HomeMy WebLinkAboutBUILDING PLANS PAGE 21-30PLYWOOD SHEATHING, SEE
A-USP DTC TRUSS ANCHOR "ROOFJWALL/FLOOR
B-(1) USP DTHA20 TRUSS ANCHOR (1 PLY) SHEATHING
WITH (18) 1 Od x 1 1/2" TO TRUSS PLYWOOD SHEATHING, SEE ENGINEERED WOOD FASTENER SCHEDULE" # 1175 UPLIFT USP
C- (2) USP TA20R TRUSS ANCHORS (2 OR "ROOF/WALL/FLOOR TRUSSES @ 24" O/C, HTWM20 W/ 10 1Od TO
MORE PLY) WITH (10) 10d x 1 1/2" NAILS TO SHEATHING SUBMIT SHOP DRAWINGS TRUSS AND (4) 114" x 2 1/4"
TRUSS.PROVIDE 5" MINIMUM CONCRETE FASTENER SCHEDULE" FOR REVIEW
EMBEDMENT. DEL STRAP, 1 EACH SIDE AND APPROVAL POURED
IN CL
POURED LINTEL
WRAPS UP AND OVER TRUSS (NOT SHOWN)
(2) USP TA20R TRUSS
# 1900 UPLIFT (2) USP
ANCHOR WITH (16) 10d HTWM20 INSTALLED ON PRE-ENG TRUSS
x 1 1/2" NAILS TO OPPOSITE FACES OF
TRUSS. PROVIDE 5" BLOCK WALL W/10 1Od TO
MINIMUM CONCRETE
TRUSS AND (4) 1/4" x 2 1/4"
EMBEDMENT. DEL TAPCONS TO CONT CONTINUOUS BOND BEAM
2x WOOD FASCIA SEE STRAP, 1 EACH SIDE
POURED LINTEL
ARCHITECTURAL 2x6 WRAPS UP AND OVER
SECURED W/ (2) 16d TRUSS (NOT SHOWN) (lA) USP RFUS STEEL CONNECTOR
GALV. COMMON NAILS. ENGINEERED WOOD USED IN CONJUNCTION WITH (4) 314"x6" WEDGE BOLTS AND
lx2 SECURED W/ 10d TRUSSES @ 24" O/C, WITH HEAVY UPLIFT (12) WS3 SCREWS
GALV. COMMON NAILS SUBMIT SHOP DRAWINGS CONNECTOR (2B) USP USC** WITH (2) 3/4"x6" WEDGE
12" O/C FOR REVIEW
AND APPROVAL 2x WOOD FASCIA SEE ANCHORS AND I H (NAILS
ARCHITECTURAL 2x6 AC) USP USC** WITH (4) 3ILS WEDGE
ANCHORS AND (8) 16d NAILS
SECURED W/ (2) 16d
MASONRY BOND BEAM GALV. COMMON NAILS. IF 4 BOLTS ARE USED
SEE SCHEDULE 1x2 SECURED W/ 1 Od MASONRY BOND BEAM ENSURE THAT CELLS ARE GROUTED
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"
B ALLOWABLE UPLIFT = 2430 LBS (1 STRAP) (lPLY) 12" O/C A ALLOWABLE UPLIFT = 7910 LBS (4 WEDGE BOLTS IN RFUS) COVER 2" APART
C ALLOWABLE UPLIFT = 2410 LBS (2 STRAPS) (2 OR MORE PLY) UPLIFTB ALLOWABLE C ALLOWABLE UPLIFT = 122543 LBS (4 WEDGE BOLTS) REPAIR OF MULTIPLE
S88TYPICAL TRUSS/ TYPICAL ROOF q MISPLACED EMBEDDED TRUSS ANCHOR
GIRDER CONNECTOR(S) SCALE:3/4"=1'-D" 2a 2b 2C GIRDER CONNECTOR(S) SCALE 3/4"=1'-0" 3 SCALE 3/4"=1'-0"
3/4" T & G SUBFLOOR GLUBD AND (2) 2X4 No.2 SYP DIAG.
BRACE W/ (3) 12d @ EA. 2x4 BLOCKING BETWEEN
SCREWED AS PER SCHEDULE TRUSSES WHERE
TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT
LSTA12 20 GAUGE COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING
W/ 10dxl/2 HPG COMMON NAILS. SEAMS)
0'-0" TO 30'-0" (1) "X" BRACE
PER ELEVATION @ EACH END TOTAL OF 10 6-0" MAX 3U-1" TO 60'-0 (3) "X" BRACE _
(1) "X" BRACE @ CENTER —SECURE 2x8 PT. PLATE
FLOOR SEE PLAN TO ELK W/ 1/2" DIA.
