11-32-009ROOF TRUSSES SUPERIMPOSED LOADS
DEAD (TOP CHORD)
15 P.S.F.
DEAD BOTTOM CHORD)
10 P.S.F.
LIVE
30 P.S.F.
GROSS UPLIFT WIND PRESSURE, qz
-39.4 P.S.F.
MAX. COMBINED DEAD LOAD USED TO RESIST
UPLIFT LOAD= 10 P.S.F
V =146 MPH GCpi= t 0.18 & 10.55 AT PORCH
EXP. "C" 1 =1.0 Kd =0.85
UPLIFT
NET WIND UPLIFT, ZONE 1
-38.6 P.S.F.
NET WIND UPLIFT, ZONE 2
-54.3 P.S.F.
NET WIND UPLIFT, ZONE 3
-54.3 P.S.F.
NET WIND UPLIFT, OVERHANGS ZONE 2
-86.62 P.S.F.
2' -0' 5' -0"
U =- 3,698# E
G= +3,594#
o
U=- 1,038# A
G= +688#
CONN.
CONNECTOR TYPE
ALLOWABLE LOAD VALUES
III II
II
I
LABEL
THE FOLLOWING LOADS:
FASTENERS SIZE & QUANTITY
(VARIES - SEE DRAWING)
LAT. LOAD
LAT. LOAD
CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS
*TOP CHORD LOADING:
UPLIFT
PARALLEL
PERPENDICULAR
III
III
_ III
III
- --Ill
III I I I I
III
- III
III
-III
Uri
III
III
-III
Z III I I
X
W '-III
III
� III
Z III
III
DUE TO DEAD, LIVE AND WIND LOADS SHALL BE CONSIDERED IN THE
*BOTTOM CHORD LOADING
DESIGN. LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN
TO WALL
TO WALL
DEAD LOAD- 10 PSF
A
NVSTA24 BY NU -VUE
1,426 LBS
950 LBS
1,430 LBS
(9) 1 O x 1 -1/2" NAILS IN STRAP
(6) 1 O x 1 -1/2" NAILS IN SEAT
U = -702 #
A
2,649 LBS
1,575 LBS
2,175 LBS
G= +495 #
C
W358 -24 BY
3,367 LBS
2,942 LBS
2,758 LBS
(16) 10d x 3' NAILS IN TWO STRAPS
(8) 10d x 3` NAILS IN SEAT
_
NU -VUE
U= -3,477 #1 E
G= +4,329 11 1
U= -1,088 #I B
G= +1,006 #
U= -2,177 # C
G = +2,013 #
_
0
I
LO
0
U = -969 # A -
G= +564 #
1
N U= -827 ffff
U=- 1,196# A 21-Op � G= +495# A
G= +565# -T
i
' 0 -2 (T.04 =9' -41 -
U= -3,371 #
G= +2,695 # E
t
1 I
O O
U= -1,597 #
G= +1,348 # B m r- - - m
V_ rn \
2' -0"
U =- 1,196# 1 A
G= +565#
0
I
CV
0
u, I U= -3,371 #
G= +2,695 # E
U= -1,258 #
RN(ED CONCRETE • ON TOP, UP TO ROOF.
G= +1,348 #I
B
3 3
C.� w
z z
4:12 4:12
u= -1,796 � B -
G= +2,057 # - - - -
I I I I THREE -PLY GIRDER TRUSS
_- _- _ - =_ -_- _---- �If'- = = =__ _-
NEW TB i I III
-
U=- 5,577# II
I I I I G= +8,993# E
I I I III
III
I I III- -
III
I I i I I i III- - 33
I ATERJ BRACIN TO BO OM CHO SEE I ) TERAL - -
I BRACIN NOTES kR SPA G AND ASTENIN .
III
III
-
I I I I I I i Y� III
I I I � III
g Ilf' -
I
I i I I I I I III W
-
1 r TERATBR TO 0 B OM CHO . SEE LATERAL
BRACING NOTES OR SPAC G AND ASTENIN . -
I I III
III
U= -1,596 # U= -4,063 #
G= +1,705 # B G= +6,424 # E III
III
NEW TB OVER EX TING TBI
ILL
_ = THREE -PLY GIRDER - _ _ -
o�l
N
GIRDER TRUSS
El
U= -1,215 # A
U= -1,187 # G= +500 #
G=+1,573# C
U = -969 # I A
G= +564 #
2' -0" U= -702 # A 2' -0"
G= +495 #
ROOF FRAMING PLAN N
SCALE 1/4 " =1' -0"
LEGEND:
BEAM BELOW EXPOSED CEILINGS SHEATHING NOTE
- - 4 CENTER LINE AT EXTERIOR CEILINGS PROVIDE 5/8" COX PLYWOOD
FASTENED TO BOTTOM CHORD OF PREFABRICATED WOOD
NEW PREF. WOOD TRUSSES 0 24" O.0 TRUSSES W/ 10d 0 6" O.C.
