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9'-4" FLAT CEILINGEXPOSED TO WIND
9'-4" FLAT CEILINGEXPOSED TO WIND
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING
9'-4" FLAT CEILING 9'-4" FLAT CEILING
9'-4" FLAT CEILING
EXPOSED TO WIND
9'-4" FLAT CEILING
EXPOSED TO WIND
B4 DROP TOP GABLE
U:2345
U:1098
TRUSS SPAN TRUSS SPAN
TRUSS SPAN TRUSS SPAN
2X4 BEARING WALL 2X4 BEARING WALL
2X4 BEARING WALL 2X4 BEARING WALL
2X4 BEARING WALL 2X4 BEARING WALL
U:1159 U:1345
U:1098
U:1159
TRUSS SPAN TRUSS SPAN
9'-4" FLAT CEILING
U:1211
U:1321
U:1440
U:1430U:1057
U:1230
U:1057
U:1230
DROP TOP GABLE VALLEY DROP TOP GABLE VALLEY
A A A A
A12
A11
A10
A9
A8
A7
A6
A5
A4
A3
A2
A1
A1
A18
A17
A16
A15
A6
A5
A4
A3
A14
A13
A13
A1
A1
HJ7 C
J1
CJ3
CJ5
CJ1
CJ3
CJ5
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
A12
A11
A10
A9
A8
A7
A6
A5
A4
A3
A2
A1
A1
A18
A17
A16
A15
A6
A5
A4
A3
A14
A13
A13
A1
A1
HJ7
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
MG1
HJ7
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
B4
F1
MG1
HJ7
CJ1
CJ3
CJ5
EJ7
CJ1
CJ3
CJ5
EJ7G
D7
D6
D5
D4
D3
D2
D1H
J7
CJ1
CJ3
CJ5
CJ1
CJ3
CJ5
EJ7
EJ7
EJ7
EJ7
EJ7A
EJ7A
EJ7A
EJ7A
D9
D8
D5A
D4A
D3A
D2A
D1A
F1
EJ7G
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7
EJ7B
EJ7A
EJ7A
EJ7A
EJ7A
EJ7
VT14
VT3
VT5
VT7
VT3
VT5
VT7
VT9
VT11
VT13
VT3
VT5
VT7
VT8
VT8A
VT8B
VT8C
VT7B
VT6
VT3
VT5
VT7
56-00-00
10-00-00
24-08-00
4-08-00
27-00-00
13-08-00
80-00-00
19-08-00 19-08-00
13-08-00
27-00-00
4-08-00
24-08-00
10-00-00
80-00-00
5-00-005-00-00
27-08-00 27-08-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
1-01-04
1-02-12
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
7-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
1-01-04
1-02-12
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
7-00-00
8-04-00
8-00
8-00
8-00
39-04-00
7-00-00
7-00-00
13-08-00 14-04-00 14-04-00 13-08-00
27-07-08 27-07-08
27-07-08 27-07-08
8-04-00
12-00-00 12-00-00
14-04-00 14-04-00
7-00-00
7-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
7-00-00
7-00-00
8-10-00
8-10-00
22-10-00
22-10-00
8-04-008-04-007460
(1) PLY FLR. TRUSS
2245
THD28
0
CORNER HIP(1) PLY
K
Q
O
H
0
R
0
MSH422IF
F
765
9100
2385
4
3235
2435
0
M1250
CORNER HIP
THD26,THD28 THD46
0
N/A
THDH26-2
I
THD26-2, THD28-2THDH26-2, THDH28-2
0
H
F
USP ROOF AND FLOOR TRUSS HANGER SCHEDULE
2245
0
QTY/FL
A
0
0
1530 / 3485
A*
QTY/RF
E
1250 / 1555
0
2680
JUS24
(3) PLY
N
7460
3895 / 4680
THDH26-3, THDH28-3THDH28-4 SIMILAR
725
R
0
4095
THD26-2
P
0
2155
3235
865
2980
4355
7460
C
0
865
0
THD26
7460
3410
O
M
0
0
0
0
G
0
4355
C
MSH426
J
N
E
1235 / 2140
0
JUS24
3820
HJC26
765
S
2245
N/A
1440
0
2940
I
0
9100
J
D
2790
ID
L1760
0
MODEL
1855
0
3265
Q
1840
(1) PLY
B
960
THDH28-2
ROOF
1855
1055
N/A
3200 / 3600
THDH6710
THDH28-3
D
0
490
1515 / 2175
1550
0
0
0
0
G
FLOOR
MSH422, MSH426MSH422IF SIMILARHJC26
0
895
3820
THD46
A
0
2155
0
2940
5230
S
NOTE: UPLIFT VALUE FOR THA422, THAC422, THA426 HANGERS APPLY ONLY TO FACE MOUNT ISTALATION
DO NOT ATTEMPT TO ERECT TRUSSESWITHOUT REFERRING TO THE ENGINEERINGDRAWINGS AND BSCI-B1 SUMMARY SHEETS.
ALL PERMANENT BRACING MUST BE INPLACE PRIOR TO LOADING TRUSSES. (ie.SHEATHING, SHINGLES, ETC.)
ALL INTERIOR BEARING WALLS MUST BE INPLACE PRIOR TO INSTALLING TRUSSES.
REFER TO FINAL ENGINEERING SHEETS FORTHE FOLLOWING.
1) NUMBER OF GIRDER PLIES AND NAILINGSCHEDULE.
2) BEARING BLOCK REQUIREMENTS.
3) SCAB DETAILS (IF REQUIRED)
4) UPLIFT AND GRAVITY REACTIONS.