(2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2"
GIRDER v FOR LOCATION v FROM CENTER TO END.
7r WASHER SET IN HIGH
_ 2x WOOD FASCIA, STRENGTH EPDXY 6"
SEE ARCHITECTURAL MIN. EMBED. AT 32" OC
PER ELEVATION 1x4 DIAGONAL MAX.
BTM. CHORD PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8
PRE-ENG FLOOR TRUSS BRACING, SEE P.T. PLATE W/ 12d's 8"
LLjPLAN FOR LOCATION STIFFBACK (AS PER O.C. MAX
5/8" GYPSUM BOARD OR 1/2" HIGH o J a MAY NOT BE TRUSS ENG)
STRENGTH GLG. BOARD iy 1 d REQUIRED —CONT. 2x4 SECURED Wl
(2) 1 Od's @ EACH TRUSS
SECURE TRUSS TO TOP PLATE w/ (2) ETM. CHORD OF TO BE INSTALLED @
16d TOENAILS 1U-0" O.C. MAX.
HTT4 W/5J8" A.B. WITH
WOOD ROOF TRUSSES
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.,
WALL W/ SYP No 2 STUDS SEE POST TO SIT DIRECTLY BOND BEAM REQ.
PLANS FOR SPACING. SINGLE ON SLAB
BTM. PLATE TO BE PT.
PROVIDE DEL. TOP PLATE
PROVIDE BLOCKING lx4 BTM. CHORD END WALL OR OTHER
4 BRACING 6'-0" O/C END TYPE CONDITION, IF
1/2" GYP. WL. BD. MAX., SECURED W/ DEPICTED SEE PLAN
° q ° a (2) 10d COMMON
NAILS AT EACH CHORD BTM. CHORD BRACING BLOCK WALL W/ GABLE END
�+
NTERSECTIONTYP. 6 SCALE:3/4"=1'-0" 7 PRE-ENG'D TRUSS SCALE:3/4"=1'-0"
° °° G GIRDER/WOOD POST CONNECTIONS
°
4 FLOOR TRUSS CONNECTION @ 5'EDGE CENTRAL L.B.W.
SCALE:3/4"=1'-0" (NO UPLIFT) SPACING SPACING
SEE SEE TRUE' BRGs OR BTM.
CHEDUL SCHEDULN
6' 7" 7 6' 7 T 5 5" 5" E SEE FRAMING PLAN
NOTCH DEPTHI/4*D Cl SEE SCHEDULE FOR BOLT SIZE SEE LEDGER SCHEDULE a THE USE OF ALTERNATE MATERIALS MAY BE
LLI 5 1/2' MIN. EMBED. (TYP)
HOLE EDGE>5/8" 1. ENSURE THAT EXP. BOLTS ARE PLACED INTO USED SO LONG AS THEY CONFORM TO THE
GROUTED CELLS, 8" ALL AROUND BOLT. FOLLOWING
HOLE DIAMETER 2. END OF FRONT AND REAR LEDGER SHOULD
< 2/5*D SGL. STUD Z_ LAP A MIN OF 4'-0".
OUTER 1/3 OF 03. ALL BOLTS TO HAVE WASHERS 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
SPAN ONLY 4. EXP. BOLTS SHOULD NOT BE ANY CLOSER A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
D/E C A B Z THAN 6" O/C. 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 5� 5. IN LIEU OF HILTI PAPS, 114" DIA. x 3" MASONRY AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
_ EMBED (20) 16d GALV. COMMON NAILS AND (8) 16d VALV. COMMON NAILS, FL#17232 SCREWS (TAPCONS) MAY BE USED, SAME ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
B - USPTHDH26 G < 2400 LBS, U < 1425 LBS WJ (2) 3/4"° USP WEDGE -BOLT, 5" MIN. (2) _ PT SPACING REQUIREMENT. THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
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" MI N.
EMBED (36) 16d GALV. COMMON NAILS AND (10) 16d VALV. COMMON NAILS. FL#17232
WOOD LEDGER
9 ATTACHMENT DETAIL
SCALE: 3/4"=1'-0"
STUD NOTCHING
A USP RT16A (FL#17236) OR LUGT2 (FL#17240). ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1,
AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO F1 AND F2 FORCES.
