HomeMy WebLinkAboutBUILDING PLAN 31-39PLYWOOD SHEATHING, SEE
FLOOR
A-USP DTC TRUSS ANCHOR
SHEATHING
SHEATHING
B-(1) USP DTHA20 TRUSS ANCHOR (1 PLY)
FASTENER SCHEDULE"
# 1175 UPLIFT USP
WITH (18) 1 Od x 1 1/2" TO TRUSS
PLYWOOD SHEATHING, SEE
ENGINEERED WOOD
HTWM20 W/10 10d TO
C- (2) USP TA20R TRUSS ANCHORS (2 OR
_
"ROOF/WALL/FLOOR
TRUSSES @ 24" O/C,
TRUSS AND (4) 1/4" x 2 1/4"
MORE PLY) WITH (10) 10d x 1 1/2" NAILS TO
SHEATHING
SUBMIT SHOP DRAWINGS
TAPCONS TO CONT
TRUSS.PROVIDE 5" MINIMUM CONCRETE
FASTENER SCHEDULE"
FOR REVIEW
POURED LINTEL
EMBEDMENT, DBL STRAP, 1 EACH SIDE
AND APPROVAL
WRAPS UP AND OVER TRUSS (NOT SHOWN)
TRUSS
(2) USP TA20R TRUSS
# 1900 UPLIFT (2) USP
ANCHOR WITH (1 10d
HTWM20 INSTALLED ON
PRE-ENG TRUSS
x 1 NAILS
OPPOSITE FACES OF
TRUSS. PROVIDE 5"
BLOCK WALL W/10 10d TO
TRUSS AND (4) 1/4" x 2 1/4"
MINIMUM CONCRETE
TAPCONS TO CONT
CONTINUOUS BOND BEAM
EMBEDMENT. DBL
POURED LINTEL
2x WOOD FASCIA SEE
STRAP, 1 EACH SIDE
ARCHITECTURAL 2x6
WRAPS UP AND OVER
SECURED W/ {2) 16d
TRUSS (NOT SHOWN)
(1A) USP RFUS STEEL CONNECTOR
GALV. COMMON NAILS.
ENGINEEREDWOOD
USED IN CONJUNCTION
WITH (4) 3/4"x6" WEDGE BOLTS AND
1x2 SECURED W/ 10d
TRUSSES @ 24" O/C,
WITH HEAVY UPLIFT
(12) WS3 SCREWS
GALV. COMMON NAILS
SUBMIT SHOP DRAWINGS
CONNECTOR
(213) USP USC** WITH (2) 3/4"x6" WEDGE
12" O/C
FOR REVIEW
ANCHORS AND (8) 16d NAILS
AND APPROVAL
2x WOOD FASCIA SEE
(2C) USP USC** WITH (4) 3/4"x6" WEDGE
ARCHITECTURAL 2x6
ANCHORS AND (8) 16d NAILS
SECURED W/ (2) 16d
GALV. COMMON NAILS.
IF 4 BOLTS ARE USED
MASONRY BOND BEAM
1x2 SECURED W/ IOd
MASONRY BOND BEAM ENSURE THAT CELLS ARE GROUTED
SEE SCHEDULE
A ALLOWABLE UPLIFT
= 1825 LBS (1 STRAP) (1 OR MORE PLY)
GALV. COMMON NAILS
SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS
TAP CONS MIN. 2"
COVER 2" APART
B ALLOWABLE UPLIFT = 2430 LBS (1 STRAP) (1 PLY)
12" O/C
A ALLOWABLE UPLIFT = 7910 LBS (4 WEDGE BOLTS IN RFUS)
C ALLOWABLE UPLIFT
= 2410 LBS (2 STRAPS) (2 OR MORE PLY)
B ALLOWABLE UPLIFT = 10223 LBS (2 WEDGE BOLTS)
REPAIR O F MULTIPLE
C ALLOWABLE UPLIFT = 12543 LBS (4 WEDGE BOLTS)
MISPLACED
EMBEDDED TRUSS ANCHOR
YPICAL
TRUSS/
TYPICAL ROOF
SSSIG—IRDER
CONNECTOR(S)
2a 2b ��
SCALE 3/4"=1'-0"
GIRDER CONNECTORS)
SCALE:3/4"=,'-0"
(2) 2X4 No.2 SYP DIAG.
2x4 BLOCKING BETWEEN
BRACE W/ (3) 12d @ EA.
TRUSSES WHERE
3/4" T & G SUBFLOOR GLUED AND
TRUSS (DIAG. BRACE TO
X-BRACING IS PRESENT AT
SCREWED AS PER SCHEDULE
COVER 5 TRUSSES)
4'-0" O.C. (AT SHEATHING
LSTA12 20 GAUGE
SEAMS)
W/ 10dxl/2 HPG COMMON NAILS.
0'-0" TO 30'-0" (1) "X" BRACE
@ EACH END TOTAL OF 10
6'-0 MAX
30'-l" TO 60'-0 (3) "X" BRACE
"X"
SECURE 2x8 PT. PLATE
(1) BRACE @ CENTER
A
PER ELEVATION
FLOOR
SEE PLAN
(2) "X" BRACE DIVIDED EQUALLY
ANCHOR BOLT W/ 2"
GIRDER
FOR LOCATION
Iz
FROM CENTER TO END.
WASHER SET IN HIGH
2x WOOD FASCIA,
STRENGTH EPDXY 6"
SEE ARCHITECTURAL
MIN. EMBED, AT 32" OC
1x4 DIAGONAL
MAX.
ALk
BTM. CHORD
PRE-ENG GABLE TRUSS
SECURE GABLE TO 2x8
PER ELEVATION
BRACING, SEE
P.T. PLATE W/ 12d's 8"
PRE-ENG FLOOR TRUSS
w
PLAN FOR LOCATION
MAY NOT BE
STIFFBACK (AS PER
O.C. MAX
5/8" GYPSUM BOARD OR 1/2" HIGH
BOARD
o j a
Itti
REQUIRED
TRUSS ENG)
2x4 SECURED W/
STRENGTH LG. BOARD
iv
(2) 10d's @EACH TRUSS
(2) 1 O
TO BE INSTALLED @
SECURE TRUSS TO TOP PLATE w/ (2)
BTM. CHORD OF
10'-0" O.C. M
16d TOENAILS
WOOD ROOF TRUSSES
HTT4 W/ 5/8" A.B. WITH
-
DOUBLE TOP PLATE
MIN. 7" EMBEDMENT
TO SLAB & (20) 16d x
SEE SCHEDULE FOR
2x4 OR 2x6 WOOD BEARING
2-1/2" NAILS TO POST.