NEW TBI
G= +1,573 # C'
U= -969 # I A
G= +564 # I
TRUSS ANCHOR LEGEND:
G= INDICATES ACTUAL GRAVITY LOAD.
U= INDICATES ACTUAL NET UPLIFT.
U=
REQUIRED
G= ANCHOR
U= -1,597 #
G= +1,348 # B
U= -1,258 #
G= +1,348 #I
B
U =- 5,648# I E
G= +7,774#
U= -702 # A
G= +495 #
U= -3,895 #
G= +4,980 # E
U= -1,088 # B
G= +1,006 #
U= -2,177 # C�
G= +2,013 #
0
I
CV
U = -702 # U = -969 #
G= +495 # A 2 -0 G= +564 # A
WOOD TRUSSES & GIRDERS CONNECTORS SCHEDULE
CONN.
CONNECTOR TYPE
ALLOWABLE LOAD VALUES
=
LABEL
THE FOLLOWING LOADS:
FASTENERS SIZE & QUANTITY
(VARIES - SEE DRAWING)
LAT. LOAD
LAT. LOAD
CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS
*TOP CHORD LOADING:
UPLIFT
PARALLEL
PERPENDICULAR
INTERM.
DUE TO DEAD, LIVE AND WIND LOADS SHALL BE CONSIDERED IN THE
*BOTTOM CHORD LOADING
DESIGN. LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN
TO WALL
TO WALL
DEAD LOAD- 10 PSF
A
NVSTA24 BY NU -VUE
1,426 LBS
950 LBS
1,430 LBS
(9) 1 O x 1 -1/2" NAILS IN STRAP
(6) 1 O x 1 -1/2" NAILS IN SEAT
B
NVHTA24 BY NU -WE
2,649 LBS
1,575 LBS
2,175 LBS
(18) 10d x 1 -1/2' NAILS IN TWO STRAPS
(6) 10d x 1 -1/2" NAILS IN SEAT
C
W358 -24 BY
3,367 LBS
2,942 LBS
2,758 LBS
(16) 10d x 3' NAILS IN TWO STRAPS
(8) 10d x 3` NAILS IN SEAT
9. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING
NU -VUE
MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER,
OF THE NATIONAL DESIGN SPECIFICATION (NDS) OF THE NATIONAL FOREST
DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS AND LOADINGS. SHOP
PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE
D
W458 -24 BY
3,367 LBS
4,165 LBS
3,117 LBS
(16) 10d x 3' NAILS IN TWO STRAPS
(8) 10d x 3' NAILS IN SEAT
UNPLASTERED FINISHED CEILINGS, OR SPAN /180 FOR TRUSSES WITHOUT
NU -VUE
A CEILING.
4. CONNECTOR PLATES SHALL NOT BE LESS THAN 0.036 INCHES (20
11. APPROVED CONNECTOR PLATES SHALL BE NOT LESS THAN 20
GA.) IN COATED THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR
E
FGTR BY SIMPSON
IDENTIFIED BY THE MANUFACTURER'S STAMP.
A -525 (COATING G60). MINIMUM STEEL YIELD STRESS SHALL BE 33,000
12. FOR TRUSSES HAVING AN OVERALL LENGTH OF THE BOTTOM CHORD
36 SDS SCREWS 1/4' X 3" TO GIRDER
IN EXCESS OF 35' -0 ", ERECTION SHALL BE SUPERVISED BY EITHER A
9' -4"
9400 LBS
- LBS
- LBS
4- 1/2"0 x 5' `TITEN HD' BOLTS TO CONCRETE BEAM. INSTALL
LETTER FROM THE PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT
(DOUBLE LEGS)
SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS.
B -3
9' -4"
BOLTS IN EVERY OTHER HOLE IN THE LEG.