11 ALTERNATE MATERIALS
SCALE: 314"=1'-0"
AND BORING LIMITS 8 10 WOOD LEDGER DETAIL
SCALE: 1 1 /2"=1'-0" SCALE: 3/4"=1'-D"
LEDGER SCHEDULE
MARK
SIZE
BOLT SIZE
5' EDGE SPACING
CENTRAL SPACING
A
DOUBLE 2x8
1/2"
8" O/C
16" O/C
B
DOUBLE 2x8
3/4"
8" O/C
24" O/C
C
DOUBLE 2x10
1/2"
8" O/C
16" O/C
D
DOUBLE 2x10
3/4"
8" O/C
24" O/C
E
DOUBLE 2x10
3/4"
6" O/C
16" O/C
F
DOUBLE 2x12
3/4"
6" O/C
12" O/C
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 76
PROJECT#
04321.000 076R1
MODEL:
4EHB
2605— HAYDEN"
GARAGE S9'9rMG:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
ARCHTECT.-
STATE OF FLORDA
RMAID A A
AR NO
13
DATE.
X)AT . 06 //18
SCALE: 1/4"=1'- 0"
qq
USP LFTA6 W/
(16) 8d COMMON NAILS
2x STUDS
USP LFTA6 W/ (16) 8d
EACH END
DBL PT 2x6 BLK'NG BETWEEN
AC
COMMON NAILS, EACH
FL#17244
TRUSSES W/ 10d @ 3" O.C. 1ST PLY
#8 WOOD SCREWS x 2"
END EVERY STUD ON
INTO LEDGER AND 10d @ 3" O.C.
LONG @ 3" O.C.;
FLOOR DECK
EACH END OF "BUNDLE"
STAGGERED UPPER PLY INTO 2x6
III
STAGGERED
III
OF STUDS
BELOW
#8 WOOD SCREWS
=
AS SHOWN
x 2" LONG @ 3" O.C.;
PLYWOOD FLOOR
STAGGERED OFF
DBL 2X8 LEDGER
SHEATHING
CENTERLINE OFF 2x6;
NI
TO CMU W/ 1/2" EXP. BOLT
8" CMU WALL
3/4" AS SHOWN
8" CMU WALL
AT 16" O.C. AND 8" FROM
z
fll
END W/ MIN 5-1/2" EMBED.
REINF PER PLAN
REINF PER PLANI
USP A3 EA
FLOOR DECK
PER ELEVATION
TRUSS
f4
PER ELEVATION
/4
O ��
�DDF—
NAILING PATTERN
az
Qz
0
NAILING
PATTERN
Lu
pz�0
ofo
of
W ;
I _. o
2x6 PT TERMINATION
2x4 STRONGBACK SECURED TO BLOCKING SECURED TO WALLw I PRE-ENGINEERED WOOD
EACH TRUSS W/ (3) 16d COMMON W/ (6) 3/16" ° x 4 TAPOONS PRE-ENGINEERED WOOD 2x4 P.T. CEILING 24" MA) L FLOOR TRUSSES (SEE
NAILS PROVIDE 2-TRUSS LAP 1X2 FIRE -STOP FLOOR TRUSSES (SEE NAILER Wl FRAMING PLAN)
SPLICE LOCATED EITHER TOP OR FRAMING PLAN) MASONRY NAILS
DBL 2X_ LEDGER @ 12" O.C.
BOTTOM OF FLOOR TRUSS, USP A T STRAPS
BTM. SEE SCHEDULE
TYPICALLY 10'-0" BUT REFER TO FLOOR TRUSS OR PLATE STRAPS FL 17 x 1 1X2 FIRE -STOP
TRUSS ENGINEERING GIRDER TRUSS 1/2"HDGNAILSFL#17239 SECTION DETAIL SECTION DETAIL
2x4 STRONGBACK, WALL / FLOOR FRAMING, AT TRUSSES BEARING AT TRUSSES PARALLEL
TRUSS PARALLEL TO WALL ON EXTERIOR WALL (DTIOg EXTERIOR WALL
(DfLOOR BRACING 2
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
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 WOOO SCREWS 2x4 BLOCKING @ EA. BRACE. NOTE: @ TOP OF FLR TRUSS
STAGGERED UPPER PLY INTO 2x6 x 2" LONG @ 3" O.C.; III TOENAIL INTO TRUSS W/ (4) 16d STRUCTURAL SHEATHING (TOP 2X4 SUPPORTS ST.