BOND BEAM REQ.
WALL W/ SYP No 2 STUDS SEE
POST TO SIT DIRECTLY
PLANS FOR SPACING. SINGLE
ON SLAB
BTM. PLATE TO BE PT.
1z
PROVIDE DBL. TOP PLATE
1x4 BTM. CHORD
END WALL OR OTHER
PROVIDE BLOCKING
a °
BRACING 6'-0" O/C
END TYPE CONDITION, IF
1/2" GYP. WL. BD
4
4 a a
°
MAX., SECURED W/
DEPICTED SEE PLAN
a
, :
(2) 10d COMMON
• � a • a
a
NAILS AT EACH
BTM. CHORD BRACING
BLOCK WALL W/ GABLE
END
CHORD
INTERSECTION TYP. 6
SCALE:3/4"=1'-0"
7 PRE-ENG'D TRUSS
SCALE:3/4"=1'-O"
GIRDER/VVOOD
POST CONNECTIONS
5
4 - a
4
a
4
• a
°
0
5'EDGE CENTRAL
FLOOR TRUSS CONNECTION @ L.B.W.
4 SCALE:3/4"=,'-O"
(NO UPLIFT)
G
G SPACING
SPACING
TRUSS BRG. OR BTM.
CHEDUL SCHEDULE SSEE FRAMING PLAN
6" 7"
7" 6" 7" 7" 5" 5" 5"
ui
q
tO O q °. O Pei09i q
THE USE OF ALTERNATE MATERIALS
MAY BE
SEE SCHEDULE FOR BOLT
SIZE SEE LEDGER SCHEDULE
NOTCH DEPTH 1/4*D
w
5 1/2" MIN. EMBED. (TYP)
USED SO LONG AS THEY CONFORM TO THE
HOLE EDGE >5/8"
1. ENSURE THAT F=XP. BOLTS ARE PLACED INTO
FOLLOWING
HOLE DIAMETER
GROUTED CELLS, 8" ALL AROUND BOLT.
< 2/5*D SGL. STUD
z_ 2. ALL BOLTS TO HAVE WASHERS
1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
OUTER 1/3 OF
3. EXP. BOLTS SHOULD NOT BE ANY CLOSER
A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
SPAN ONLY
D/E C A 8z
THAN 6" O/C.
Z_ 4. IN LIEU OF HILT1 PAF'S, 1/4" DIA. x 3" MASONRY
EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES
HOLE EDGE >5/8"
A - USP THDH26 G < 1200 LBS, U < 1280 LBS W/ (1) 3/4"° USP WEDGE -BOLT, 5" MIN.
00 SCREWS (TAPCONS) MAY BE USED, SAME
AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
EMBED (20) 16d GALV. COMMON NAILS AND (8) 16d VALV. COMMON NAILS, FL#17232
SPACING REQUIREMENT.
THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT
TO
-
B - USPTHDH26 G <
2400 LBS U < 1425 LBS W/ (2) 3/4"° USP WEDGE -BOLT 5" MIN
(2) _ PT
UGT2 FL#17240 ROOF TRUSSES ARE SUBJECT
TO UPLIFT F1
EMBED (20) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
C - USP THDH28-2 G < 2400 LBS, U < 2560 LBS W/ (2) 3/4"° USP WEDGE -BOLT, 5" MIN.
EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
D - USP THDH28-2 G < 4800 LBS, U < 2650 LBS W/ (4) 3/4" USP WEDGE -BOLT, 5" MIN.
BTM. HOLE DIAMETER EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
PLATE < 3/5*D DBL. STUD E - USP THDH28-3 G < 4800 LBS, U < 2650 LBS W/ (4) 3/4"° USP WEDGE -BOLT, 5" MIN.
EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
WOOD LEDGER
9 ATTACHMENT DETAIL
SCALE: 3/4"=1'-0"
TCHING
A USP RT16A (FL#17236) OR L ( }. ,
AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO F1 AND F2 FORCES.
ALTERNATE MATERIALS
STUD NO 11
SCALE:
AND BORING LIMITS 10 WOOD LEDGERGDETAIL
8 SCALE: 1 1/2"=1'-O"
LEDGER SCHEDULE
MARK
SIZE
BOLT SIZE
5 EDGE SPACING
CENTRAL SPACING
A
DOUBLE 2x8
1/2"
8" O/C
8" O/C
16" O/C
B
DOUBLE 2x8
3/4"
24" O/C
C
DOUBLE 2x10
1/2"
8" O/C
16" O/C
D
DOUBLE 2x10
3/4"
8" O/C
6" O/C
6" O/C
24" O/C
E
DOUBLE 2x10
3/4"
16" O/C
F
DOUBLE 2x12
3/4"
12" O/C
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
W
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S BDIV. 8c LOT:
CREEKSIDE
LOT 36
P ROJECT�j: :04321.000 036R1
MODEL:
VI 4EHB
2605—HAYDEN"
GA CAGE iSTnN'G:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
INA 05/23/18
SHEET
S3. 1A
File GvF-,
USP LFTA6 W/
(16) 8d COMMON NAILS 2x STUDS
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 10d @ 3" O.C. #8 WOOD SCREWS x 2"
FLOOR DECK EACH END OF "BUNDLE" STAGGERED UPPER PLY INTO 2x6 III
OF STUDS BELOW #8 WOOD SCREWS I = STAGGERED III
AS SHOWN
PLYWOOD FLOOR
x 2" LONG @ 3" O.C.; �N I DBL 2X8 LEDGER
SHEATHING STAGGERED OFF }II TO CMU W/ 1/2" EXP. BOLT
CENTERLINE OFF 2x6;
8" CMU WALL 314" AS SHOWN 8" CMU WALL AT 16" O.C. AND 8" FROM }II
REINF PER PLAN REINF PER PLAN END W/ MIN 5-1/2" EMBED.
