1

2

" ISOLATION JOINT. USE

PREMOLDED JOINT FILLER,

TYPICAL.

PROVIDE FULL MORTAR BED AT

TOP OF SUPPORT

SEE LAP SCH

ED

ULE

8"

EQ.EQ.

WALL FOOTING, SEE PLAN & SCHEDULE

FOR SIZE AND REINFORCING

SLAB ON GRADE

CONTROL JOINTS @ 15'-0" O.C. MAXIMUM

EACH DIRECTION, SEE PLAN. SEE -/- FOR

DETAIL.

INFILL STRIPS

SLAB STRIPS TO BE

CAST FIRST

CONSTRUCTION JOINTS

SJ OR CJ

CONTROL JT

ISOLATION JOINT (IJ)

SLAB EDGE

SLAB EDGE

SJ OR CJ

CONTROL JOINT

ISOLATION JOINT (IJ)

EXTERIOR

WALL ON FOOTING

4

5

°

EXTERIOR INTERIOR EXTERIOR

TURN DOWN EDGE

SJ OR CJ

CONTROL JT

* PROVIDE SEALANT WHERE REQUIRED BY ARCHITECT

SAWCUT AS SOON AS POSSIBLE AFTER CONCRETE HARDENS.

SAW CUTTING MUST BE COMPLETE WITHIN 8 HRS. AFTER

POURING.

PREFORMED KEYED JOINT:

MEADOW BURKE JOINT KEY OR

EQUIVALENT

SAWCUT

1

4

TO

1

3

OF SLAB DEPTH *

1

2

" JOINT USE PREMOLDED JOINT FILLER

CONSTRUCTION

JOINT (CJ)

SAW-CUT

JOINT (SJ)

ISOLATION

JOINT (IJ)

8"

MIN

2#4 CONT.

W.W.R.

#4x3'-0" +HOOK @18" TOP

AT CORNERS AT INTERSECTIONS AT OPENINGS

1 BAR IN THIRD CELL ADJACENT TO

OPENINGS WIDER THAN 6' OR WHERE

WALL IS 3 CELLS BETWEEN OPENINGS

1 BAR IN SECOND CELL

ADJACENT TO OPENING

1 BAR

OPENING

1 BAR AT

SCHEDULED

SPACING

1 BAR

1 BAR

BUILD ALL INTERSECTIONS &

CORNERS IN RUNNING BOND

NOTE:

- SEE "MASONRY NOTES" FOR JOINT

REINF, INCLUDING PREFABRICATED

CORNERS AND TEES.

- BUILD ALL INTERSECTIONS &

CORNERS IN RUNNING BOND

IN REINFORCED MASONRY, PLACE VERTICAL

REINFORCING AT JAMBS

FOR OPENINGS WIDER THAN 10'-0", PROVIDE

SECOND BOND BEAM

8x8 BOND BEAM WITH 2 #5. EXTEND

BARS 6" INTO COLUMNS.

FACE OF CONCRETE

COLUMN OR WALL

1 #6 DOWEL x3'-0" DRILL

7

8

"∅x6"

HOLE AND DRIVE BAR INTO HOLE

MATCH WALL REINFORCEMENT

BAR SIZE

2 #6 FOR OPENINGS 6'-1" TO 12'-0" WIDE

2 #5 FOR OPENINGS 6'-0" WIDE OR LESS

2 #6 FOR OPENINGS 6'-1" TO 12'-0" WIDE

FOR EXTERIOR WALLS

NOTE:

- MINIMUM LINTEL BEARING 8" EACH END.

- EXTEND BARS 6" BEYOND FACE OF

SUPPORT.

- SEE STRUCTURAL DETAILS FOR

OPENINGS WIDER THAN 12'-0".

2 #6 FOR OPENINGS 9'-1" TO 12'-0" WIDE

LAP

*

#4@12" O.C.

PC PRESTRESSED JOIST. SEE

FRAMING PLAN FOR JOIST SIZE

& SPACING

TEMP REINF, SEE TABLE

JOIST MESH SHALL EXTEND 1" MIN./ 1

1

2

" MAX. ABOVE TOP

OF JOIST. IF MESH IS DAMAGED, A REPAIR DETAIL SHALL

BE PROVIDED BY PRECASTER AND CONTINUOUS HIGH

SLAB BOLSTER SHALL BE USED TO SUPPORT SLAB

REINFORCING OVER PRECAST JOIST.

*

SEE PLANS FOR SPACING

4"

16"

EQ

.EQ

.