WARNING
BACK CHARGES WILL NOT BEACCEPTED REGARDLESS OF FAULTWITHOUT PRIOR NOTIFICATION BYCUSTOMER WITHIN 48 HOURS AND
INVESTIGATION BY Builders First Source.NO EXECPTIONS.
THE GENERAL CONTRACTOR ISRESPONSIBLE FOR ALL CONNECTIONSOTHER THAN TRUSS TO TRUSS, GABLESHEAR WALL, AND CONNECTIONS.
TEMPORAY AND PERMANENT BRACING,AND CEILING AND ROOF DIAPHRAM
CONNECTIONS.
6850 Taylor Road Punta Gorda, Fl. 33950Phone: 941-575-2250 / Fax:941-575-0319
IMPORTANT
This Drawing Must Be Approved And ReturnedBefore Fabrication Will Begin. For Your ProtectionCheck All Dimensions And Conditions Prior To
Approval Of Plan.SIGNATURE BELOW INDICATES ALL NOTESAND DIMENSIONS HAVE BEEN ACCEPTED.
By _____________________Date___________
NOTES:
1) ALL DIMENSIONS ARE FEET-INCHES-SIXTEENTHS.2) DO NOT CUT OR ALTER TRUSSES IN ANY WAY.3) ALL REACTIONS ARE UNDER 5000 LBS. UNLESS NOTE OTHERWISE.4) ALL UPLIFTS ARE UNDER 1000 LBS. UNLESS NOTED OTHERWISE.5) FRAMING REQUIRED BELOW TRUSSES TO GET DESIRED CEILING CONDITIONS.6) ONLY TRUSS TO TRUSS CONNECTIONS SUPPLIED W/ TRUSS PACKAGE.
DATE DRAWN 1/4/2019
DATE PRINTED 2/22/2019
MASTERJOB No.
WIND LOAD 160 MPH
EXPOSURE CATEGORY C
OCCUPANCY CATEGORY II
IMPORTANCE FACTOR 1.0
WIND DURATION FACTOR 1.60
OPENING CONDITIONS ENCLOSED
GENERAL TRUSS ENGINEERING CRITERIA & DESIGN LOADS
TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORDLIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS
R310.2.1 MINMUM OPENING AREA- ALL EMERGENCY ESCAPE AND RESCUE
OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF
5.7 SQUARE FEET (0.530 m2).
EXCEPTION- GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET
CLEAR OPENING OF 5 SQUARE FEET (0.465 m2).
R310.2.1 MINMUM OPENING HEIGHT- THE MINIMUM NET CLEAR OPENING
HEIGHT SHALL BE 24 INCHES (610mm).
R310.2.1 MINMUM OPENING WIDTH- THE MINIMUM NET CLEAR OPENING
WIDTH SHALL BE 20 INCHES (508mm).
R310.1.1 OPERATIONAL CONSTRAINTS- EMERGENCY ESCAPE AND RESCUE
OPENINGS SHALL BE OPERATIONAL FROM THE INSIDE OF THE ROOM
WITHOUT THE USE OF KEYS OR TOOLS.
R310.2.3 WINDOW WELLS- THE MINIMUM HORIZONTAL AREA OF THE WINDOW
WELL SHALL BE 9 SQUARE FEET (0.84 m2), WITH A MINIMUM HORIZONTAL
PROJECTION AND WIDTH OF 36 INCHES (914mm). THE AREA OF THE WINDOW
WELL SHALL ALLOW THE EMERGENCY ESCAPE AND RESCUE OPENING TO BE
FULLY OPENED.
MINIMUM EGRESS WINDOW DETAIL
1'-8" MIN.
2'-0
" M
IN.
3'-8
" M
AX.
FINISH FLOOR
5.7 SQ. FT.
CLEAR OPENING
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
Z:\M
ASTER\2
018 B
UIL
DERS\2
018 D
R H
ORTO
N\S
UBD
IVIS
IONS\W
EST V
ILLA
GES T
V's\1
1013
LOT 1
39-1
40 1
526 A
\REVIT
\11013 1
526 A
.rvt
A-6
SECTIONS
15
26 V
ILLA
MO
DEL
JWC
JSL
06/26/19
LOT:
13
9-1
40
SUBD
IVIS
ION:
WEST V
ILLA
GES T
Vs
AD
DRS:
209
78
-20
97
2 F
ETTERBUSH P
LAC
E
D.R
.H.
#:
579
78
00
23
-024
GC
D J
OB #
11
013
3/4" = 1'-0"
SL. GL. DR. JAM TO BLOCK DETAIL
3/4" = 1'-0"
WINDOW JAM TO BLOCK DETAIL
3/4" = 1'-0"
GARAGE DOOR JAM DETAIL
3/4" = 1'-0"
DOOR JAM TO BLOCK DETAIL
3/4" = 1'-0"
LANAI/ ENTRY ROOF ASSEMBLY
WALL SHEATHING
WITH HOUSE WRAP
OR ZIP SYSTEM
WALL SHEATHING
PAPER BACK
METAL LATH
MID WALL
WEEP SCREED
OVER FELT STRIP
MASONRY NAIL
6" WIDE FELT
MASONRY WALL
WOOD FRAMING EITHER
FLOOR TRUSS OR GABLE
END TRUSS
FELT AND
WEEP SCREED
WO
OD F
RAM
EM
ASO
NRY W
ALL
CORNER OF
BUILDING
CORNER BEAD
MITER OUT CORNER
BEAD AT MID WALL
WEEP SCREED
CAULK CENTER JOINT
IN MID WALL WEEP
SCREED 2" IN EA.