NOTES:
1). NVSTA & NVHTA BY NU -VUE N.O.A. 08- 0325.02
2). W358 & W458 BY NU -VUE N.OA 09- 0721.05
3). FGTR BY SIMPSON FL. APPROVAL 11473
PRE - ENGINEERED ROOF WOOD TRUSS NOTES:
ALL WD. TRUSSES TO BE SPACED AT 24' O.C. UNLESS OTHERWISE NOTED.
T.O.B
TOP & BOTTOM CHORD OF TRUSSES SHALL BE 20 MIN. MEMBERS UNLESS OTHERWISE NOTED.
1. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT
5. TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPED
THE FOLLOWING LOADS:
MANUFACTURING FACILITY OF A PERMANENT NATURE. TRUSSES SHALL
(VARIES - SEE DRAWING)
BE MANUFACTURED BY EXPERIENCED WORKMEN, USING PRECISION
GRAVITY LOADING CASE
CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS
*TOP CHORD LOADING:
IN QUALITY CONTROL STD. QST -88 OF THE TRUSS PLATE INSTITUTE.
LIVE LOAD- 30 PSF
DEAD LOAD- 15 PSF (ADD'L 5 PSF AT BUILT -UP FRAMING AREAS)
6. SECONDARY BENDING STRESSES IN TRUSS TOP AND BOTTOM CHORDS
INTERM.
DUE TO DEAD, LIVE AND WIND LOADS SHALL BE CONSIDERED IN THE
*BOTTOM CHORD LOADING
DESIGN. LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN
LIVE LOAD- 20 PSF (ATTIC SPACE LOCATIONS)
SPECIFICATION FOR WOOD CONSTRUCTION ".
DEAD LOAD- 10 PSF
7. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND
2 #5
PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND
A. WIND LOADING CASE
PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE
CONCRETE BEAM
TRUSS PLATE INSTITUTE PUBLICATION "H1B -91, COMMENTARY AND
*TOP CHORD LOADING(SURFACE AREA):
RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL
NET UPLIFT= P - (T.CHORD DL * 0.67)
PLATE CONNECTED WOOD TRUSSES" SHALL BE A MINIMUM REQUIREMENT.
*BOTTOM CHORD LOADING(SURFACE AREA):
NET UPLIFT= P - (T.CHORD DL * 0.67)
8. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED,
_
DRILLED NOR OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN
B -1
APPROVAL OF THE ENGINEER.
2. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN
9. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING
ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION
MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER,
OF THE NATIONAL DESIGN SPECIFICATION (NDS) OF THE NATIONAL FOREST
DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS AND LOADINGS. SHOP
PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE
DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE
CONNECTED WOOD TRUSSES OF THE TRUSS PLATE INSTITUTE (TPI).
SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA.
3. WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH
10. THE ALLOWABLE DEFLECTION UNDER LIVE LOAD FOR TRUSSES
SHALL NOT EXCEED SPAN /360 FOR PLASTERED CEILINGS, SPAN /240 FOR
AND SHALL BE USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE NO.
UNPLASTERED FINISHED CEILINGS, OR SPAN /180 FOR TRUSSES WITHOUT
2 OR AS REQUIRED TO SATISFY STRESS REQUIREMENTS.
A CEILING.
4. CONNECTOR PLATES SHALL NOT BE LESS THAN 0.036 INCHES (20
11. APPROVED CONNECTOR PLATES SHALL BE NOT LESS THAN 20
GA.) IN COATED THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR
GAUGE GALVANIZED STEEL MEETING ASTM A446, AND SHALL BE
HIGHER AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM
IDENTIFIED BY THE MANUFACTURER'S STAMP.
A -525 (COATING G60). MINIMUM STEEL YIELD STRESS SHALL BE 33,000
12. FOR TRUSSES HAVING AN OVERALL LENGTH OF THE BOTTOM CHORD
PSI.
IN EXCESS OF 35' -0 ", ERECTION SHALL BE SUPERVISED BY EITHER A
9' -4"
PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT, REGISTERED IN THE
2 #7
STATE OF FLORIDA AND RETAINED BY THE CONTRACTOR. A RETAINER
LETTER FROM THE PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT
3000 PSI
SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS.
BEAM SCHEDULE
MARKS
T.O.B
SIZE
REINFORCING
TIES
VC
REMARKS
(VARIES - SEE DRAWING)
0
W
F-
Q
TOP
BOT.
INTERM.
TB
9' -4"
8" X 12"
2 #5
2 #5
wvcM
SEE
NOTE 5
3000 PSI
CONCRETE BEAM
I..
