HomeMy WebLinkAboutBUILDING PLAN PAGE 31-36USP LFTA6 W/
(16) 8d COMMON NAILS
2x STUDS
�,1
USP LFTA6 W/ (16) 8d EACH END
DBL PT 2x6 BLK'NG BETWEEN
COMMON NAILS, EACH FL#17244
TRUSSES W/ 10d @ 3" O.C. 1ST PLY
END EVERY STUD OR ON
INTO LEDGER AND i Od @ 3" O.C.
#8 WOOD SCREWS x 2"
FLOOR DECK
EACH END OF "BUNDLE"
STAGGERED UPPER PLY INTO 2x6
}II
LONG @ 3" O.C.;
OFSTUDS
BELOW
#8 WOOD SCREWS
STAGGERED HI
PLYWOOD FLOOR
x 2" LONG @ 3" O.C.;
AS SHOWN
SHEATHING
STAGGERED OFF
DBL 2X8 LEDGER
�I
CENTERLINE OFF 2x6; }II
TO CMU W/ 1/2" EXP. BOLT
8" CMU WALL
3/4" AS SHOWN
8" CMU WALL AT 16" O.C. AND 8" FROM }II
REINF PER PLAN
END W/ MIN 5-1/2" EMBED.
REINF PER PLAN
USP A3 EA.
FLOOR DECK
PER ELEVATION
TRUSS �y/4
I1iop "
PER ELEVATION
3/4"
O � �
NAILING PATTERN
O
U) w0=
(A w0= NAILING PATTERN
�
mUU
O o�Q
mUU
0 ❑Vw
z w
N m
m
PER ELEVATION
PER ELEVATION N
2x6 PT TERMINATION
2x4 STRONGBACK SECURED TO
BLOCKING SECURED TO WALL
24" MA PRE-ENGINEERED WOOD
EACH TRUSS W/ (3) 16d COMMON
W/ (6) 3/16" ° x 4 TAPCONS
PRE-ENGINEERED WOOD
2x4 P.T. CEILING FLOOR TRUSSES (SEE
NAILS PROVIDE 2-TRUSS LAP
1X2 FIRE -STOP
FLOOR TRUSSES (SEE
NAILER W/ FRAMING PLAN)
SPLICE LOCATED EITHER TOP OR
DBL 2X_ LEDGER FRAMING PLAN)
MASONRY NAILS
BOTTOM OF FLOOR TRUSS,
USP SPTH4/SPTH6 BTM.
SEE SCHEDULE
@ 12" O.C.
TYPICALLY 10'-0" BUT REFER TO
FLOOR TRUSS OR
PLATE STRAPS W/ 10d x 1
TRUSS ENGINEERING
GIRDER TRUSS
1/2" HDG NAILS FL#17239
SECTION DETAIL
1X2FIRE-STOP SECTION DETAIL
2x4 STRONGBACK,
WALL / FLOOR FRAMING,
AT TRUSSES BEARING
AT TRUSSES PARALLEL
TRUSS PARALLEL
TO WALL
ON EXTERIOR WALL
EXTERIOR WALL
FLOOR
BRACING
2
(DT102
1
SCALE:3/4"=1'-0"
SCALE:3/4"=1'-0"
SCALE:3/4"==1'-0'
SCALE: 3/4"=1'-0"
2x STUDS PER PLANS
2x STUDS PER PLANS
DBL PT 2x6 BLK'NG BETWEEN
1/4"
TRUSSES W/ 10d @ 3" O.C. 1 ST PLY
INTO LEDGER AND 10d @ 3" O.C.
#8 WOOD SCREWS
FLOOR DECK
NOTE:
2x4 CONT. W/ (8) 16d NAILS
@ TOP OF FLR TRUSS
DBL PT 2x6 BLK'NG BETWEEN
STAGGERED UPPER PLY INTO 2x6
x 2" LONG @ 3" O.C.;
HI
2x4 BLOCKING @ EA. BRACE.
