08-1384-008i'
SPLICE LENGTHS
As per ACI 318 -02, fc =3,000 psi, fs= 60,000 psi, cover> db,
spacing > db, uncoated bar and normal weight concrete
DESIGN CRITERIA
TENSION LAP SPLICE
TENSION LAP SPLICE
COMPRESSION
BAR
ZONE
10S.F.ORLESS PSF
ROOF LOADS SHALL BE AS FOLLOWS:
FOR "TOP BARS"
FOR "OTHER BARS"
LAP SPLICE
#4
29"
22"
W
1. ROOF (DL) =10 P.S.F.
W
3
30 DIA. FOR
ALL SIZES
#5
36"
28"
#6
43"
33"
#7
63"
49"
#8
72"
55"
WIND SPEED = 146 MPH
NOTE: 1. THIS SCHEDULE APPLIES FOR ALL SITUATIONS AND CONDITIONS
UNLESS OTHERWISE NOTED.
CORNERS BARS TO
TO MATCH HORIZ. BARS
T &B
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UW 00 -,
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W H LL
TENSION LAP
FOR TOP BARS
3" -0'1
48" LONG HOOK
tW Z
W 5
FOR REINF. INFO. REFER
TO PLAN AND SCHEDULE
TYPICAL TIE -BEAM
CORNER BAR DETAIL
ROOF FRAMING PLAN
SCALE: 1/4" = 1'- 0"
N.T.S.
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EPDXY DOWELS TO MATCH
REINFORCING OF NEW
TIE -BEAM OR BEAM
INSTALLED WITHIN EXISTING
CONCRETE WITH RAMSET
CERAMIC 6 EPDXY. FOR
EMBEDMENT LENGTH REFER
REFER TO SPLICE
LENGTHS SCHEDULE
NEW TIE -BEAM OR BEAM
EXISTING TIE -BEAM OR BEAM
CONNECTION BETWEEN
EXIST. AND NEW TIE -BEAM
2X4 DIAGONAL BRACINGS ALONG RIDGES AT
WALLS AND AT 20' -0" O.C. MAX ATTACHED
W /LEFT OR RIGHT HAND HURR. CLIPS W /MIN.
P3) 164 NAILS AT C:A rnnmir-rTinni
5 /8" PLYWOO1
PRE ENGINES
WOOD TRUSS
@ 24 O.C. MA)
PROVIDE COh I .
LATERAL BRACING @ 10' -0"
O.C. MAX. NAILED TO TOP OF
BOTTOM CHORD
N.T.S.
BRACING DTL. (TYP.)
N.T.S.
ROOF NOTES
1. USE 19/32 CDX EXTERIOR GRADE PLYWOOD ROOF SHEATHING ATTACHED WITH 8d RING SHANK NAILS
AT 6" O.C. AT PANEL EDGES AND AT INTERMEDIATE SUPPORTS. NAIL SPACING SHALL BE 4" O.C.
AT GABLE ENDS IF ANY.
2. SHEATHING SHALL BE CONTINUOUS OVER 2 OR MORE SPANS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS AND SHALL HAVE STAGGERED JOINTS.
3. STRUCTURAL LUMBER TO HAVE A MIN DESIGN VALUE FOR EXTREME FIBER IN
BENDING Fb = 1,050 PSI. USE #2 SOUTHERN YELLOW PINE OR BETTER.
4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE
PRESSURE TREATED.
5. PREFABRICATED WOOD TRUSSES TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE
WITH THE FLORIDA BUILDING CODE, THE TRUSS INSTITUTE AND ARCHITECTURAL -
STRUCTURAL DRAWINGS. TRUSS MANUFACTURER TO SUBMIT SIGNED REACTIONS TO THE
SUPPORTING STRUCTURE. �( O� -so G 1
it MtA
6. ALL ROOF MEMBERS TO BE SECURED TO TIE BEAMS OR OTHER STRUCTURAL
MEMBERS WITH HURRICANE STRAPS AS SHOWN IN THE METAL CONNECTOR
SCHEDULE ON THE CONTRACT DRAWINGS.
7. COORDINATE ALL SLOPES AND LOCATIONS OF ALL CHASSES WITH ARCHITECTURAL
AND MEP DRAWINGS.
S. COORDINATE TRUSS LAYOUT WITH ARCHITECTURAL DRAWINGS.
4' x 8' CDX PLYWOOD
SHEATHING MIN.
19/32" THICK
MAX. SPAN 24"
PROVIDE 2 "x4" BLOCKING 0
ALL PLYWOOD SEAMS, 48" BACK
OF GABLF END. NAIL SEAM
w /8d RING SHANK NAILS
0 4 "o.c. EA. SIDE OF SEAM
2 "x8" WOOD FASCIA SEE
TYPICAL WALL SECTION NAILED
W/ 2 -16d NAILS 0 EACH TRUSS
1 /1G" SPACE AT PANEL ENDS
PLYWOOD NAILING DETAIL
N.T.S.
V«4otAG �F
I,?pRCNV4 a� .
PREFABRICATED WOOD TR OF SOUTH MIAMI
24" ON CENTER SEE R00P nL�, U ILDING DEP1.
STRUCTURAL SECS k)N
APPROVED BY:.._
LATERAL BRACING
SEE DTL. ON THIS SHEET.
8d RING SHANK NAILS
AT 6" o.c. AT PANEL EDGE
AND INTERMEDIATE SUPPORT
4 "o.c. 0 GABLE ENDS
FIRST 48" BACK
ROOF WIND GROSS UPLIFT PRESSURE
DESIGN CRITERIA
w
��
ZONE
10S.F.ORLESS PSF
ROOF LOADS SHALL BE AS FOLLOWS:
1
-50.0
2
87
W
1. ROOF (DL) =10 P.S.F.
W
3
- 12 .