Q
W
CL
BELOW
_
B -1
9' -4"
8" X 28"
2 #6
2 #6
4 #5
#3010"
3000 PSI
CONCRETE BEAM.
Z
'it
M
W
�
ADJUST HEIGHT PER
Q
D
Z
~
0
DOOR DIMENSION
B -2
9' -4"
12" X 16"
2 #7
2 #7
#3@8"
3000 PSI
CONCRETE BEAM
B -3
9' -4"
8" X 12"
2 #6
2 #6
#3@5"
3000 PSI
CONCRETE BEAM
BEAM NOTES:
1. AT ALL BEAM CORNERS AND INTERSECTIONS, PROVIDE 2 #5 L- SHAPED CORNER BARS
WITH 30 -INCH LONG LEGS.
2. HOOK ALL TOP BARS AT ENDS.
3. ALL TOP AND BOTTOM BARS SHALL BE CONTINUOUS. WHERE NECESSARY, LAP SPLICE TOP
BARS IN MIDDLE THIRD OF SPAN AND LAP SPLICE BOTTOM BARS AT SUPPORTS. LAP SPLICE
SHALL BE MINIMUM 48 TIMES THE BAR DIAMETER.
4. DROP TIE BEAM (TB) OVER OPENINGS AND ADD 2 #5 BOTTOM WHEN TB DEPTH IS GREATER THAN 36 ",
PROVIDE #4 @ 12" O.C. "I" BAR EA. FACE OF TB. OPTIONALLY USE PRECAST/ PREFAB OR CAST IN
PLACE CONCRETE LINTEL BY CAST -CRETE OR EQUAL.
OPTION: USE PRECAST/ PREFAB OR CAST -IN -PLACE CONCRETE LINTEL BY CAST -CRETE OR EQUAL
OVER WINDOWS AND DOORS OPENINGS
CONCRETE LINTELS SHALL BE AT LEAST 8" x 8" (CAST -IN- PLACE, PRECAST OR U- BLOCK) WITH 2 #5 BOTTOM.
LINTEL SHALL HAVE A MINIMUM OF 8" BEARING ON ADJACENT COLUMNS OR REINFORCED GROUT- FILLED CELL.
SUBMIT SHOP DRAWINGS FOR APPROVAL.
5. TIE BEAM TO HAVE 4 #3 TIES AT 12" O.C. AT CORNERS AND AT EACH BEND AND AT 48" O.0 ELSEWHERE.
ALL TIE BEAMS TO HAVE #3 0 8" OVER OPENINGS.
6. ALL 8" LOW WALLS SHALL HAVE 8 "x8" MIN. CONCRETE CAP W/ 2 #5 CONT. BARS AT MID DEPTH (TYP.)
COLTRAIN
JONa
- AP Jr M
Af[AAff
COLTRAIN AND JONES ARCHITECTS, PA
AA 26000922
TELEPHONE (305) 285 -67231 FAX (305) 285 -6722
535 SW 8 ST. SUITE 100 MIAMI, FL. 33130
DESIGN I CONSTRUCTION ADMINISTRATION
BUILDING INSPECTIONS I CAD PRODUCTION
CONSULTANT/ NOTES
APPROVALS /REVISIONS DATE
c: r , : " S 0 U T i IN]IAIW
"I'_DING CEPT.
S I ;iJ 'TUR crloN
«'PROVED LAY:
..�._
CAPLE DESIGN, INC.
678 NW 124th CT
MIAMI FL 33182
f C. 26021
I/ CARLOS A DEL L PINO
PE 59888
PH. (305) 815 -1643
FAX (305) 225 -9744
capledesignOgmail.com
SHEET TITLE:
ROOF FRAMING PLAN
Job No.
v,
Drawn By:
Date Plotted:
S=2
Z
Scale:
(VARIES - SEE DRAWING)
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c: r , : " S 0 U T i IN]IAIW
"I'_DING CEPT.
S I ;iJ 'TUR crloN
«'PROVED LAY:
..�._
CAPLE DESIGN, INC.
678 NW 124th CT
MIAMI FL 33182
f C. 26021
I/ CARLOS A DEL L PINO
PE 59888
PH. (305) 815 -1643
FAX (305) 225 -9744
capledesignOgmail.com
SHEET TITLE:
ROOF FRAMING PLAN
Job No.
Drawing No.
Drawn By:
Date Plotted:
S=2
Scale:
(VARIES - SEE DRAWING)
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