TOENAIL INTO TRUSS W/ (4) 16d
STRUCTURAL SHEATHING
( TOP 2X4 SUPPORTS BT.
TRUSSES W/ 10d @ 3" O.C. 1ST PLY
INTO LEDGER AND 10d @ 3" O.C.
BELOW
STAGGERED OFF
CENTERLINE CUFF 2x6; _
NAILS @ E4. END
MUST NOT BREAK WITHIN
PLATE OF 2ND FLR)
STAGGERED UPPER PLY INTO 2x6 111
314" AS SHOW(
2x4 BRACE @ 48" O.C. w/ (5) 12d
1'-4" MIN. FROM 2ND. FLR.
FLOOR DECK
BELOW #8 WOOD SCREWS
DBL 2X8 LEDG€-R
NAILS @ EA. END
LINE
2x6 CONT. W/ (8) 16d NAILS
LONG @ lIt
C
TO CMU W/ 1/2" EXP. BOLT HI
8d RING SHANK NAILS @ 4" O.C. MAX
@ BT. OF FLOOR TRUSS
(BT. 2X6IS FOR WALL
STAGGERED OFF 11Ij1
8" CMU WALL
AT 16" O.C. AND 8" FROM__[4
INTO BLOCKING
SHEATHING NAILER)
CENTERLINE OFF 2x6;
8" CMU WALL II
REINF PER PLAN
END W/MIN 5-1J2" EMBED.
✓— 16d NAILS @ 8" O.C. MAX
3/4" AS SHOWN
REINF PER PLAN
1X2 FIRE -STOP
PER ELEVATION
FLOOR DEC /4"Z/—TRU
PER ELEVATION PER ELEVATION
USP A3 EA. _4L
O
NAILING PATTERN
PER ELEVATION .a.- SS /4„
z
I —Apr—
U) m 0=
NAILING PATTERN
IY z
PER ELEVATION N m
PER ELEVATION PER ELEVATION
24
PRE-ENGINEERED WOOD
PER ELEVATION
2x4 P.T. CEILING
FLOOR TRUSSES (SEED
FLOOR TRUSSES (SEE
NAILER WJ
FRAMING PLAN)
PRE-ENGINEERED WOOD
FRAMING PLAN)
CONCRETE BEAM- PRE-ENGINEERED WOOD
MASONRY NAILS
@ 12" O.G.
FLOOR TRUSSES (SEE
FRAMING PLAN)
SEE SCHEDULE FOR SEE SCHEDULE FOR
USP HTA16 @EVERY
SEE BEAM SCHEDULE FLOOR TRUSSES (SEE
REPAIR DETAIL I F
BOND BEAM REQ. BOND BEAM REQ.
TRUSS (VERIFY Wl
FOR BEAM DBL 2X_ LEDGER FRAMING PLAN)
1X2FIRE-STOP
LEDGER INSTALLED TOO LOW
USP HTA16@32"MO.CC.
TRUFL#17A80
INFORMATION SEE SCHEDULE
AT TRUSSES PARALLEL
(VERIFYW/TRUSS
SECTION DETAIL
SECTION DETAIL
TO EXTERIOR WALL
PLAN) FL#1 7680
AT PARALLEL / PERPENDICULAR
AT TRUSSES BEARING
5
SCALE:3/4"=1'-0"
PRE-ENG FLOOR TRUSSES
ON EXTERIOR WALL
6
7
SCALE: 3/4"=1'-0"
SCALE: 3/4"=1'-0"
PRE -LNG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
STRAP TRUSS TO PL.
PRE-ENG
AT FIRST TWO BAYS 4'-0" O.C. (AT
SHEATHING SEAMS) (BLOCKING
®
PRE-ENG'D WOOD
SEE SCHED. BELOW
ROOF TRUSS
NOT SHOWN FOR CLARITY)
TRUSS (TYP) @ 24" O.C.