BELOW STAGGERED OFF II� MUST NOT BREAK WITHIN PLATE OF 2ND FLR)
CENTERLINE OFF 2x6; NAILS @ EA. END
3/4" AS SHOWN 2x4 BRACE @ 48" O.C. w/ (5) 12d 1'-4" MIN. FROM 2ND. FLR. FLOOR DECK
NAILS @ EA. END LINE 2x6 CONT. W/ (8) 16d NAILS
DBL 2X8 LEDGER @ ST. OF FLOOR TRUSS
TO CMU W/ 1/2" EXP. BOLT III 8d RING SHANK NAILS @ 4" O.C. MAX
8" CMU WALL AT 16" O.C. AND 8" FROM INTO BLOCKING SHEATHING
2X6 IS FOR WALL
SHEATHING NAILER)
REINF PER PLAN END W/ MIN 5-1/2" EMBED. 16d NAILS @ 8" O.C. MAX
1X2 FIRE -STOP
PER ELEVATION FLOOR DEC 1
4 PER ELEVATION PER ELEVATION
O gZ NAILING PATTERN
nOT
MZz*tw
N m 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. rREIR DETAIL IF FRAMING PLAN) BOND BEAM REQ. BOND BEAM REQ.TRUSS (VERIFY W/
1X2FIRE-STOP ER INSTALLED T00 LOW USPHTA16@32"O.C. TRUSS 17680
MAX. FL#17680
AT TRUSSES PARALLEL (VERIFY W/ TRUSS SECTION DETAIL
EXTERIOR WALL PLAN)FL#17680 AT PARALLEL / PERPENDICULAR
DTIgO
SCALE 3!4"=,'-0" 6 PRE-ENG FLOOR TRUSSES
7 NOT USED
SCALE: 3/4"=1'-0"
PRE-ENG GABLE TRUSS
2x4 BLACKING BETWEEN TRUSSES
STRAP TRUSS TO PL. OFPRE-ENG
AT FIRST TWO BAYS 4'-0" O.C. (AT O PRE-ENG'D SEE SCHED. BELOWROOF TRUSS
SHEATHING SEAMS) (BLOCKING �/'/—TRUSS ) @24" O.C.
NOT SHOWN FOR CLARITY) M
0
2X4 DIAGONAL BT ORD — PER ELEVATION
BRACING. SEE PLAN FO FOR
LOCATION VERIFY STRAPPING
P16dTOENAILS
OOF TRUSS
SECURE 2x8 PT. PLATE TO BLK W/ TRUSS PLAN TRUSS TO TOP PLATE M BOARD OR 1/2" HIGH
A -USP MTW-12 U < 1195 LBS CLG. BOARD 4x4/4x6 SYP NO. 2
W/ 1/2" DIA. ANCHOR BOLT W! 2" W/ (14) 10d GALV. COMMONRUSS TO TOP PLATE w/ (2) WOOD POST TO
WASHER SET IN HIGH
STRENGTH EPDXY 6" MIN. NAILS. 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 PLATE TO SLAB W/
FILL ALL HOLES, DO NOT USE H" WEDGE
GE ANCHOR W/ 2"
WAS
CONT. 2x4S EDW/(2)10d's@EACH 10dx3" WASHER SET IN HIGH STRENGTH TRUSS/WOOD POST CONNECTIONS
TRUSS TO BE INS D @ 1 U-0" O.C. MAX. EPDXY 5-1/2" EMBED. MIN. @ 16" 10a 10b 1 OCi SCALE: 3/4"=1'-0"
OC MAX.
GABLE END BRACING W/ PRE-ENG
GABLE TRUSS CMU WALL TRUSS TO POST CONNECTION
SCALE: 3!4"=1'-0" a A - USP MTW-12 U < 1195 LBS W/ (14) 10d GALV. COMMON NAILS. FL#17244
• a 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 (W L.B.W POST TO SLAB CONNECTION
9a 9b 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 GA 3,815 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" NAI LS TO POST. FL#17324
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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SUBDIV. 8c LOT:
CREEKSIDE
LOT 76
PROJECT"O
04321.000 076R1
MODEL:
4EHB
"2605—HAYDEN"
GARAGE STrMG:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
ARCHffECT-
STATE OF FLORIDA
M�l
D � 06/13/18
SCALE: 1/4"=1'-0"
SHEET
S
3 .110
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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mmom
SUHDIV. & LOT:
CREEKSIDE
LOT 76
PROJECT#
04321.000 0701
MODEL:
4EHB
"2605-HAYDEN"
GA .AGE ST ING:
RIGHT
PAGE:
SECOND
FLOOR PLAN
460 MPH EXP.
ARCHTECT-
STATE OF FLON
ml
rsiaa1 '`
DATE.. O g 13 18
SCALM: 1/4"=1'-0"
TP
YID
LAP TOP PLATE A MIN. OF 48
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 RT15A W/ 1Od x 1 1/2"
GALV. COMMON NAILS, FILL
ALL HOLES
FL#17236
PLATE SPLICE MUS I
OCCUR OVER STUD
7��4"
TYP.