DIRECTION AT CORNER
CORNER OF
BUILDING
FULLY EMBED BACK FACE
OF WEEP SCREED IN
CAULK. LET OOZE OUT AT
CORNER AND SCREED 2"
MIN. WIDTH
WIRE LATH
WITH FELT
OVER FRAME
WALL
EXPANSION JOINT
EXPANSION JOINT OVER
WIRE LATH
DECO. TEXTURE FINISH
OVER WIRE LATH
WO
OD F
RAM
EM
ASO
NRY W
ALL
MASONRY WALLMASONRY WALL
DECO. TEXTURE FINISH
OVER WIRE LATH
EXPANSION JOINT
MASONRY WALL
EXPANSION JOINT
AMICO M-TYPE
CONTROL JOINT
AMCJM-780 OR
APPROVED EQUAL
OVER LATH (CUT
LATH BEHIND
CONTROL JOINT 1/4"
MIN. GAP) LOCATE
OVER STUD ONLY
AND PER NOTE 1
*
*NOTE 1:(AT WOOD
FRAME ONLY)
MAX OF 144 SQ. FT.
BETWEEN CONTROL
JOINTS. NOT GREATER
THAN 18'-0" O.C. MAX
AREA RATIO OF
CONTROL JOINTS-2-2/1 TO 1
WIRE THE CONTROL
JOINT TO LATH WITH
18 GA. GALVANIZED
WIRE AT 7' O.C. MAX.
WIRE LATH
OVER FELT
FELT PAPER
FRAME WALL
FELT STRIP
WIRE LATH OVER
MID WALL
WEEP SCREED
OVER FELT STRIPMID WALL
WEEP SCREED
OVER FELT STRIP
MITER OVER SCREED
FELT STRIP
OVER BLOCK WALL
BUILDING
MASONRY WALL
MID WALL WEEP SCREED DETAIL
WEEP SCREED DETAILINSTALL AT ALL EXTERIOR WALL LOCATIONS WHERE
WOOD STUD FRAMING IS ABOVE MASONRY WALLS.
GABLE WALL ROOF
EXTERIOR
ATTICATTICEXTERIOR
HOUSE WRAP
EXTERIOR PLYWOOD W/
RADIANT BARRIER ON
ATTIC SIDE
EXTERIOR STUD
WALL OR TRUSS
RADIANT BARRIER
GLUED TO PLYWOOD
TOP CHORD
RADIANT BARRIER: SCALE: N.T.S.
NOTE: EXTERIOR WALLS ADJACENT TO ATTIC SPACE, INCLUDING KNEEWALLS AND GABLE END WALLS, MUST HAVE
RADIANT BARRIER AND HOUSE WRAP.
R703.4 - WHERE FLASHING INSTRUCTIONS OR DETAILS ARE NOT PROVIDED BY THE WINDOW
OR DOOR MANUFACTURER OR BY THE FLASHING MANUFACTURER, "PAN FLASHING" AHLL BE
INSTALLED AT THE SILL OF EXTERIOR WINDOW AND DOOR OPENINGS. PAN FLASHING SHALL
BE SEALED OR SLOPED IN SUCH A MANNER AS TO DIRECT WATER TO THE SURFACE OF THE
EXTERIOR WALL FINISH OR TO THE WATER-RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE.
OPENINGS USING PAN FLASHING SHALL ALSO INCORPORATE FLASHING OF PROTECTION AT
THE HEAD AND SIDES.
"PAN FLASHING" IS A GENERIC TERM THAT USED TO REFER TO "METAL PAN FLASHING".
HOWEVER MANY MODERN MATERIALS HAVE BEEN DEVELOPED FOR THE SAME FUNCTION
SUCH AS:
- FLEXIBLE PEEL AND STICK FLASHING MEMBRANE
-FLUID APPLIED FLASHING
FOR SUCH PRODUCTS FOLLOW THE MANUFACTURER'S INSTALLATION REQUIREMENTS
FOR IN-DEPTH FLASHING INSTRUCTIONS, REFER TO THE FOLLOWING PUBLICATIONS:
FMA/AAMA 100
FMA/AAMA 200
FMA/WDMA 250
FMA/AAMA/WDMA 300
INSTALL "PAN" FLASHING AT THE WINDOW SILL
OPENING FOR WINDOW OR DOOR
WHERE "PAN" FLASHING IS
USED AT THE SILL, ALSO
INCORPORATE FLASHING
OR PROTECTION AT THE
HEAD AND SIDES
THE FLASHING INSTRUCTIONS FROM THE WINDOW/ DOOR MFR., OR THE FLASHING MFR.,
SHALL SUPERCEDE THIS DETAIL
PAN FLASHING PER R703.4
SCALE: N.T.S.
SCALE:
DATE:
DRAWN BY:
CHECKED BY:
PLAN:
REVISED:
DESIGN IN ACCORDANCE WITH THE RESIDENTIAL
FLORIDA BUILDING CODE 2017 - 6TH EDITION
As indicated
Z:\M
ASTER\2
018 B
UIL
DERS\2
018 D
R H
ORTO
N\S
UBD
IVIS
IONS\W
EST V
ILLA
GES T
V's\1
1013
LOT 1
39-1
40 1
526 A
\REVIT
\11013 1
526 A
.rvt
A-7
BANDING DETAILS
15
26 V
ILLA
MO
DEL
JWC
JSL
06/26/19
LOT:
13
9-1
40
SUBD
IVIS
ION:
WEST V
ILLA
GES T
Vs
AD
DRS:
209
78
-20
97
2 F
ETTERBUSH P
LAC
E
D.R
.H.