MAX
2X4 DIAGONAL BTM. CHORD
PER ELEVATION
BRACING. SEE PLAN FOR
- FOR STRAPPING
LOCATION
VERIFY
PRE-ENG ROOF TRUSS
SECURE 2x8 PT. PLATE TO BLK
W/ TRUSS PLAN
TRUSS TO TOP PLATE
5/8" GYPSUM BOARD OR 1/2" HIGH
W/ 1/2" DIA. ANCHOR BOLT W/ 2"
A - USP MTW-12 U < 1195 LBS
STRENGTH OLG. BOARD
4x4/4x6 SYP NO. 2
WASHER SET IN HIGH
W/ (14) 10d GALV. COMMON
SECURE TRUSS TO TOP PLATE w/ (2)
WOOD POST TO
STRENGTH EPDXY 6" MIN.
NAILS,
16d TOENAILS
SLAB. SEE
EMBED, AT 32" OC MAX.
B - (2)USP MTW-12 U < 2390
DOUBLE TOP PLATE
SCHEDULE
SECURE GABLE TO 2x8 P.T.
LBS W/ (14) 10d GALV.
BELOW FOR
PLATE W/ 12d's 8" O.C. MAX
COMMON NAILS EA.
2x4 OR 2x6 WOOD BEARING
CONNECTION
WALL W/ SYP No 2 STUDS SEE
FL#17239
PLANS FOR SPACING. SINGLE
CONC. POURED
BTM. PLATE TO BE PT.
LINTEL COURSE
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING
0:
USP SPTH4 OR SPTH6 BTM
1/2" GYP. WL BD.
AND TOP PLATE ANCHORS W/
10d x 1 1/2" COMMON NAILS
SECURE BT. PLATE TO SLAB W/
CONT. 2x4 SECURED W/ (2) 10d's @ EACH
FILL ALL HOLES, DO NOT USE
10dx3"
1/2"x9" WEDGE ANCHOR W/ 2'
WASHERS2"EMBET IN STRENGTH
TRUSS/VVOOD POST CONNECTIONS
TRUSS TO BE INSTALLED @10'-0"O.C.MAX
EMBED.GH
EPDXY 5-1/2" EMBED. MIN. @ 16"
10a 10b 10c
OC MAX.
GABLE END BRACING PRE-ENG
GABLE TRUJti7 @ I�MU WA
�a
6
a
TRUSS TO POST CONNECTION
O
SCALE:
"=1'-Y,
a
° ;
A- USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAILS. FL#17244
• ly
B - USP HTW-20 U < 2045 LBS W/ (20) 10d VALV. COMMON NAILS. FL#17244
C - USP MUGT/PHD4A U < 3715 LBS MUGT TO TRUSS W/ (4) 10d GALV.
COMMON NAILS TOP, (6) 10d GALV. COMMON NAILS FACE, (12) 10d
COMMON NAILS BACK, (1) 5/8"° A.T.R. TO PHD4A AND (10) WS3 WOOD
TRUSS
CONNECTION L.B.W.
SCREWS TO POST FL#17240/FL#172419
9a 9b
POST TO SLAB CONNECTION
SCALE: 3/4"=1'-0"
A&B - USP PAU44 POST BASE <U:2,265 G:6,775 W/ 5/8 DIA, x 6" EXP. BOLT FL#17239
USP PAU46 POST BASE <U:2,265 G:13,815 W/ 5/8 DIA. x 5" EXP. BOLT FL#17239
C - USP HTT4 POST ON SLAB <U:4,465 W/ 5/8" A.B. WITH MIN. 7" EMBEDMENT TO SLAB
& (20) 16d x 2-1/2" NAILS TO POST. FL#17324
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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04321.00 045R1
MODEL:
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"GALEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
60 MPH EXP. C
ARCHRECT-
STATE Cr- FLORIDA
JON
r DA ET 05/24/18 1
SCALE:1/4"=1'-0" 1
8HEET
S3.1B
File Copy
38'-8"
8'4"
I
I
8'-4" 11'-8"
1014"
10
4
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TOP OF DECK
0
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4
0
0
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4'-4"
9'-8" T-4" 3'-4"
T-0" T-0"
21'-4"
17'-4"
38'-8"
e.