SEE SCHED
X
FOR # STUDS
UNDER
gHEADER
SEE SCHED -
FOR # FULL
HEIGHT
2x STUDS
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.
SHORT 2x STUDS
BETWEEN HEADER ABOVE AND
FRAMING DIRECTLY ABOVE
WINDOW
SHORT2xSTUDS
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.
LO I 10 VVJ IUUAO V V. �. JVUIDv1V
NAILS, (7) EACH END TOTAL OF 14
NAILS. APPLIED TO INSIDE FACE
ONLY FL#17244
4„ m 4„
TYP. TYP
(1) 2x FLAT TOE NAILED TO
JACK STUDS_
3X3 OVERSIZED WASHERS PLACED
32" O/C 6" MIN CONC.EMBED.
IRVAAFTIVA
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
PLYWOOD SHEATHING, SEE
"ROOFNVALL/FLOOR SHEATHING
FASTENER SCHEDULE"
C!
J
C1
4" -
TYP.
C-C
NAIL STUDS
TOGETHER W/
12d @ 6" O.C.
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"
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
"ROOFNVALL/FLOOR SHEATHING
FASTENER SCHEDULE"
1/2" DIA. USP 7250SD
BOLTS 5" MINIMUM
EMBEDMENT INTO GROUTED
CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
NAIL STUDS
TOGETHER W/
12d @ 12" O.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.
(5) 2x STUDS IN CORNER. NAIL
THE (3) CORNER STUDS
TOGETHER W/ 16d NAILS, 3"
O.C.
2x STUDS
SPACING SPECIFIED
ON PLANS
® ► 1 1
it ��IIIII
(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
HEADER SIZE
(2) 2x6
(3) 2x6
(2) 2x8
(3) 2x8
(2) 2xl0
(3) 2xl0
(2) 2xl2
(3) 2xl2
STUD SPACING @ 16" O C
STUD SPACING @ 24" O C.
EO2
(2 2x4
(2) 2x4
(2 2x4
(3) 2x4
(3) 2x4
SEE PLAN
SEE PLAN
SEE PLAN
SPAN
KINGS
SPAN
KINGS
w
N
2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(3) 2x60-2ft
1
0-2ft
1
2x4
2x4
2) 2x4
2 2x4
(2 2x4
(3) 2x4
(3) 2x4
SEE PLAN2x6
3 - 4 ft
2
3 - 4 ft
2
2x6
2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
2x4
2x4
2x4
(2 2x4
2 2x4
2 2x4
(2 2x4
(2) 2x4
5- 6 ft
3
5- 6 ft
2
5- 6 ft
0
O
0
2x6
2x6
2x6
2x6
2x6
(2) 2x6
1 (2) 2x6
(2) 2x6
7 - 8 ft
3
7 - 8 ft
3
2x4
2x4
2x4
2x4
2) 2x4
(2) 2x4
2 2x4
2) 2x4
7-8ft
F__
9-10ft
5
9-10ft
3
2x6
2x6
2x6
2x6
2x6
2x6
2x6
(2) 2x6
10 - 12 ft
5
10 - 12 ft
4
2x4
2x4
2x4
2x4
(2 2x4
2 2x4
(2) 2x4
(2) 2x4
9 - 10 ft
U
Q
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x4
2x4
2x4
2x4
2x4
(2) 2x4
2 2x4
(2 2x4
10 - 12 ft
2x6
2x6
2x6
2x6
2x6
2x6
2x6
2x6
TYPICAL EXTERIOR WOOD FRAME
WALL CONSTRUCTION DETAIL
crnl c vn
NAIL STUDS
TOGETHER W/
12d@6"O.C.
EXTERIOR MASONRY / WOOD
CONNECTIONS
112" DIA. USP 7250SD
BOLTS 5" MINIMUM
EMBEDMENT INTO GROUTED
CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
SCALE: 1 1 /2"=1'-0"
107
L
L!1
0
IT19�►_X4
PROVIDE (3) STUDS @
CORNERS LAP TOP
PLATE MEMBERS
NAIL STUDS
TOGETHER W/
12d@6"O.C.