USP A3 EA. FLOOR DECK
e /4 !4
TRUSS 3 PER ELEVATION
PER ELEVATION
O �� NAILING PATTERN O
ao z Qz NAILING PATTERN
_ 90
Wmom=
o nQ
OQW
PER ELEVATION N m PER ELEVATION N m=z
2x6 PT TERMINATION 7 PRE-ENGINEERED WOOD
2x4 STRONGBACK SECURED TO BLOCKING SECURED TO WALL PRE-ENGINEERED WOOD 2x4 P.T. CEILING 1/1 24 MA FLOOR TRUSSES (SEE
NAILS
EACH TRUSS W/ (3) 16d COMMON PROVIW/ (6) 3/16" ° x 4 TRPCONS FLOOR TRUSSES (SEE NAILER W/ FRAMING PLAN)
SPLICE LLOCADE 2-TRUSS LAPTED EITHER OP OR 1X2 FIRE -STOP DBL 2X LEDGER
FRAMING PLAN) MASONRY NAILS
USP SPTH4/SPTH6 BTM.
@ 12" O.C.
BOTTOM OF FLOOR TRUSS, SEE SCHEDULE
TYPICALLY 10'-0" BUT REFER TO FLOOR TRUSS OR PLATE STRAPS W/ 10d x 1 1X2 FIRE -STOP
TRUSS ENGINEERING GIRDER TRUSS
1/2" HDG NAILS FL#17239 SECTION DETAIL SECTION DETAIL
2x4 STRONGBACK, WALL / FLOOR FRAMING, AT TRUSSES BEARING AT TRUSSES PARALLEL
FLOOR BRACING 2 TRUSS PARALLEL TO WALL 3 ON EXTERIOR WALL &TQO EXTERIOR WALL
1 SCALE:3/4"=1'-0" SCALE 3/4"=1'-0" SCALE 3(4"=1'-0' SCALE:3/4"=l'-0"
2x STUDS PER PLANS 2x STUDS PER PLANS
DBL PT 2x6 BLK'NG BETWEEN
TRUSSES W/ 10d @ 3" O.C. 1 ST PLY FLOOR DECK 2x4 CONT. W/ (8) 16d NAILS
INTO LEDGER AND 10d @ 3" O.C. #8 WOOD SCREWS
STAGGERED UPPER PLY INTO 2x6 x 2" LONG @ 3" O.C.; 2x4 BLOCKING @ EA. BRACE. (TTOP FLR TRUSS
III TOENAIL INTO TRUSS W/ (4) 16d STRUCTURAL SHEATHING (TOP 2X4 SUPPORTS BT.
STAGGERED OFF PLATE OF 2ND FLR)
BELOW MUST NOT BREAK WITHIN
CENTERLINE OFF 2x6; Ilnl'II} NAILS @ EA. END
3/4" AS SHOWN 2x4 BRACE @ 48" O.C. w/ (5) 12d V-4" MIN. FROM 2ND. FLR. FLOOR DECK
NAILS @ EA. END LINE 2x6 CONT. W/ (8) 16d NAILS
DBL 2X8 LEDGER 8d RING SHANK NAILS @ 4" O.C. MAX
8" CMU WALL @ BT. OF FLOOR TRUSS
TO CMU W/ 1/2" EXP. BOLT III
AT 16" O.C. AND 8" FROM INTO BLOCKING (BT. 2X6 IS FOR WALL
REINF PER PLAN END W/ MIN AND EMBED.IL 1f)d NAILS @ 8" O.C. MAX SHEATHING NAILER)
1X2 FIRE -STOP
PER ELEVATION rL FLOOR DEC 3/4" PER ELEVATION PER ELEVATION
O NAILING PATTERN
z
Lu m 00 Ua
O 0Lc)W
m rz PER ELEVATION PER ELEVATION
PER ELEVATION
24" MA PRE-ENGINEERED WOOD PRE-ENGINEERED WOOD
2x4 P.T. CEILING FLOOR TRUSSES (SEE FLOOR TRUSSES (SEE
NAILER W/ FRAMING PLAN) PRE-ENGINEERED WOOD FRAMING PLAN)
MASONRY NAILS FLOOR TRUSSES (SEE
SEE SCHEDULE FOR SEE SCHEDULE FOR USP HTA16 @EVERY
@ 12" O.C. REPAIR DETAIL I F FRAMING PLAN) BOND BEAM REQ. BOND BEAM REQ. TRUSS (VERIFY W/
1X2FIRE-STOP LEDGER INSTALLED TOO LOW USP HTA1 6 @ 32" O.C.. TRUSS MAX. FL#17680
7680
AT TRUSSES PARALLEL (VERIFY W/ TRUSS SECTION DETAIL
TO EXTERIOR WALL PLAN)FL#17680 AT PARALLEL / PERPENDICULAR
5 SCALE:3/4"=r-o" 6 PRE-ENG FLOOR TRUSSES 7 NOT USED
SCALE: 3/4"=1'-0"
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT STRAP TRUSS TO PL. MPRE-ENGOOF TRUSSSHEATHING SEAMS) (BLOCKING PRE-ENG'D SEE SCHED. BELOW
NOT SHOWN FOR CLARITY) TRUSS ) @ 24" O.C.
M
0
2X4 DIAGONAL BT ORD PER ELEVATION
BRACING. SEE PLAN FO
FOR STRAPPING PRE-ENG ROOF TRUSS
LOCATION VERIFY
URE 2x8 PT. PLATE TO BLK W/ TRUSS PLAN TRUSS TO TOP PLATE 5/8" GYPSUM BOARD OR 1/2" HIGH
SEC
W/ U DIA. ANCHOR BOLT BL 2° A - USP MTW-12 U < 1195 LBS STRENGTH CLG. 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 707
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/
FILL ALL HOLES, DO NOT USE 1/2"x9" WEDGE ANCHOR W/ 2"
CONT. 2x4S EDW!(2)10d's@EACH 10dx3" WASHER SET INHIC3HSTRENGTH UTRUSS TO BE INS D @ 10,-0,, O.C. MAX. EPDXY 5-1/2" EMBED. MIN. @ 16" sssi��
OC MAX.