SECOND FLOOR
PLAN
SCALE: 1/4 = 1'-0"
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
l AA #: 0003325
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GARAGE SWING:
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PAGE:
SECOND
FLOOR
PLAN &
NOTES
160 MPH EV.
ARCHrrECT-
STATE OF FLORIDA
0
i i m a
DATE: 05/24/18
SCALM: 1/4"=1'-0"
SHEET
S 4
File Copy
28'-0"
24'-0"
20'-0"
16'-4"
4'-0"
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17'-4"
SECOND FLOOR
DOWEL PLAN
SCALE: 1/4" = 1'-0"
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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GARAGE SWING:
LEFT
PAGE:
SECOND
FLOOR
DOWEL
PLAIMP.
60 MPH
ARC*vrEcT
STATE OF FLORIDA
UN 0 i 201
Dp ET 05/24/18
SCALE: 1/4"=1'-0"
SHEET
S 4 < 2
File COPY
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13) 10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS,
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
BEAM SCHEDULE
INDICATES OPENING
BELOW / T.O. B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
f'°
(psi)
SIZE
W xH'
REINFORCEMENT
STIRRUPS
REMARKS
E3TM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x8
—
(1)#5
—
N/A
N/A
GROUTED SOLID
BB2
MASONRY
3000
8x16
—
(1) #5
(1) #5
N/A
NIA
GROUTED SOLID
7'-0^
7'-2„
*In 1"
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SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
L AA #: 0003325
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PAGE:
SECOND
FLOOR LIFT
BEAM PLAN
60 MPH EXP.
ARCHITECT
STATE OF FLORIDA
1'
DATE: 05/24/18
SCALE: 1/4"=1'-0"
SKEET
S 5
File Cup.
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC W/ (13)..10d x 1 1/2" HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
TRUSS MANUFACTURER / ENGINEER NOTE$:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL. TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
COLUMN SCHEDULE
MARK
SIZE &
BASE PLATE OR
REMARK
DESCRIPTION
REINFORCEMENT
4x4 (3 1/2"x3 1/2")
USP PAU44 W/ 5/8" DIA. x
D1
SYP. PT, WOOD POST
6" EXP. BOLT
'' 1
D2
DOUBLE STUD
4x6 (3 1/2"x5 1/2")
PT, WOOD POST
USP PAU46 W15/8" DIA. x
BOLT
31
SYP.
6" EXP.
2-PLY 2-PLY
U:-1836 LBS U:-757 LBS U:-1862 LBS
G: 2965 LBS G: 1962 LBS G: 3019 LBS
1C DIAGONALS FOR BOTTOM 1A 1C
3.1 CHORD BRACING @ 20'-0" O.C. 53.1 3.1
MAX (TYP.)
I
II II II II II II II II II II II II II
74-
_ II II II II W II II^II
II I Q it II � ly II =
_ = Al 11 11 11 0 2 11 1111 0�I 0 _ _
O I �jIII it II II II
U) II 6
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II I II II III II II II /q
---- II II II III II II � 11
___ � W II I I III jj II II II II _-_-
u
2-PLY = _ _ = I� -F II II II I II
U: -3104 LBS I II 1 II 11 II
G. 5272 LBS
1-PLY �I u u u u II
j
U: -541 LBS
2A ===GT==11
G: 1333 LBS 3.1
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G:10879LBS
II-I1__IL1 1L1L u u u �l ILI IL u
ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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CREEKSIDE
LOT 45
PROJECT#
04321.000 045R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
LEFT
PAGE:
ROOF
FRAMING
PLAN
60 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
JUN
DATE: 05/24/18
SCALE: 1/4"=1'-0"
SHEET
S
File Copy
GABLE -END
�I�
IN* WON M**
: ms
L
HIPRDOF
ROOF WIND DESIGN PRESSURES
NET (GROSS) AS E7-1
ZONE 1 = 23.79 PSF (33:79)
ZONE 2 = 39.48 PSF (49.48)
ZONE 3 = 67.16 PSF (77 16)
"A"= 4'-0" END ZONE DISTANCE
BASIC WIND SPEED: 160 MPH
WIND EXPOSURE: "C"
RISK CATAGORY: I I
APPLICABLE INTERNAL
PRESSURE COEFFICIENT +- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END.