JOIST SPACING No. OF BARS REQUIRED

UP TO 4'-6"

TEMP. REINF. PARALLEL TO AND MIDWAY BETWEEN JOISTS

(PLACED AT EQUAL SPACING)

4'-7" TO 6'-6"

2 #4

3 #4

6'-7" TO 7'-8"4 #4

5 #4

6 #4

7'-9" TO 8'-8"

8'-9" TO 10'-8"

2 #5 CONT.

HOOK DOWELS AT TOP

OF BOTTOM REINFORCING

#4 @18"

3 #5

1'-0"

1'-4"

8"

8"x4" MIN. CAP WITH 2 #5 TYP.

F-2.0

4 #5 @8" @ DOOR PLUS

#5 @24"

3

8

"x1" VERTICAL JOINT EACH

SIDE OF TIE BEAM

CONTINUE TIE BEAM

REINFORCING THRU

JOINT

AT FOUNDATION

AT TIE BEAM

NOTE: 40'-0" O.C.(MAX)

TYP. U.O.N.

DO NOT MORTAR JOINT.

KEEP JOINT FREE OF DEBRIS

DURING CONSTRUCTION.

1 BAR EACH SIDE OF JOINT,

SEE SCHEDULE FOR SIZE

STOP JOINT REINFORCING

EACH SIDE OF JOINT

3

8

" GAP

COLUMN

COLUMN

HEAVY HEX AND

3

8

" PLATE WASHER

1

1

2

"

TYP.

1

1

2

"

1

4

"

1'-2"

2" NON-SHRINK GROUT

SEE SCH

ED

ULE

3" CL.

TACK NUT

AND WASHER TO

BOLT

3" CL.

SEE PLAN AND SCHEDULE FOR SIZE AND REINFORCING

6" PROJECTION

COLUMN BLOCKOUT

BASE PLATE

1"x12"x1'-0"

4 -

3

4

"∅ A307 BOLTS

HEAVY HEX AND

STANDARD

WASHER

ISOLATION

JOINT

LINTEL SCHEDULE

MAX.

SPAN

MIN.

SIZE

TOP

REINF.

BOT..

REINF.

TIES

16'-0" 8"x20" 2 #7 2 #7#3@6"

MID.

REINF.

-

LAP

- MINIMUM BEARING 8" EACH END

- EXTEND BARS 6" BEYOND FACE

OF SUPPORT

- SEE ARCHITECTURAL DRAWINGS

FOR LOCATIONS

SLAB MAIN REINFORCING SLAB TOP REINFORCING,

SEE PLAN

PC JOIST,

SEE PLAN.

SOFFIT BEAM

PER SCHEDULE

SEE BEAM

SCH

ED

ULE

4" MIN

BEARING

TEMP. REINF.

8"x4" MIN. CAP WITH 2 #5 TYP.

4"

2 #5 CONT.

3 #5

8"x4" MIN. CAP WITH 2 #5 TYP.

8"x35" CONC. BEAM

WITH 2 #7 T&B

2 #5 MID AND #3T@12"

1 #5

1 #5

8"x24" WIDEx44"

DEEP WALL SEGMENT

AT SHELTER SUPPORTS (x4)

2 #5 TOP AND BOTTOM

WITH #3 TIES @24" O.C.

20" x 20" ENCASEMENT

3"

5"

5"

3 #3 TIES

HSS 10x3x

3

8

3 #5 EACH FACE ( 8 TOTAL)

2'-0"

SCALE:

3

4

"=1'-0"

3"

3"

COLUMN DOWELS TO BE SAME

SIZE & QUANTITY AS COL.

REINF, WITH ACI STD HOOK

SEE PLAN

COLUMN

FOOTING, SEE PLAN &

SCHEDULE FOR SIZE AND REINFORCING

3" CL.

3" CL.

3"

16 SOFFIT BEAM TO STEEL COLUNN

HSS COLUMN WITH CAP PLATE

8"x

3

4

"x1-10" AND 8 #6 DBA

(6x6 GAGE)

SOFFIT BEAM PER

PLAN AND SCHEDULE

1"

5

16

3

8

SEE PLAN

1

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1950 S

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T, M

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A 33145

01893000

MC ASSOCIATESARCHITECTURE PLANNING INTERIORS

HARRY

WWW. MCHARRY.COM

P

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NO. 47013

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S T A T E O F

Paul A. Zilio, P.E. Fla. Reg. No. 47013

CA 674

BNI Project No.19M04

TO THE BEST OF THE STRUCTURAL ENGINEER'S

KNOWLEDGE, THE PLANS AND SPECIFICATIONS COMPLY

WITH THE APPLICABLE MINIMUM BUILDING CODES.