GABLE END BRACING W/PRE-ENG
GABLE TRUSS @ CMU WALL a4 TRUSS TO POST CONNECTION
$ SCALE: 3/4"=1'-0" a° v A - USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAILS. FL#17244
• 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
SCREWS TO POST FL#17240/FL#172419
TRUSS CONNECTION L.B.W. POST TO SLAB CONNECTION
9a 9b SCALE: 3/4"=V-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 6" 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 BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.a bdesigngrou p.com
AA #: 0003325
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SVSDIY. ae LOT:
CREEKSIDE
LOT 36
PROJECT*
04321.000 036R1
MODEL
4EHB
"2605-HAYDEN"
0ARAGE ST INC;:
RIGHT
PACs E:
DETAILS
60 MPH EXP.
17A L,2u:
SCALIE: 1/4"=11— 0"
S -IEEET 3. B
File Copy
39'-8"
17'-4"
14'-0"
1
4
2.1
2.1
0
0
J
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0
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10'-0 3/4"
_
TOP OF DECK
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0 Ell
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10'-0"
i
8'-0"
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5'-4"
12'_4"
18'-0"
21'-8"
39'-8"
SECOND FLOOR
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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SUSDIV. & LOT:
CREEKSIDE
LOT 36
PROJECT#
04321.000 036R1
MODEL
4EHB
"2605—HAYDEN"
GARAGE SMMG:
RIGHT
PAGE:
SECOND
FLOOR PLAN
60 MPH EXP.
D TE 05/23/18
SCALE: 1/4$$=1'-0"
E Is
File Cop)
LAP TOP PLATE A MIN. OF 4t
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O.C. BTM
LAP TO OCCUR OVER STUD
3/4" DIA. x 8" MIN. EXPANSION
BOLT W/ 3x3 OVERSIZED
WASHERS PLACED 16" O.C. 4"
MIN. CONC. EMBEDMENT
2x MID -HEIGHT BLOCKING -
AND ANY PLYWOOD SEAMS
W/ (2) 16d TOE -NAILS, EACH
END
USP RT16A W/ IOdx 1 1/2"
GALV, COMMON NAILS, FILL
ALL HOLES
FL#17236
rLA I C .7rLIUL NUJ I
OCCUR OVER STUD.
4"
�TYP.
SEE SCHEID
OR # STUDS
Q
UNDER
HEADER
ro
SEE SCHED -
FOR # FULL
HEIGHT
2x STUDS
mm
I
2x HEADER SEE PLAN FOR SIZE
AND QUANTITY PROVIDE 1x
WOOD OR 1/2" PLYWOOD
FILLER(S). NAIL ALL TOGETHER
W/ 16d COMMON NAILS,
2-ROWS, 6" O.C.
SHORT2xSTUDS
BETWEEN HEADER ABOVE AND
FRAMING DIRECTLY ABOVE
WINDOW
SHORT 2x STUDS
BENEATH WINDOWSILLS
2x HEADER SEE PLAN FOR —
SIZE AND QUANITY
PROVIDE 1x WOOD FILLER(S).
NAILS ALL TOGETHER W/ 16d
COMMON NAILS, 2-ROWS, 6"
O.C.
Vy NAILS,(7) EACH END TOTAL OF 14
NAILS. APPLIED TO INSIDE FACE
ONLY FL#17244
(1) 2x FLAT TOE NAILED TO
JACK STUDS
4" 3X3 OVERSIZED WASHERS PLACED
TYP. 32" O/C 6" MIN CONC.EMBED.
iRil1� Imvi!
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
PLYWOOD SHEATHING, SEE
"ROOF/WALL/FLOOR SHEATHING
FASTENER SCHEDULE"
546
4" -
TYP.
DBL.TOP PLATE
CONT.
2x6 BLOCKING FOR SHUTTER
INSTALLATION, PROVIDE 1/2"
PLYWOOD FILLER(S). NAIL
ALL TOGETHER W/ 16d
COMMON NAILS, 2-ROWS, 6"
O.0
(1) 2x6 FLAT TOE NAILED TO
JACK STUD 2x NAILED INTO
INSIDE AND OUTSIDE PLY OF
FILLER BELOW W/ 16d
COMMON NAILS, 6" O.C.
2x6 BLOCKING FOR SHUTTER
INSTALLATION. PROVIDE 1/2"
PLYWOOD FILLER(S). NAIL
ALL TOGETHER W/ 16d
COMMON NAILS, 2-ROWS, 6"
C-C SPACING
NAIL STUDS
TOGETHER W/
12d0-6"O.C.
2x MID -HEIGHT BLOCKING
AND ANY PLYWOOD SEAMS
W/ (2) 16d NAILS EACH END
16" MAX.
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
PLYWOOD SHEATHING, SEE
"ROOF/WALL/FLOOR SHEATHING
FASTENER SCHEDULE"
' 7250SD
NIMUM
T INTO GROUTED
)M ENDS AND
'TICALLY MAX
W/
C.
C2
(3) 2x12 HEADER PROVIDE
1/2" PLYWOOD FILLER(S). NAIL
ALL TOGETHER W/16d
COMMON NAILS, 2-ROWS, 6"
O.0
DBL. TOP PLATE
CONT.
- III II II II II II
I► IIII � -
I
� I� I�
IIII
(5) 2x STUDS IN CORNER. NAIL
THE (3) CORNER STUDS
TOGETHER W/ 16d NAILS, 3"
O.C.
2x ;STUDS
SPACING SPECIFIED
ON PLANS
(4) 2x STUDS IN CORNER. NAIL
THE (3) CORNER STUDS
TOGETHER W/ 16d NAILS, 3"
O.C.
NUMBER OF HEADER STUD SUPPORTING HEADER ON EACH SIDE
NUMBER OF KING STUDS
EACH END OF HEADER
SPAN
HEADER SIZE
(2) 2x6
(3) 2x6
(2) 2x8
(3) 2x8
(2) 2x10
(3) 2x10
(2) 2x12
(3) 2x12
STUDSPACING @ 16" O.C.