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEQU'EE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILESTR.
SHANK
8d
RING SHANK,
2 1/2"
0.120"
170,000
RING
(16-20 RINGS
SCREW SHANK r
PER INCH)
8d
SCREW SHANK
2 1/2"
0.120"
PNEUMATIC
SCREW -NAILS
1. NAIL SIZE PER ASTM F1664
2. INTERNATIONAL STAPE, NAIL & TOOL
ASSOCIATION (ISANTA) ESR-1539
EXTERIOR SHEATHING
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH Ed RING
SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
BOTTOM PANEL AND 8d RING SHANK GUN
NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
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TOP CORD BLOCKING AT 4'
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SPACES AT EACH END.
RAFTER OR TRUSS-�
ROOF SHEATHING
BUILDING LENGTH I,
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
8d RING SHANK GUN NAILS
@ 6" O.C. IN FiELI
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C8d RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d x 2 1/2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12" 0.G.1N
FIELD J\
TYP 3/4" TRG
GENERAL NOTES:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
ACI 318-14, BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
OF THE WORK.
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
IS COMPLETE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/411.
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4".
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE.
FORM -WORK:
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
WOOD:
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ALL WOOD FOR BEAMS BEARING WALLS SOLE PLATES, T P ES BRACING, OP LAT LEDGEBLOCKING, RS
CRIPPLERS SILLS ETC., SHALL BE SOUTHERN PINE NO. 2 ORBETTER. Fb 1100 PSI
P AND A MODULUS OF
ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
CONTAINS MORE THAN 'A" OF HEARTWOOD.
EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2.
WELDED WIRE MESH:
WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
SUPPORTED WITH 2" CHAIRS SPACED 3'-O" OC, EACH WAY.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL:
TO WORK PERFORMED AND SHALL NOTIFYTHE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
DESIGN LOADS: SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
SUBJECT TO ENGINEER'S REVIEW.
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
20 psf TOP CHORD -non-concurrent
10 psf BTM CHORD -non -concurrent
DEAD LOAD DEAD LOAD
16 psf TOP CHORD 20 psf TOP CHORD
(7 psf W ASPHALT SHINGLES) (10 pelf w/ No GYPCRETE)
10 psf BTM CHORD 5 pelf BTM CHORD
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
BALCONY LIVE LOAD 60 psf
WIND: DEAD LOAD SPEED =160 MPH 3-SECOND GUST
(ASCE 7-10 (FBC R2017) EXPOSURE C. RISK CATEGORY II)
SHOP DRAWING REVIEW:
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
ALL SHOP DRAWINGS SHALL BE REVIEWED BYTHE CONTRACTORS: PRIOR TO SUBMITTAL TO
THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
THE ENGINEER.
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING RYTHE ARCHITECT.
FOUNDATION/ SITE PREPARATION:
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,
FOOTING EXCAVATIONSAND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER
TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND
RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THATTHE COMPACTION _
REQUIREMENTS HAVE BEEN MET SHALL BE MADE BYTHE GEO-TECH. ENGINEER.
CONCRETE:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
NOT EXCEED 5" +/- PRIOR TO THE ADDITION OF PLASTICIZER.