#:
579
78
00
23
-024
GC
D J
OB #
11
013
”
”
” ”
”
”
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2
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6
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3
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8
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1
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5
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4
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NOTES: 1) PROVIDE SAWCUTS TO CREATE APPROXIMATE 20' X 20' MAXIMUM SQUARES. 2) SAWCUT CONCRETE SLAB WITHIN 4 TO 12 HOURS OF CONCRETE PLACEMENT.
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~w" DEEP SAWCUT w/ ELASTOMERIC SEALANT
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SLAB ON GRADE, SEE PLAN
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%%USLAB SAWCUT DETAIL
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SCALE: NTS
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11
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%%UCORNER BARS
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SCALE: NTS
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%%USTEP FOOTING
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SCALE: NTS
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FINISHED GRADE, SEE SITE PLAN
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3" CLEAR COVER TO REINFORCING
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EMBED DOWELS 5" WITH 10" STD HOOK
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MONOLITHIC FOOTING, SEE PLAN
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DOWEL TO MATCH WALL REINFORCING, LAP 25"
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VARIES
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%%UMONOLITHIC FOOTINGS
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SCALE: 3/4" = 1'-0"
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%%UINTERIOR
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B
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A
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%%UEDGE
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%%UGARAGE
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D
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%%USTEPDOWN
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C
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9
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3" COVER
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MAINTAIN FOOTING WIDTH & DEPTH AT ALL VERT. AND HORIZ. SEGMENTS
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FOOTING REINF., SEE PLAN. LAP 40 BAR DIAMETERS
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MAINTAIN RUN TO RISE OF 2:1 OR MORE
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%%UFOOTING
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%%UPLAN VIEW
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FOOTING REINF., SEE PLAN
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LAP CORNER BARS 40 BAR DIAMETERS
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CONCRETE FOOTING, SEE PLAN
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SCALE: NTS
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%%UROOF DECK NAILING PATTERN
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%%UTYPICAL
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%%UPLAN
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%%UHOUSE
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8d RING SHANK NAILS 6" O.C. EDGE AND 6" OC FIELD. ENSURE THAT ALL NAILS PENETRATE THE TOP CHORD OF THE TRUSS WITHOUT SPLITTING.
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#5 CORNER BAR, 25"x25"
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MASONRY BOND BEAM, TYPICAL
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%%UCORNER
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%%UCORNER BAR DETAIL IN BOND BEAMS
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SCALE: 3/4" = 1'-0"
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SCALE: 3/4" = 1'-0"
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#5 CORNER BAR, 25"x25"
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MASONRY BOND BEAM, TYPICAL
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%%UINTERSECTION
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%%UBOND BEAM REINFORCING DETAIL
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SCALE: 3/4" = 1'-0"
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MASONRY WALL
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8"x8" BOND BEAM w/ 1-#5
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TRUSS BEARING
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#5 VERTICAL IN GROUTED CELL AT DOT LOCATIONS ON PLAN
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7" STANDARD HOOK INTO TOP OF BOND BEAM (MAY USE 7"x25" BENT BAR)
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LINTEL AT LANAI OR ENTRY, '8F16-1B/1T' (8"x16" FILLED SOLID, 1#5 BOTTOM, 1-#5 TOP)
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#5 VERT. AT INTERSECTION OF BOND BEAM w/ 7" HOOK AT TOP