STUD SPACING @ 24" O.C.
0 - 2 ft
Lu N
n.
0
(D
0
U
d
2 2x4
2 2x4
2 2x4
(3) 2x4
(3) 2x4
SEE PLAN
SEE PLAN
SEE PLAN
SPAN
KINGS
SPAN
KINGS
2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(3) 2x6
0 - 2 ft
1
0 - 2 ft
1
3 - 4 ft
2x4
2x4
2 2x4
(2) 2x4
(2) 2x4
(3) 2x4
(3) 2x4
SEE PLAN
3 - 4 ft
2
3 - 4 ft
2
2x6
2x6
2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
5- 6 ft
2x4
2x4
2x4
2 2x4
2) 2x4
(2) 2x4
2 2x4
2) 2x4
5- 6 ft
3
5- 6 ft
2
2x6
2x6
2x6
2x6
2x6
(2) 2x6
(2) 2x6
(2) 2x6
7 - 8 ft
3
7 - 8 ft
3
7 - 8 ft
2x4
2x4
2x4
2x4
2 2x4
(2) 2x4
(2) 2x4
(2) 2x4
9-loft
5
9-loft
3
2x6
2x6
2x6
2x6
2x6
2x6
2x6
(2) 2x6
9-loft
2x4
2x4
2x4
2x4
2 2x4
2) 2x4
(2 2x4
2 2x4
10 - 12 ft
5
10 - 12 ft
4
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x6
10 - 12 ft
2x4
2x4
2x4
2x4
2x4
2 2x4
2 2x4
(2) 2 x4
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x6
TYPICAL EXTERIOR WOOD FRAME
WALL CONSTRUCTION DETAIL
NAIL STUDS
TOGETHER W/
12d @ 6" O.C.
EXTERIOR MASONRY / WOOD
CONNECTIONS
C! AI C. A A Mil - AI All
1/2" DIA. USP 7250SD
BOLTS 5" MINIMUM
EMBEDMENT INTO GROUTED
CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
L
0
WHIT, �:�
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
NAIL STUDS
TOGETHER W/
12d@6"O.C.
PLYWOOD SHEATHING, SEE —
"ROOF/WALL/FLOOR SHEATHING
FASTENER SCHEDULE"C3
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
I
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W
a
W
4
F
svHDIV. 8e LOT:
CREEKSIDE
LOT 36
PROJECT#
04321.000 036R1
MODEL:
4EHB
"2605—HAYDEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
ARCHITECT-
STATE OF FLORIDA
ON 18
A AMUC ACRA
AR NO 93723
NT
D TE:: 05/23/18
SCALE: 1/4"=1'-0"
SHEET
S4.IA
file Copy
* 37'-T
— - 33'-8„
27'-8"
23'-4"
16'-4"
11'-2"
7 6-2"
2'-4°
0 0 0 0 0 0
1
r-
0
in
o
N
N
0
N
0
co
'Kill,01
N
"v
0 N
N
o
Lo
o LC— o a a 09
3 4 I. i rl
10'-4"
2'-g"
L — — — — — — — — J 5-4.
SECOND FLOOR DOWEL PLAN
SCALE: 114" = V-0"
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
v
W
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W
4
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SU'SDIV. ee LOT:
CREEKSIDE
LOT 36
PROJECT#
04321.000 036R1
MODEL:
4EHB
"2605—HAYDEN"
GAi2AGE S'rrMG:
RIGHT
PAGE:
SECOND FLOOR
DOWEL PLAN
60 MPH EXP. C
DATE: 05/23/18
SC ATM: 1/4"=12-0"
SIMET
S4,2
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 DESIGNEE) BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
SIZE &
REMARK
DESCRIPTION
1U
(2) 2X8
BEAM SCHEDULE
RRRRRM 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
fc
(psi)
SIZE
W'xH'
REINFORCEMENT
STIRRUPS
REMARKS
E3TM.
TOP
MID
SIZE
SPACING
B61
MASONRY
3000
8x16
—
(1)#5
(1)#5
N/A
—
GROUTED SOLID
BB2
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
"CAST-CRETE" SAFE
LOAD TABLES
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
1
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS FOR
U-LINTELS
SAFE UPLIFT
LOADS
FOR 8"
PRECAST & PRESTRESSED U-LINTELS
*Mr4mA
SAFE LOAD -POUNDS PER LINEAR FOOT
*wwm
SAFEPLLOAD�
SAFE LOAD -POUNDS PER LINEAR FOOT
TYPE
LENGTH
8U6
8F808
BF12-OB
BFi6-OB
BF20-OB
BF24-0B
BF28-OB
8F32-0B
TYPE
LENGTH
8U8
8F8
RCM
TYPE
LENGTH
BFB-1T
BF12-iT
8Fifi-1T
BF20-1T
8F24-1T
BFZB-1T
8F32-1T
8F8 1B
8F12-iB
8F76-18
8F20-18
BF^4-1B
6054
MBAs
BF32-18
BF8-2T
8F12-2T
8F16-2T
8F20-2T
8F24-2T
8F28-2T
8F32-2T
3'-T (42') PRECAST
2231
3069
3719
5163
6607
9502
10951
T-T (421 PRECAST
1025
1024
1598
3'-6" (42') PRECAST
1569
26"
3524
4394
5263
6132
7001
3009
4605
6113
7547
9674
10394
11809
is6s
26s5
3524
a3sa
5263
8132
7001
4'-0" (48') PRECAST
1986
2561
2751
3820
4890
6961
7034
8107
4'-0" 48' PRECAST
( )
765
763
1309
4'-0'" (48') PRECAST
1363
2305
3060
3815
4570
5325
6079
2693
4805
8113
7547
8674
10394
11809
1363
2305
3060
3615
4570
5325
6079
1969
2110
2931
3753
076
5400
6224
1207
2040
2707
3375
4043
4711
5379
4'-6" (54') PRECAST
1599
2189
4375
6113
7547 A072
1 10294
11809
4-6 (54) PRECAST
592
591
1073
4-6 (54) PRECAST
1207
2040
2707
3375
4043
4711
5379
5'-4" (64') PRECAST
1217
1349
1438
1999
2560
3123
3686
4249
5'-4" (64") PRECAST
411
411
745
54" (64") PRECAST
1016
171 n
2276)e)
2838
3399