:5.1
2. ROOF (SDL) = 20 P.S.F. (W /O ROOF COVERING)
L w M
OVERHANG -78.7
3. ROOF (LL) = 30 P.S.F.
W >�.o
a- 3 FT
4. UPLIFT DUE TO WIND LOAD; AS PER ASCE 7/02.
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5. Kd =1
INTERPOLATE FOR INTERMEDIATE
WIND SPEED = 146 MPH
VALUES OF TRIBUTARY AREA
EXPOSURE /GROUND ROUGHNESS: "C"
Q
IMPORTANCE FACTOR = 1.0
BEAM SCHEDULE
REINFORCEMENT TOP OF BM.
MARK ; SIZE 43 TIES
gpTT TOP
ELEV.
TB a x 12" 2 #5 2 #5
#3 STIRRUPS @ 48 "o.c. &
CONC.TIE BM_
#3 @ 12 "o.c. OVER OPENINGS
0
AND (4) #3 @12" o.c.
o
AT CORNERS
ROOF METAL CONNECTOR
D
DADE COUNTY
UPLIFT
LATERAL CAPACITY
L1
L2
MARK
CONECTOR
MFR.
NOA. No.
NAILS
CAPACITY
SFAT: 6 -10d X 1 112"
1,221
1,671
1,541
1
1 —NVSTA 14
NU—VUE
03- 0224.10
JOIST: 9 -10d X 1 1/2"
EMB: 4" (MIN.)
SEAT: 6 -10d X 1 112"
2
1 —NVHTA 14
NU —VUE
03- 0224.10
JOIST: 14 -10d X 1 1/2"
2,133
1,617
1,943
EMB: 4" (MIN.)
3
1— NVRT -20
NU —VUE
05- 0701.04
WD.13M.:7 -16d X 3 1/2"
1,132
JOIST: 7 -16d x 3 1/2"
CONC: 18- 3/16" TAPCONS
4
2— NVRT -20
NU —VUE
05- 0701.04
W/1 1/4" MIN EMB
2X1,125
JOIST: 14164 X 3 112"
=2,250
ROOF NOTES
1. USE 19/32 CDX EXTERIOR GRADE PLYWOOD ROOF SHEATHING ATTACHED WITH 8d RING SHANK NAILS
AT 6" O.C. AT PANEL EDGES AND AT INTERMEDIATE SUPPORTS. NAIL SPACING SHALL BE 4" O.C.
AT GABLE ENDS IF ANY.
2. SHEATHING SHALL BE CONTINUOUS OVER 2 OR MORE SPANS WITH FACE GRAIN
PERPENDICULAR TO SUPPORTS AND SHALL HAVE STAGGERED JOINTS.
3. STRUCTURAL LUMBER TO HAVE A MIN DESIGN VALUE FOR EXTREME FIBER IN
BENDING Fb = 1,050 PSI. USE #2 SOUTHERN YELLOW PINE OR BETTER.
4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE
PRESSURE TREATED.
5. PREFABRICATED WOOD TRUSSES TO BE DESIGNED AND MANUFACTURED IN ACCORDANCE
WITH THE FLORIDA BUILDING CODE, THE TRUSS INSTITUTE AND ARCHITECTURAL -
STRUCTURAL DRAWINGS. TRUSS MANUFACTURER TO SUBMIT SIGNED REACTIONS TO THE
SUPPORTING STRUCTURE. �( O� -so G 1
it MtA
6. ALL ROOF MEMBERS TO BE SECURED TO TIE BEAMS OR OTHER STRUCTURAL
MEMBERS WITH HURRICANE STRAPS AS SHOWN IN THE METAL CONNECTOR
SCHEDULE ON THE CONTRACT DRAWINGS.
7. COORDINATE ALL SLOPES AND LOCATIONS OF ALL CHASSES WITH ARCHITECTURAL
AND MEP DRAWINGS.
S. COORDINATE TRUSS LAYOUT WITH ARCHITECTURAL DRAWINGS.
4' x 8' CDX PLYWOOD
SHEATHING MIN.
19/32" THICK
MAX. SPAN 24"
PROVIDE 2 "x4" BLOCKING 0
ALL PLYWOOD SEAMS, 48" BACK
OF GABLF END. NAIL SEAM
w /8d RING SHANK NAILS
0 4 "o.c. EA. SIDE OF SEAM
2 "x8" WOOD FASCIA SEE
TYPICAL WALL SECTION NAILED
W/ 2 -16d NAILS 0 EACH TRUSS
1 /1G" SPACE AT PANEL ENDS
PLYWOOD NAILING DETAIL
N.T.S.
V«4otAG �F
I,?pRCNV4 a� .
PREFABRICATED WOOD TR OF SOUTH MIAMI
24" ON CENTER SEE R00P nL�, U ILDING DEP1.
STRUCTURAL SECS k)N
APPROVED BY:.._
LATERAL BRACING
SEE DTL. ON THIS SHEET.
8d RING SHANK NAILS
AT 6" o.c. AT PANEL EDGE
AND INTERMEDIATE SUPPORT
4 "o.c. 0 GABLE ENDS
FIRST 48" BACK
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Drawn my. PUERTO /CBS
(305) 262 -8075
Checked: M. LOPEZ
Date: 11/25/08
Sheet:
Project # 08 -115
S -2
N,