PLYWOOD SHEATHING, SEE —
"ROOFIWALUFLOOR SHEATHING
FASTENER SCHEDULE"/"+3
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
�Fyp
rL"
V
W
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A
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MOM & LOT:
CREEKSIDE
LOT 76
PROJECT*
04321.000 076RI
M0DEr •
4EHB
"2605-HAYDEN"
GARAGE SING:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
rL'Saa11 A
DATE: 06 13 18
SCALE: 1/400=1'-O
tc
C9
F-
N
3>
N
2'}9„
L--- - — — — — — — — — — — — — — — — 5'-8"
9'_2-
13'-0"
16'-2"
20'-0"
SECOND FLOOR DOWEL PLAN
SCALE: 114" = 1'-0"
N
N
N
1441 N. RONALD REAGAN BLVD
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
V
W
v
O
V
rl
A
F
MOM Z LOT:
CREEKSIDE
LOT 76
PROJECT#
04321.000 076R1
MODEL.
4EHB
012605-HAYDEN"
GARAGE STrING:
RIGHT
PAGE:
SECOND FLOOR
DOWEL PLAN
460 MPH EXP.
Rr
DAATIVET-: 06/13/18
SCALE: 1/4"=1'-o
19IMET
S4.2
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/ 1Od 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 U-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
SIZE &
DESCRIPTION
REMARK
O
(2) ZXS
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
(psl)
II'ZE
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x16
—
(1)#5
(1)#5
N/A
—
GROUTEDSOLID
BB2
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
"CAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
FOR
U-LINTELS
SAFE UPLIFT LOADS
FOR 8"
PRECAST
&
PRESTRESSED
U-LINTELS
Cwer-�wrn
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
Oar *Nn
SAFE
FORD
�1
C
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
8U8
8F8-OB
BF12-OB
BF16-0B
8F20-OB
8F24-0B
BF28-0B
8F32-OB
TYPE
LENGTH
8U8
8F8
RCMU
TYPE
LENGTH
8F8-1T
8F12=1T
6F16-1T
8F20-IT
8F24-iT
8F28-iT
8F32-1T
BFB-1B
BF12-%
BF16-18
BF20-18
BF?4-113
6F28 18
BF32-1B
8F6 2T
6F12.2T
8F16-2T
BF20-2T
8F24-2T
BF28-2T
8F32-2T
3'-6" (42') PRECAST
2231
3069
3719
5163
6607
8054
9502
10957
3'-6" (42') PRECAST
1025
1024
1598
3'-6" (42') PRECAST
1569
2855
3524
4394
5263
6132
7001
30ss
ases
6113
7547
@974
t03sa
TT609
1569
2858
3524
4394
5263
6132
7001
4'-0" (48') PRECAST
1986
2561
2751
3820
4890
5961
7034
8107
4'-0" (48') PRECAST
765
763
309
4'-0" (48') PRECAST
363
235s
Soso
3e15
4570
5325
sots
2693
4605
6113
7547
@974
4576
10394
11609
1363
230
3080
3815
4570
5325
fi079
4'-6" (54') PRECAST
159g
1969
2110
2931
3753
5460
6224
4-6" (54) PRECAST
592
591
1
1073
4'-6" (54') PRECAST
1207
2040
2707
3375
4043
4711
5379
2189
4375
1 6113
7547 p
0672
10294
11809
1207
1 2040
2707
3375
4043
4711
5379
6 4" (64') PRECAST
1217
1349
1438
1999
2560
312S
3686
4249
6 4" (64") PRECAST
411
411
745
5'-4" (64" PRECAST
)
1016
171 fXn)
2276 a
263E
3399
3961
4522
1663
3090
5365
7547,)
7342,is)
6733;
10127;._,
1016
1716
2276
2638
3399
3981
4522
5'-10" (70') PRECAST
1062
1105
1173
1631
2090
2.54E
3009
3470
6-10" (7G') PRECAST
340
339
616
5'-10" (70') PRECAST
909
1587,8)
20 )3)
2593 R)
3107,E
3620,q
4133,3)
1451
2622
4360
7168,ast
6036pg)
7181„-i
8328c.:,
929
1567
2080
2593
3107
3620
4133
6'-6" (78") PRECAST
908
1238
2177
3480
3031
$707
4383
5061
6'-6" (78") PRECAST
507
721
490
6'-6" (78") PRECAST
835 iz�
14072s)
186 2))
2329,a
2790„s)
3251()a)
3712o2)
1238
2177
348E
5361
6380
10394,;
8825,q