CONCRETE SHALL COMPLY WITH ALL E REQUIREMENTS OFACI 301 AND ASTM C-940R
MEASURING, MIXING, TRANSPORTING,�TC. CONCRETE TICKETS SHALL BE TIME -STAMPED
WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES.
IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL BE THE RESPONSIBILITY OF
THE TESTING LABORATORY TO NOTI FY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE
ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
Z
A T FOR CONCRETE CASTAGAINSTAND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)
B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
j
1-112° FOR #5 AND SMALLER
In
T FOR #6 AND LARGER
C. FOR CONCRETE NOTEXPOSED;TO WEATHER
3/4" FOR SLABS, WALLS AND JOISTS
1-1/2' FOR BEAMAND COLUMN PRIMARY REINFORCEMENT, TII:_S, STIRRUPS
S
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
#5 BAR - 30" #7 BAR - 42"
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
FOR ADDITIONAL INFORMATION.
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
WALL.
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
WOOD TRUSSES:
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
.STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPIANTCA BCSI 1"
COMMENTARYAND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
WOOD TRUSSES.
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FORBEARING
DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
WITHOUT THE APPROVAL OF THE ENGINEER. AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
MASONRY: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5rrMS 402, BUILDING CODE REQUIREMENTS FOR LICENSED PROFESSIONAL ENGINEER.
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
PUBLISHED BYTHE MASONRY STANDARDS JOINT COMMITTEE.
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE f m - 1500 PSI. BLOCK SHALL BE PLACED USING
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
COURSE AGGREGATE, AND SHALL BE PLACED W/A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE GROUT.
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
CELLS TO BE FILLED.
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
REINFORCING.
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O
STRUCTURAL STEEL:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
ANCHORBOLTSAT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THETRUSS AND GIRDER REACTIONS
PROVIDED BY THE TRUSS ENGINEER.
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
ALL TRUSS TO TRUSS CONNECTIONS.
ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
LATEST CATALOG.
FASTENER
SCHEDULE
WINDOW AND
DOOR BUCK
FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
ix2 PT FUR RING TO
CASE HARDENED COIL
81,0/C
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
MASONRY/CONC.
NAIL 11/2"LONG .
TO MASONRY/CONC.
SGD,AL EXT. DOORS
CASE HARDENED COIL
91,Oic
W7NDOW/DOOR/ FASTENED
GARAGE DOOR BUCK
1x PT, SEE NOTE 7
NAIL 1 1/2" LONG
STAGGERED
INTO MASONRY/CONC.
TO MASONRY/CONC.
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
WINDOWBUCK
CASE HARDENED COIL
91,O/C
WINDOW/DOOR/FASTENED
METAL STRAP TO
CONTACT THIS ENGINEER FOR SPACING
1x PT, SEE NOTE
NAIL 11/2"LONG .
STAGGERED
INTO MASONRYAONC.
MASONRY/CONC.
REQUIREMENTS
REQUIREMENTS
�7
EXT. SWING DOOR
1/4"°
"TAPCON"
12 O/C
1112"EMBED, 4" END,
NON -BEARING WDOD
1/2"'
EXPANSION
4" EMBED, 4" END
BUCK 2x PT, SEE NOTE 7
NO WASHER
FASTNER
DIST., 1 1/2" EDGE DIST.
WALL TO CONC. SLAB
W/ WASHER
BOLT
Z4 0/C
DIST., 3" EDGE DIST.
2x PTWINDOWBUCK 0, 138°PAFx21/8" 9"0/C 4" END. DIST., 11/2'
PT TO STEEL COL., SEE W/WASHER STAGGERED EDGE DIST.
NOTE 7
NOTES
1, STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE
AS PER MANUFACTURER'S SPECS AND / OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING
DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.a bdesigngrou p.com
AA #: 0003325
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PROJECT#
04321.000 045R1
MODEL:
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"GALEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
L60 MPH EXP. C
a ;a woln r
DATE: 05/24/18
SCALE: 1/4"=1'-0"
SHEET