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DESIGN CRITERIA: DESIGN IN ACCORDANCE WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 6TH EDITION (2017) RESIDENTIAL 1. FLOOR & ROOF UNIFORM LOADS: ELEVATED FLOORS: LIVE LOAD 40 PSF, DEAD LOAD 20 PSF ROOF: LIVE TOP CHORD 20 PSF LIVE BOTTOM CHORD 10 PSF (NON-CONCURRENT w/ TCLL) CEMENT ROOF TILE DEAD LOAD 25 PSF TOTAL SHINGLE/METAL ROOFING DEAD LOAD 15 PSF TOTAL MINIMUM DEAD LOAD FOR WIND: TC 5 PSF, BC 5 PSF DEFLECTION CRITERIA: FLOOR L/480 LIVE, L/360 TOTAL ROOF L/240 LIVE, L/180 TOTAL 2. WIND LOADS: WIND DESIGN PER ASCE7-10 BASIC WIND SPEED (ASCE7-10) 160 MPH NOMINAL WIND SPEED (Vasd TABLE R301.2.1.3) 124 MPH BUILDING CATEGORY II IMPORTANCE FACTOR 1.00 EXPOSURE C MEAN ROOF HEIGHT = 15 FT ROOF PITCH 5/12 ENCLOSURE CLASS. ENCLOSED INTERNAL PRES. COEFF. +/- 0.18 WINDOW/DOOR DESIGN WIND PRESSURE, SEE TABLE IN DETAIL 3. SOFFITS - PER R703.1.2.1, ALL SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED IN TABLE R301.2(2) FOR WALLS. 3. REINFORCED CONCRETE: DESIGN AS PER ACI 318-14 REQUIRED COMPRESSIVE STRENGTH AT 28 DAYS: SLAB ON GRADE f'c = 2500 PSI 3~8" MINIMUM THICKNESS REINFORCED WITH 6x6 w1.4xw1.4 WWF OR FIBERMESH. CONVENTIONAL SHALLOW FOOTINGS f'c = 2500 PSI BEAMS AND COLUMNS f'c = 3000 PSI ALL OTHER CONCRETE (U.N.O.) f'c = 3000 PSI UNLESS OTHERWISE SHOWN ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS: FOOTINGS 3" SLAB ON GRADE CENTERED BEAMS 1~8" COLUMNS 1~8" ALL REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAMS AND PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES DURING PLACING OF CONCRETE. REINFORCING STEEL - ASTM A615 GRADE 40 FOR #3 GRADE 60 FOR #4 TO #11 WELDED WIRE FABRIC - ASTM A185 SPLICES IN REINFORCING, SHALL BE 40 BAR DIAMETERS. NON-CONTACT LAP SPLICES MAY BE USED PROVIDED REINFORCING IS NOT SPACED MORE THAN 5" APART FOR #5 BARS. FORMWORK AND SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS REACHED AT LEAST 2/3 OF THE REQUIRED 28 DAY STRENGTH. 4. REINFORCED MASONRY: DESIGN PER ACI 530-13 REQUIRED COMPRESSIVE STRENGTHS: MASONRY WALLS f'm = 1500 PSI REINFORCING STEEL - ASTM A615 GRADE 60. SPLICES IN REINFORCING, SHALL BE 48 BAR DIAMETERS. ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90, GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. ALL CELLS BELOW FINISHED GRADE SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT AT DOT LOCATIONS ON PLAN. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN WALLS AT 16" OC VERTICALLY, UNLESS NOTED OTHERWISE. IN ADDITION, INSTALL JOINT REINFORCING IN THE FIRST TWO MORTAR JOINTS ABOVE AND BELOW OPENINGS, EXTENDING AT LEAST 24" BEYOND THE OPENING. LAP JOINT REINFORCING 6" MINIMUM. 5. DELEGATED-ENGINEERED WOOD ROOF & FLOOR TRUSSES: ALL WOOD ROOF AND FLOOR TRUSSES SHALL BE DESIGNED BY A DELEGATED TRUSS ENGINEER PER RULE 61G15-31.003 OF THE FLORIDA ADMINISTRATIVE CODE. ALL TRUSSES SHALL HAVE TEMPORARY BRACING PER "COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." FOR OTHER BRACING REQUIREMENTS, NOTIFY ENGINEER. PROVIDE PERMANENT BRACING PER TRUSS MFR. SHOP DRAWINGS. IF PERMANENT BRACING IS NOT SPECIFIED, CONTACT ENGINEER. 6. FOUNDATION: CONVENTIONAL SHALLOW CONCRETE FOOTINGS SOIL BEARING CAPACITY 2000 PSF THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL CONDITIONS FOR THE INTENDED STRUCTURE AND ASSUMED SOIL BEARING CAPACITY. IT IS RECOMMENDED THAT A GEOTECHNICAL FIRM BE HIRED TO PERFORM A SITE EVALUATION. 7. DIMENSIONS: VERIFY ALL DIMENSIONS WITH HOUSE PLANS. SEE HOUSE PLANS, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR EMBEDS, OPENINGS, SLEEVES, ETC. WHICH ARE NOT SHOWN ON STRUCTURAL DRAWINGS. 8. MEANS AND METHODS: THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR SEQUENCES TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS TO SUPPORT STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE OF ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. 9. SHOP DRAWINGS: SHOP DRAWINGS SHALL BE PREPARED AND SUBMITTED TO THE ENGINEER FOR REVIEW FOR ALL STRUCTURAL ELEMENTS UTILIZING PREFABRICATED COMPONENTS. ONE SET OF SIGNED & SEALED TRUSS ENGINEERING SHALL BE DELIVERED TO THE ENGINEER OF RECORD FOR THE STRUCTURE PER FLORIDA ADMINISTRATIVE CODE 61G15-30.005 AND 61G15-31.003.
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8" CMU, SEE PLAN FOR REINFORCING
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NOTE: THIS BUCK FASTENING DETAIL IS INTENDED FOR FLANGED WINDOW/DOOR PRODUCTS THAT FASTEN THRU THE FLANGE WITH WOOD SCREWS TO THE BUCK. FOR WINDOW/DOOR PRODUCTS THAT DO NOT HAVE A FLANGE AND FASTEN INSTEAD OUTWARD THRU THE FRAME, USE MASONRY SCREWS PER MFR. THAT ARE LONG ENOUGH TO PENETRATE 2-1/4" INTO THE MASONRY. IN THIS CASE, THE BUCK MATERIAL IS SIMPLY A SPACER AND MAY BE 1x4 OR 1x6 OR OMITTED ENTIRELY AND THE SPACER MAY BE TACKED IN PLACE WITH MASONRY NAILS OR PINS.
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%%UBUCK FASTENING
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~4"x3~w" TAPCON @ 24" OC, 3 SCREWS MIN. (SEE NOTE)
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2x4 or 2x6 P.T. BUCK @ FLANGED WINDOWS (SEE NOTE)
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8" CMU WALLS
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~8"~D EXPANSION BOLT, 4" MIN. EMBEDMENT, SPACE 24" OC AND 12" FROM TOP & BOT.
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%%UGARAGE DOOR
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2x8 OR 2x6 P.T. SYP#2
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2x2x~2" WASHER
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APPROVED ISOLATION PLATE
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8"x8" CONTINUOUS MASONRY BOND BEAM w/ 1-#5, GROUT SOLID. PROVIDE CORNER BARS PER DETAIL 6/S-1.
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#5 VERT. IN GROUTED CELL AT DOT LOCATIONS ON PLAN (48" OC MAX EXTERIOR)
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EMBEDDED STRAP AT EACH ROOF TRUSS, SEE ROOF PLAN. BREAK OUT WEB OF BLOCK AS NEEDED TO PROPERLY LOCATE EACH STRAP.