3961
4522
1663
3090
5365
7547 t3s)
7-42(is)
8733:;=,,
10127s)
1016
1715
2276
2838
3399
3961
4522
5'-10" (70') PRECAST
1062
1105
1173
1631
20s0
2A49
3009
3470
5'-10" (70') PRECAST
340
339
616
5-10" (70') PRECAST
909
1587)
2080,13)
2593 )
3107p
3620 ,)
4133 p
1451
2622
4380
7166)ns)
BP3G))y)
7161,.;,
8326 izo)
929
1587
2080
2593
3107
3620
4133
6-6" (78") PRECAST
908
80
30307
4383
5061
6'-6" (78") PRECAST
507
721
490
6'-6" (78') PRECAST
836 ),2
1407,23,
186g2,)
2329,a
2790pe
3251„
3712)12)
1238
77
217777
1
34
1
e3 60
103943)
8825(14)
835
1407
1868
2329
2790
3251
3712
T-6" (90') PRECAST
743
loll
1729
2632
2205
2098
3191
3685
T-6" (90") PRECAST
42L
534
363
T-6" (90") PRECAST
727 3)
106atze
16242,
2025
2426�
2627 z�
32262a)
1011
1729
2661
3898
psi
8467,,,
6472))5)
727
1224
1624
2025
2426
2627
3228
9'-4" (112') PRECAST
55q
699
1160
1625
2564
3486
2818
3302
9-4" (112') PRECAST
326
512
230
9-4- (112') PRECAST
591
708 .5
1136 a
1474 3e
181534
2157 30
2500 34
752
1245
1843
2564
3486
4705,37,
6390(47)1
591
682
1318
1643
1969
2294
2819
10'-6" (126") PRECAST
475
535
890
1247
2093
2777
2163
2536
10'-6" (126") PRECAST
284
401
180
10'-6" (126") PRECAST
530
575 ,
916
1188,33
146133
1736)33
201133)
643
1052
1533
2093
2781
3643C)
4754,,)
530
695
1180
1472 (4)1783
m
2055
2346
11'-4" (136") PRECAST
362
582
945
1366
1846
2423
3127
4006
11'-4" (136') PRECAST
260
452
54
11'-4" (136') PRECAST
474
504 ,z
800(3z)
1037(32
1274)32)
1513)32)
175332)
582
945
1366
846
2423
3127
4006
494
607
1042tm)
137211)
1643 8
1915ts)
2187 )9
12--0" (144") PRECAST
337
540
873
1254
1684
2193
2805
3552
12'-0" (144') PRECAST
244
402
137
12'-0" (144') PRECAST
470 a
458;
724,31
936 2
115 32
1369(321,
1565(32)
540
1 B73
1254
664
2193
2805
3552
470
550
940 ,0
1302 ,s
1560p)
181&n)
2075 i0
13'-4" (160") PRECAST
296
471
755
1075
1a26
1838
2316
28B3
13'-4" (180') PRECAST
217
324
i0
13'-4" (160') PRECAST
418 )y
386 2)
607 30
785 30
964 30
114331
1323 )
471
755
1075
1428
1038
2316
2883
428
460
760 (9)
1159 )
1418(2o)
165as)
188707)
14'-0" (168') PRECAST
279
424
706
1002
1326
1097
2127
2630
14'-0" (168') PRECAST
205
1
293
00
1
14'-0" (168') PRECAST
384 is)
358 tzi)
560 po
724 3o)
889 t3o)
1054 30
1220 )
442
708
1002
1326
1097
2127
2630
410
425
717 i2
106321)
1358 23)
158222
18072))
14'-8" (176') PRESTRESSED
N.R.
NR
NR
NR
NR
R
NR
NR
14'-8" (176") PRESTRESSED
N.R.
284
91
14'-8" (176') PRESTRESSED
z39
33a )
E 28
srz23)
azs29
97823)
113130)
458
783
1370
1902
2745
2517
2712
246
395
883
980)2o)
130328
1518+8
173424
164" (184') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
15'4" (184") PRESTRESSED
N.R.
259
83
15'-4" (184.) PRESTRESSED
224
313
486
627 )�
769 z»
911 ae,
1054p)
412
710
1260
1733
2058
2320
2513
230
368
616
908 (20)
12402e
1460 2v
1668(28)
17'-4" (208') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
17'4" (208') PRESTRESSED
N.R.
194
64
17'-4" (208') PRESTRESSED
187
263 10
405 28
521 27
638 2
758 2
873 27
300
548
950
1326
1009
1849
2047
192
306
506 ta)
740 ),3)
100527
127131
1473 ,
19'-4" (232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
19'-4" (232") PRESTRESSED
N.R.
148
52
19'-4" (232") PRESTRESSED
162
229 „
348 )26
447 )2s)
547 ),$)
647 26
747 26
235
420
750
1037
1282
1515
1718
166
263
429 )
623 (18)
841 (26)
10593q
1227)30)
21'-4" (25T) PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
21'4" (256") PRESTRESSED
N.R.
125
42
21'-4" (256') PRESTRESSED
142
204,e,
307 23
39323)
48023)
56824)
6552
180
340
598
845
1114V
1468
142
232
373 p)
537 (n)
721 25
905 29
1048 23
22'-0" 264'
( ) PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
22'-0" 264" PRESTRESSED
( )
N.R.
6
40
22'-0" (264') PRESTRESSED
137
197 is
295 2
379 23
462 23
546 23
630 3
16s
315
550
794
139s
137
223
353
513 r
688 -a
883 2e
999 tze)24'-0"
(288') PRESTRESSED
N.R.
NRNR
NR
NR
;IM407
R
NR
24'-0" (288') PRESTRESSED
N.R.
91
33
24'-0" (288') PRESTRESSED
1za
n9.,°)
zs7 2,)
3a22,)
a1s ,)
a9z 2,
567a2)129
250
450
654
684
1222
124
202
319 p)
455 0s
606 3)
757 zn
876 �)
(#} THE NUMBERS IN PARENTHESIS
REDUCTIONS FOR GRADE
40 FIELD
ARE
ADDED
PERCENT
REBAR.