635
1407
166E
2329
2790
3251
3712
T-6" (90') PRECAST
743
1011
1729
2632
2205
2698
3191
36B5
T-6" (90") PRECAST
424
534
1
363
T-6" (90") PRECAST
727 3)
108 m
1624p)
20252e
2426\zs,
2827 s)
3228¢a
1011
1729
2661
3898
Mal
8467;li;
6472,�,�
727
1224
1624
1 2025
242E
1 2827
3228
9'4" 112" PRECAST
( )
554
699
1160
1625
2564
M86
2818
3302
9'-4" (112') PRECAST
326
512
230
9'-4" (112') PRECAST
591
708 s
113E a
14743a
16153a
215734
250034
752
1245
1643
2564
1 346E
47053r;
6390;e)
591
862
1318
1643
1969
2294
2619
10'-6" (126") PRECAST
475
535
890
1247
7
2163
2536
10'-6" (126") PRECAST
284
401
180
10'-6" (126") PRECAST
530
575 za
916 �33
11E8�)
1461(33
773633
2011(a3)
643
1052
1533
1
3643�
4754 s)
530
695
1180 fir
1472 (4)
1763,)
2055
2346
11'-4" (136") PRECAST
362
582
945
1366
3127
4006
11'-4" (136') PRECAST
260
452
54
11'-4" (136') PRECAST
474
50Q: 3)
800 ,3z
1037,3z)
1274,3z)
15133z
1753(az)
5e2
s4s
13ss
514281838
31z7
Loos
494
807
1042()s)
1372(n)
1643 (8)
1915)�
2167 t5)
12'-0" (144') PRECAST
337
540
873
1254
2805
3552
12'-0" (144') PRECAST
244
402
137
12'-0" (144') PRECAST
470 is
45P 3)
724 3))
9S6)
1153)rz)
1369;3z
1585
Sao
E73
zsa3
zeos
3552
470
550
94000)
1302,;
1560a3)
1a18,n)
2075,0
(160") PRECAST
296
471
755
1075
2316
2883
13'-4" (160') PRECAST
217
324
110
13'-4" (160') PRECAST
41B ,s
3861-2)
807
785 0
964
1143 31
1323 3113'-4"
a71
755
1075
az�
23ts
zae3
428
460
780 (9)
1159 ,)
1418p)
165�)s)
1687(17)
14'-0" (168') PRECAST
279
424
706
1002
1326
1697
2127
2630
14'-0" (168') PRECAST
205
293
00
14'-0" (168') PRECAST
364 15
358 rp
560 ,zs)
724 )�)
889 t3s
1054,50)
1220 n
442
708
1002
1326
1697
2127
2630
410
425
717 (9)
1063(2;)
Maps
1582,22;
1807p1
14'-8" (176') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
14'-8" (176') PRESTRESSED
N.R.
284
91
14'-8" (176') PRESTRESSED
239
334 0,)
520 ,zs,
672 m)
825 rm)
976 ps)
1131
4sa
763
1370
90z
zza5
zgn
z71z
246 1
395
663
980 CA)
1303g5
151 B(z5)
1734 a
15'-4" (184') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
16 4" (184') PRESTRESSED
N.R.
259
83
15'-4" (184') PRESTRESSED
224
313 )
486 ne)
627
769 py,
911 n)
1054
a1z
n9
z50
1733
2osa
z3zo
z513
230
36$
fits y
90890)
1240 )
1460271
1668�,)
1T-4" (208') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
17 4" (2OS"} PRESTRESSED
N.R.
94
64
1T-4" (208') PRESTRESSED
187
263)
405
521 z
6389,)
756 ,,
E73
300
548
950
1326
1609
1849
2047
192
305
568 B)
740 (19)
1005 zn
1271 t3,
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
22e(,n
348 (,)
447 z5
547,)
647(zs)
747,�,
235
420
750
1037
1262
1515
1716
166
263
429 6
623 ),e)
641,z;
105900)
1227130)
21'-4" 256' F
( ) PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
2T-4" 256' PRESTRESSED
( )
N.R.
125
42
21'-4" (256') PRESTRESSED
142
204 B
307 ¢31
393 z3
480123)
568 rza)
655 Cea
180
340
598
845
1114
1359
1465
142
232
373 ,,q
537 n
721 ->,
965
10a8 zs
22'-0" (284') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
22'-0" (284') PRESTRESSED
N.R.
116
40
22'-0" (284') PRESTRESSED
137
197 )s
295
379 23
462 Q3
546 as
630 3
165
550
784
1047
1285
1399
137
223
356
513 ,
688 C<)
863 23,
999 m
24'-0" (288') PRESTRESSED
N.R.
NR
i
NR
NR
NR
NR
NR
24'0" (288") PRESTRESSED
N.R.