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#5 VERTICAL SHALL HAVE 7" STANDARD HOOK INTO TOP OF BOND BEAM
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%%UTRUSS STRAP TO BOND BEAM
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WOOD TRUSSES @ 24" OC, DESIGNED BY DELEGATED TRUSS ENGINEER
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ROOF SHEATHING, SEE SCHEDULE 2/S-1
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5
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SCALE: 3/4" = 1'-0"
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TRUSS BEARING
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SEE PLAN
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SOFFITS SHALL MEET WIND DESIGN PRESSURES PER R703.1.2.1. FOR FIELD FRAMING, SEE TABLE 2/S-1.
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5
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+33.5 -36.3
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(Vasd=124 MPH, RISK CAT II, ENCLOSED, kd=0.85, h=15')
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INTERIOR ZONE 4
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+33.5 -36.3
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(SEE PLAN FOR OTHER SPECIFIC PRESSURES)
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1) TABLE MAY BE USED FOR ANY SIZE WINDOW OR DOOR IN EACH TYPE. 2) USE "INTERIOR ZONE 4" PRESSURES UNLESS WINDOW OR DOOR IS LOCATED WITHIN THE "END ZONE 5" (SEE DIAGRAM BELOW), THEN USE THE HIGHER PRESSURES UNDER THE "END ZONE 5" COLUMN. 3) ALL GLASS / GLAZING SHALL BE IMPACT RATED OR USE IMPACT RATED SHUTTERS. 4) SUBMIT PRODUCT APPROVALS TO THE BUILDING DEPARTMENT AS REQUIRED BY THE LOCAL JURISDICTION. 5) MANUFACTURED SOFFIT PRODUCTS SHALL BE INSTALLED PER MFR ENGINEERING SPEC SHEETS.
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WINDOW/DOOR/SOFFIT DESIGN WIND PRESSURES
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TO ALLOWABLE STRESS DESIGN PRESSURES USING 0.6W LOAD FACTOR.
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WIND PRESSURES PER ASCE7-10, 160 MPH, EXPOSURE C, AND CONVERTED
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* ON IRREGULAR SHAPED BUILDINGS, THERE IS NO GUIDANCE IN THE CODE FOR HOW FAR A CORNER MUST PROTRUDE FROM THE MAIN BUILDING TO BE CONSIDERED 'ZONE 5'. WE HAVE CHOSEN >15'. THIS IS SUBJECT TO JUDGEMENT CALL BY THE AUTHORITY HAVING JURISDICTION.
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IN ZONE 5, MANUFACTURED SOFFIT PRODUCTS MAY REQUIRE ADDITIONAL BATTONS OR FASTENING PER MFR ENGINEERING SPEC SHEETS TO MEET THE PRESSURE REQUIREMENTS.
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4
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5
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5
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%%UPLAN
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5
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4
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%%UHOUSE
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%%UTYPICAL
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5
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4
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4
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5
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8' OR 9' GARAGE DOORS
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TYPICAL WINDOWS & DOORS
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16' OR 18' GARAGE DOORS
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SOFFIT
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TYPE
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END ZONE 5 PRESSURES OCCUR AT "PRIMARY" OUTSIDE CORNERS OF BUILDING (BOLD LINES)
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FACE OF WALL
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MEASURED FROM
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ZONE
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4
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INTERIOR ZONE 4 PRESSURES
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5
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4
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5
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5
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5'-0"
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WIDTH = ______
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4
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5
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+33.5 -44.8
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END ZONE 5
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+33.5 -44.8
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+29.4 -33.3
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+28.2 -31.5
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END
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%%URETROFIT UPLIFT CONNECTOR SCHEDULE
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SHEATHING SCHEDULE
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FLOOR
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N/A
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EXTERIOR STUD WALL
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ROOF
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EXTERIOR CEILING AND SOFFIT
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OPTIONS: 1) 1x4 STRIPPING @ 16"OC w/ 2-8d NAILS TO EACH TRUSS, ~0" EXTERIOR GYPBOARD CEILING, FASTEN w/8d NAILS OR 1~0" DRYWALL SCREWS @ 6"OC EDGE & FIELD. 2) ~6" BC PLYWOOD NAILED w/ 6d COMMON @ 6" OC EDGE & FIELD. 3) VINYL OR ALUMINUM PERFORATED SOFFIT INSTALLED PER MANUFACTURER INSTRUCTIONS TO MEET WIND PRESSURES PER R703.1.2.1.
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A.P.A. RATED SHEATHING, EXPOSURE 1, SPAN RATING 24/16 OR BETTER. FASTEN WITH 8d RING SHANK NAILS @ 6" O.C. EDGE AND 6" O.C. FIELD.
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(RING SHANK NAILS PER R803.2.3.1: 0.113" NOMINAL SHANK DIAMETER, RING DIA. OF 0.012" OVER SHANK DIAMETER, 16 TO 20 RINGS PER INCH, 0.280" DIAMETER FULL ROUND HEAD, 2" NAIL LENGTH)
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NOTE: EXTERIOR CEILINGS AND SOFFITS 1) AND 2) SPECIFIED : EXTERIOR CEILINGS AND SOFFITS 1) AND 2) SPECIFIED HERE MEET THE DESIGN WIND PRESSURES PER R703.1.2.1.