(#) THE
REDUCTIONS
NUMBERS
IN
FOR GRADE
PARENTHESIS
40
ARE
FIELD ADDED
PERCENT
REBAR.
- ALL VALUES TAKEN FROM "SAFE LOAD TABLES" BY CASTCRETE MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E,C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 16-0126.03
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-------
SECOND FLOOR LIFT BEAM PLAN
SCALE: 114" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
N
v
y
A
F
C:
ti
SUDDIV. de LOT:
CREEKSIDE
LOT 36
PROJECT#
04321.000 036R1
MODEL•
4EHB
"2605—HAYDEN"
CdARAGE SPYING:
RIGHT
PAGE:
SECOND
FLOOR
LIFT BEAM
PLAN
60 MPH EXP. C
` 05 23 18
DATE:
SCAXM: 1/4"=1'— 0"
SHEET
S 5
File co,,-,,
COLUMN SCHEDULE
MARK
SIZE &
BASE PLATE OR
REMARK
DESCRIPTION
REINFORCEMENT
WD-1
4X6 (3 Y"x5 Y") SYP.
PAU46 W/5/8" DIA x 5"
51S3.tA
PT., WOOD POST
EXP. BOLT
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.
TRUSS MANUFACTURER / ENGINEER NOTES: II II II II II II (I II II I) I II (I �I II II
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE = II II II II II II it II II II II a II II II p =
FABRICATED W/ A 2x6 BTM. CHORD (MIN.) II II (I I) II II I (I II (I II I)
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. — - II II II II II II II a II a II II II II = —
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS. 2 PLY 1C GT 1C 2 PLY
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. U:-2072 31 U:-2040
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN. G: 3113 3'1 G: 3084
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ROOF FRAMING PLAN
SCALE: 1/4" = 1'-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-7746078
FAX: 407-7744078
www.abdesigngroup.com
AA #: 0003325
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FRAMING
PLAN AND
NOTES
60 MPH EXP. C
D TE�., 05/23/18
SCALE: 1/4"=11— 0"
SHEET
(1 OR 2) USP RT16A WHEN INSTALLING (1) USP
RT16A ON THE INSIDE
TRUSS ANCHOR WITH (1 OR 2) USP LUGT2
1Odx1 1/2" HDG NAILS TO FASTEN EACH STUD TO DBL. TRUSS ANCHOR WITH
TRUSS AND 10dx3" HDG TOP PLATE Wt USP SPT24 PLYWOOD SHEATHING, SEE PLYWOOD SHEATHING, SEE
NAIL PER MANUF. SPECS. "ROOFNVALL/FLOOR 10dx1 1/2" GALV. COMMON "ROOFNVALL/FLOOR
NAILS TO SHEATHING NAILS, FILL ALL HOLES. SHEATHING
TOP PLATE. FIRST ONE FASTENER SCHEDULE" FIRST ONE FASTENER SCHEDULE"
APPLIED TO INSIDE FACE APPLIED TO INSIDE FACE
OF WALL. IN ADDITION, OF WALL. IN ADDITION,
ADD (4) 16d TOE -NAILS, 2 ADD (4) 16d TOE -NAILS, 2
EACH SIDE OF TRUSS. EACH SIDE OF TRUSS
2x WOOD FASCIA SEE 2x WOOD FASCIA SEE Z
ROOF TRUSS UPLIFT
ARCHITECTURAL 2x6 ARCHITECTURAL 2x6
CONNECTOR NOT SHOWN
SECURED W/ (2) 16d SECURED W/ (2) 16d FOR CLARITY (SEE SHOP
GALV. COMMON NAILS. ENGINEERED WOOD GALV. COMMON NAILS. ENGINEERED WOOD DWGS.)
1x2 SECURED W/ 1 Od TRUSSES @ 24" O/C, 1x2 SECURED W/ 10d TRUSSES @ 24" O/C,
GALV. COMMON NAILS SUBMIT SHOP DRAWINGS GALV. COMMON NAILS SUBMIT SHOP DRAWINGS FASTEN EACH STUD TO
12" O/C FOR REVIEW 12" O/C FOR REVIEW DBL. TOP PLATE W/ USP
AND APPROVAL AND APPROVAL SPT24 NAIL PER MANUF.
SPECS.
2x STUDS 2x STUDS INi
2x BLOCKING 2x BLOCKING
AT ALL PLYWOOD A ALLOWABLE UPLIFT = 1160 LBS (1 STRAP) AT ALL PLYWOOD
SEAMS B ALLOWABLE UPLIFT = 2320 LBS (2 STRAPS) SEAMS A ALLOWABLE UPLIFT = 2260 LBS (1 STRAP) TOP PLATE ROLLOVER
B ALLOWABLE UPLIFT= 4520 LBS (2 STRAPS) STRAP DETAIL 3 SCALE: 3/4"=,'-0" 4 NOT USE D
TYPICAL TRUSS/GIRDER CONNECTORS) TYPICAL GIRDER/TRUSS CONNECTORS)
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'Z' O.C. (AT 0
SHEATHING SEAMS) (BLOCKING
NOT SHOWN FOR CLARITY) PRE-ENG'D WOOD
TRUSS (TYP) @ 24" O.C.
MAX
2X4 DIAGONAL BT ORD FOR STRAPPING
VERIFY
BRACING. SEE PLAN FO W/ TRUSS PLAN
LOCATION e
SECURE 2x PLATE TO WALL
W/ 3/8"x6" THRU-BOLTS @
32" O.C. MAX THEN SECURE
GABLE TO 2x4 PLATE W/
12d's 8" O.C. MAX OR
SECURE GABLE TO DBL TOP
PLATE W/ USP HGAIOKT
@ 24" O.C. MAX
2x STUDS
C 2x4 SECURED W/ (2) 10d's @ EACH
TRUSS INSTALLED @ 1 U-0" O.C. MAX.
GABLE END BRACING W/ PRE-ENG
2x STUDS 5 GABLE TRUSS @ FRAME WALL
SCALE: 3/4"=V-0"
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
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HIP ROOF
ROOF WIND DESIGN PRESSURES
NET (GROSS) ASCE 7-10
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 SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
SHANK
8d
RING SHANK,
2 1/2"
0.120"
170,000
RING
(1 6-20 RINGS
SCREW SHANK
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 8d 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.