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7/16" ZIP SYSTEM WALL SHEATHING BY HUBER ENGINEERED WOODS LLC, NAILED W/ 8d COMMON WIRE @ 6" O.C. EDGE AND 6" O.C. FIELD. PROVIDE 2x4 BLOCKING AT ALL JOINTS. INSTALL SHEATHING AND SEAM TAPE IN STRICT ACCORDANCE WITH MFR. WRITTEN INSTRUCTIONS.
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(WHEN ~8" ZIP BRAND ROOF SHEATHING IS USED, H-CLIPS ARE NOT REQUIRED) REQUIRED)
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NOTES: 1) WHERE EMBEDDED STRAP IS MISSING OR MIS-LOCATED, PROVIDE A STRAP FROM THE ABOVE LIST AT EACH ROOF TRUSS BEARING POINT, BASED ON THE TRUSS UPLIFT VALUES IN THE SIGNED AND SEALED TRUSS DESIGN PACKAGE. 2) CONNECTORS ARE USP. ALL CONNECTORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH USP PRINTED INSTRUCTIONS. 3) CONCRETE SCREW SHALL BE WEDGE-BOLT+, TITEN, TAPCON OR EQUIVALENT.
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1-HTWM16 or 20
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2-LUGT2
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HGT-2/3
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2-HTWM16 or 20
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CONNECTOR
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1-HTWM16 or 20
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RETROFIT STRAPS TO CONCRETE/MASONRY
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TO 9790
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TRUSS UPLIFT (LBS)
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TO 1145
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TO 4520
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TO 2290
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TO 3610
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TO 1145
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@ 24" OC
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HTT16
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8-10dx1~8", 4-~4x2~4 CONCRETE SCREW
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EPOXY 12" EMBED WITH USP SET.
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8-10dx1~8", 4-~4x2~4 CONCRETE SCREW
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8-10dx1~8", 4-~4x2~4 CONCRETE SCREW
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16-16d, 7-~4"x2~4" CONCRETE SCREW
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18-10d, ~0"~D ALLTHREAD, DRILL
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& EPOXY 10" EMBED w/ USP SET.
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TWO ~w"~D ALTHREAD, DRILL &
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%%UOUTLOOKER DETAIL
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12
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SCALE: 3/4" = 1'-0"
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%%UOUTLOOKER DETAIL
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SCALE: N.T.S.
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2x4 OUTLOOKER @ 24" O.C.
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ROOF SHEATHING, SEE SCHEDULE.
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RT7A CLIP @ EA. OUTLOOKER TO TRUSS.
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TRUSS TOP CHORD, DROP 3~8"
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3-12d TOE NAILS
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2x4 BLOCKING
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2x4 OUTLOOKER @ 24" O.C.
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ROOF SHEATHING, SEE SCHEDULE
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TRUSS TOP CHORD, DROP 3~8"
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3-10d TOE NAILS TO TOP CHORD OF VALLEY TRUSS
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2x4 TOP CHORD
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VALLEY TRUSS
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1-HTA16-18, TYPICAL
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HTA16-18 @ 32" O.C. AT INSIDE FACE OF GABLE TRUSS
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TRUSS D4A
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GABLE END TRUSS
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2x4 BLOCKING
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RT7A CLIP @ EA. OUTLOOKER TO TRUSS
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At Exterior Stud Walls and Gable Ends with Wall Sheathing, apply plaster over metal lath over water resistive barrier as follows: Plaster R703.7.2: 3-coat 7/8" thick : 3-coat 7/8" thick thick portland cement based plaster per ASTM C926. Metal Lath R703.7.1: Self furring paper : Self furring paper backed 2.5lb diamond mesh metal lath per ASTM C847, G60 galvanized, fastened per ASTM C1063 with 1-1/2” long, 11 gage nails long, 11 gage nails with 7/16” head (roofing head (roofing nails) at 7” oc, or 1-1/2” long, 16 gage oc, or 1-1/2” long, 16 gage long, 16 gage staples at 6” oc, into the framing oc, into the framing members (ie, the nails or staples must align with and penetrate 3/4” into the into the framing studs). Water Resistive Barrier (WRB) R703.7.3: : Water-resistive vapor-permeable barrier with a performance at least equivalent to 2 layers of Grade D paper. The individual layers shall be installed independently. An approved house wrap may be used for the 1st layer and metal lath with approved paper backing may be the 2nd layer (Note: ZIP wall sheathing with seam tape qualifies as the first layer).
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S-1
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1
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REVISIONS
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BY
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SHEET
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SCALE
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DATE
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CHECKED
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DESIGN/DRAWN
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SHEET OF
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(239) 549-4554
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CA# 8829
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STRUCTURAL
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SYSTEMS
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OF NORTH FLORIDA
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1634 S.E. 47th STREET, SUITE #3
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CAPE CORAL, FL 33904
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STRUCTURAL ENGINEERING:
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BUILDER:
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JOB NO.
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DWB/DWB
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DWB
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06/20/19
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AS NOTED
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DR11013
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3
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FOR BUILDERS FIRST SOURCE TRUSSES, JOB # MASTER, DATED 01/04/19, REVISED: 02/22/19
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1526 SIGNATURE VILLA
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STRUCTURAL DETAILS FOR
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20972, 20978 FETTERBUSH PLACE VENICE, FLORIDA LOTS: 139, 140 SUBDIVISION: WEST VILLAGES
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DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL
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2A
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CONCRETE RAKE BEAM w/ 1#5
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FLAT TOP
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FORMWORK
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FORMWORK
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1
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TOP OF TRUSS
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%%UFLAT TOP DETAIL
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SCALE: 1-1/2" = 1'-0"
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CONCRETE RAKE BEAM w/ 1#5
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9'-4"
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FORMWORK
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CUT 5:12 BEVEL ON FORMWORK
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2B
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FORMWORK
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FORMWORK
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PEAK TOP DETAIL 3/S-2
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FLAT TOP DETAIL 1/S-2
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PLAN VIEW
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TRANSITION FROM PEAK TO FLAT
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THE HEIGHT OF THIS EDGE IS WHAT IS SHOWN IN THE ELEVATION DRAWING.
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DIMENSION FROM ELEVATION
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THE HEIGHT OF THE PEAK IS WHAT IS SHOWN IN THE ELEVATION DRAWING, HOLD FORMWORK DOWN 1~0" FROM DIMENSION SHOWN ON THE ELEVATION
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DIMENSION FROM ELEVATION
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CONCRETE RAKE BEAM w/ 1#5
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TRANSITION FROM PEAK TO FLAT
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FORMWORK
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4
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5
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12
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%%USLANT TOP DETAIL
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SCALE: 1-1/2" = 1'-0"
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12
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5
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TOP OF TRUSS
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SCALE: 1-1/2" = 1'-0"
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3
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%%UPEAK TOP DETAIL
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CUT 5:12 BEVEL ON FORMWORK
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FORMWORK
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FORMWORK
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PLAN VIEW
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FLAT TOP DETAIL 1/S-2
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PEAK TOP DETAIL 3/S-2
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FORMWORK
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FORMWORK
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SCALE: 1-1/2" = 1'-0"
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%%UPEAK TRANSITION DETAIL
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TRANSITION FROM FLAT TOP TO SLANT TOP
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%%USLANT TRANSITION DETAIL
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SCALE: 1-1/2" = 1'-0"
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SLANT TOP DETAIL 4/S-2
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5
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DIMENSION ON PLAN
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PLAN VIEW
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MASONRY WALL
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FLAT TOP DETAIL 1/S-2
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GABLE TRUSS B4, HELD BACK ~w" FOR PLYWOOD AND STUCCO
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FORMWORK
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%%UCROSS SECTION
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%%UCROSS SECTION
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%%UCROSS SECTION
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U301 WITHIN VALLEY
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PROVIDE UL301 DETAIL WITHIN OVERHANG
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PEAK TOP
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PEAK TOP
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FLAT TOP
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FLAT TOP
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FLAT DETAIL
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PEAK TRANSITION DETAIL
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PEAK TRANSITION DETAIL
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HIP
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HIP
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PEAK TRANSITION DETAIL
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HIP
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HIP
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VALLEY
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VALLEY
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SLANT TRANSITION DETAIL
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SLANT TOP
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9'-4"
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%%UFOR 5:12 ROOF PITCH
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%%USECTION FOR 1526 VILLA
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SCALE: 1/4" = 1'-0"
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FLAT TOP
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8x8 BOND BEAM w/ 1#5
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PEAK TOP
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FLAT TOP
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#5 VERTICAL IN GROUTED CELL @ 7'-4" O.C.
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PEAK TRANSITION DETAIL
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FLAT TOP
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PROVIDE UL301 DETAIL WITHIN OVERHANG
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PEAK TOP
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PEAK TRANSITION DETAIL
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PEAK TRANSITION DETAIL
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FLAT TOP
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SLANT TRANSITION DETAIL
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TRUSS D2
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TRUSS D2A
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12
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5
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12
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5
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12
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5
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TRUSS B4
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PROVIDE UL301 DETAIL WITHIN VALLEY
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NOTCH 2~4" FOR TRUSS B4
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6
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2 HOUR MASONRY FIREWALL PER FBC721 "PRESCRIPTIVE FIRE RESISTANCE". SEE TABLE ON A-4.
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TRUSS D1A
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TRUSS D1
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S-2
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2
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REVISIONS
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BY
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SHEET
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SCALE
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DATE
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CHECKED
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DESIGN/DRAWN
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SHEET OF
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(239) 549-4554
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CA# 8829
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STRUCTURAL
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SYSTEMS
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OF NORTH FLORIDA
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1634 S.E. 47th STREET, SUITE #3
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CAPE CORAL, FL 33904
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STRUCTURAL ENGINEERING:
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BUILDER:
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JOB NO.
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DWB/DWB
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DWB
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06/20/19
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AS NOTED
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DR11013
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3
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FOR BUILDERS FIRST SOURCE TRUSSES, JOB # MASTER, DATED 01/04/19, REVISED: 02/22/19
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1526 SIGNATURE VILLA
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STRUCTURAL DETAILS FOR
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20972, 20978 FETTERBUSH PLACE VENICE, FLORIDA LOTS: 139, 140 SUBDIVISION: WEST VILLAGES
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DESIGNED IN ACCORDANCE WITH FLORIDA BUILDING CODE 6th EDITION (2017) RESIDENTIAL
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8" MASONRY
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2x4 PT LEDGER
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FOOTING AS NOTED ON FOUNDATION PLAN
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#5 IN GROUTED CELL @ 7'-4" O.C. AT INTERIOR (48" O.C. EXTERIOR)
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1
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SCALE: 3/4" = 1'-0"
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%%U2 HOUR FIREWALL AT GARAGE
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#5 DOWEL @ 7'-4" O.C., LAP 25"
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4" CONCRETE SLAB
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DRYWALL CEILING
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ROOF TRUSSES @ 24" O.C., RUN PARALLEL TO FIREWALL. NO BEARING ON FIREWALL.
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#5 IN GROUTED CELL @ 7'-4" O.C. AT INTERIOR (48" O.C. EXTERIOR)