8d RING SHANK GUN NAILS @ 4" O.C.
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SPACES AT EACH END.
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ROOF SHEATHING ,
BUILDING LENGTH
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
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GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM 033. MAXIMUM AGGREGATE SIZE SHALL BE 3/4".
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
WOOD:
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBINGAND SITE DRAWINGS. CONSULT
PROVIDEMAIR ENTRAINED CONCRETE EXPOSEDTO EARTHORWEATHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF,
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS, APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
ALL EXPOSED EDGES OFCONCRETE ARE TO BE CHAMFERED 314'.
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI318-14 BUILDING CODE REQUIREMENTS
CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE 2 OR BETTER. -
- 1100 PSI AND A MODULUS OF
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MENCRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
IT
ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
R
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
DRAWINGS. SEAMS LAPPED 61NCHESAND SEALED WITH ADHESIVETAPE.
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
ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
FORMWORK:
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
CONTAINS MORE THAN 1/2" OF HEARTWOOD.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALETHE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THEAFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE WORK.
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
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
SYP #2.
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE MESH:
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS,
WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
WOOD TRUSSES:
TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
SEALED BYA PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFYALL DIMENSIONS PRIOR
REINFORCING STEEL:
CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A. AND SHALL BE HOT -DIPPED GALVANIZED.
ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
DESIGN .LOAD$:
SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
I
FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPIMITCA BCSI 1"
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
SUBJECT TO ENGINEER'S REVIEW.
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
20 psf TOP CHORD -non-concurrent
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
WOOD TRUSSES.
#5 BAR - 30" #7 BAR - 42"
10 psf BTM CHORD -non-concurrent
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
DEAD LOAD DEAD LOAD
FOR ADDITIONAL INFORMATION.
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.
16 psf TOP CHORD 20 psf TOP CHORD
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
(7lpsf w/ASPHALT SHINGLES) (10 psfw/ No GYPCRETE)
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
WALL.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
BALCONY LIVE LOAD 60 psf
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
{
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
WIND: DEAD LOAD SPEED =160 MPH 3• SECOND GUST
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
(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II)
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
SHOP DRAWING REVIEW:
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
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
MASONRY:
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY THE CONTRACTOR TVERIFY
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH,H, ELEVATIONS, DIMENSIONS, ETC.
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 5(fMS 402, BUILDING CODE REQUIREMENTS FOR
LICENSED PROFESSIONAL ENGINEER.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE,
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
PROVIDED BY THE TRUSS ENGINEER.
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
THE ENGINEER.
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
IN ALL INSTANCES, T1fiE
CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
CHECKED, UNLESS
HERWISE SPECIFIED IN WRITING BY THE ARCHITECT.
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ALL TRUSS TO TRUSS CONNECTIONS.
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPR86SIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
FOUNDATION/ SITE PREPARATION:
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
SPECIFICALLY
ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,
AGGREGATEAND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
,
CONNECTORS BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
TO CONSOLIDATE GROUT.
WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
OF AT LEAST 95% OF'THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
TYPE "M" OR''S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
LATEST CATALOG,
ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270, HORIZONTAL AND VERTICAL MORTAR JOINTS
THE OWNER SHALL RETAIN THE SERVICES OR AN INDEPENDENT GEO-TECHNICAL ENGINEER - -
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
-CELLS TO BE FILLED.
-
FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
REINFORCING.
CERTIFICATION THAT THE MINIMUM DESIGN IJEARING CAPACITY, AND THAT THE COMPACTION
REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEO-TECH. ENGINEER.
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONCRETE:
STRUCTURAL STEEL:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
2,500
500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
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,
CONTRACTOR SHALL SUBMIT PROPOSED MXDESIGNS, WITH HISTORICAL STRENGTH DATA
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
_
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUM' SHALL "
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP,
NOT EXCEED Y-4- PRIOR TOTHE ADDITION OFPLASTICIZER.
ANCHOR BOLTS AT 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
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTMC-940R
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
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 THATA BATCH IS HELD FOR LONGER THAN
90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF
THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OFANY NON COMPLIANCE WITH THE
ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. T FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
1-112" FOR #5 AND SMALLER
2"FOR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
3/4" FOR SLABS, WALLS AND JOISTS
1-112" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
FASTENER SCHEDULE
WINDOW AND
DOOR BUCK FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
T1'PE
SPACING
REMARKS
1x2 PT FURRING TO
CASE HARDENED COIL
81,O/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
91,0/C
WINDOW/D09R/FASTENED
GARAGE DOOR BUCK
1x PT, SEE NOTE 7
NAIL 1 1/2" LONG.
STAGGERED
INTO MASONRY/GONG,
TO MASONRY7CCNC.
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
WINDOWBUCH
CASE HARDENED COIL
all O/C
WINDOW/DOOR/FASTENED
METAL STRAP TO
CONTACT THIS ENGINEER FOR SPACING
1x PT, SEE NOTE
NAIL 112"LONG.
STAGGERED
INTO MASONRY/CONC.
MASONRY/CONC.
REQUIREMENTS
EXT. SWING DOOR
1/4"^
'TAPCOW
12" O/C
112"EMBED, 4" END.
NON -BEARING WOOD
12-
EXPANSION
4"EMBED. 4"END
BUCK 2x PT, SEE NOTE 7
NO WASHER
FASTNER
DIST., 11/2" EDGE DIST.
WALL TO CONC. SLAB
W/WASHER
BOLT
24 O/C
DIST„ 3" EDGE DIST,
2x PT WINDOW BUCK 0138" PAP x 2 1/8" 9" O/C 4" END. DIST, 1 1/2"
PT TO STEEL COL, SEE W/WASHER STAGGERED EDGE DIST_
NOTE7
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 NDIA
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 WOE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. ix MEMBERS ARE NAILED AND
2c MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
1441 N. RONALD REAGAN 8L
LONGWOOD, FL 32750
PH: 407-77"078
FAX:407-774-4078
www.abdesigngroup.com
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