91
33
24'-0" (288') PRESTRESSED
124
179 -ia)
267-,
34221
416 a,)
492 ,zo
567 )
zs
aso
ssa
6e4
as2
zzz
124
202
319 Tj
455 1,)l
606,at
757 p,)
876 as
(#) 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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8F16-1T/OM/013 8F16-1T/OM/06
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U.N.O. PROVIDE BB2 WHERE
ROOF TRUSSES BEAR,
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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
AA #: 0003325
F
h
v
W
0
A
F
F�
SUBDIV. de LOT:
CREEKSIDE
LOT 76
PROJECT*
04321.000 076R1
MODEL.•
4EHB
"2605-HAYDEN"
GARAGE 811111` :
RIGHT
PAGM:
SECOND
FLOOR
LIFT BEAM
PLAN
60 MPH EXP.
DptrNT
A 06/13/18
SCALE: 1/4"=1'-0"
SHEET
S
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, POWQER 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:
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
SIZE &
BASE PLATE OR
REMARK
MARK
DESCRIPTION
REINFORCEMENT
4X6 (3 y"x5 Y") SYP.
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60 MPH EXP.
ARCHTECT.-
STATE OF FLORIDA
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DATE:
sCALM: 1/4$$=1'-0"
SHEET
S 6
WHEN INSTALLING (1) USP
(1 OR 2) USP RT16A RT16A ON THE INSIDE (1 OR 2) USP LUGT2
TRUSS ANCHOR WITH FASTEN EACH STUD TO DBL. TRUSS ANCHOR WITH
1 Odxl 1/2" HDG NAILS TO TOP PLATE W/ USP SPT24 PLYWOOD SHEATHING, SEE PLYWOOD SHEATHING, SEE
TRUSS AND 1Odx3" HDG "ROOFlWALL/FLOOR 10dx1 1/2" GALV. COMMON "ROOFM/ALL/FLOOR
NAIL PER MANUF. SPECS. NAILS, FILL ALL HOLES.
NAILS TO SHEATHING 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 SEE7.
ARCHITECTURAL 2x6 ARCHITECTURAL 2x6 ROOF TRUSS UPLIFT
SECURED W/ (2) 16d SECURED W/ (2) 16d CONNECTOR NOT SHOWN
GALV. COMMON NAILS. ENGINEERED WOOD GALV. COMMON NAILS. ENGINEERED WOOD FOR CLARITY {SEE SHOP
1x2 SECURED W/ 10d TRUSSES @ 24" O/C, 1x2 SECURED W/ 1 Od TRUSSES @ 24" O/C, DWGS.)
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
2x BLOCKING 2x BLOCKING 14
AT ALL
AT ALL PLYWOOD SEAMS AT
A ALLOWABLE UPLIFT = 1160 LBS (1 STRAP)
A ALLOWABLE UPLIFT = 2260 LBS (I STRAP) TOP PLATE ROLLOVER
SEAMS
B ALLOWABLE UPLIFT = 2320 LBS (2 STRAPS) B ALLOWABLE UPLIFT = 4520 L6S (2 STRAPS)
3 STRAP DETAIL NOT USED
SCALE: 3/4"=1'-0" A
TYPICAL TRUSS/GIRDER CONNECTOR(S) TYPICAL GIRDER/TRUSS CONNECTOR(S) `F
18 1 b SCALE: 3/4"=1'-0" 2a Zb SCALE: 3/4"=l'-O"
PRE-ENG GABLE TRUSS
2x4 OLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT Q
SHEATHING SEAMS) (BLOCKING
NOT SHOWN FOR CLARITY) PREWOOD
TRUSSSS (TYTYP) @ 24" O.C.
o MAX
FOR STRAPPING
2X4 DIAGONAL BT ORD VERIFY
BRACING. SEE PLAN FO \ `W/ TRUSS PLAN
LOCATION
SECURE 2x PLATE TO WALL
Wl 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 HGAI OKT
@ 24" O.C. MAX
2x STUDS
`— C 2x4 SECURED W/ (2.) 1 Od's @ EACH
TRUSS E INSTALLED @ 10,-0,, O.C. MAX.
GABLE END BRACING W/ PRE-ENG
2xSTUDS 5 GABLE TRUSS @ FRAME WALL
SCALE: 3/4"=1'-0"
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ARCHTEM
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DATE:
SCALE: 1/4"=1'-0"
SHEET
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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: II
APPLICABLE INTERNAL
PRESSURE COEFFICIENT +- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7116"
O.S.B. OR 1/2" COX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 518 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
(16-20 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" COX 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.
11 TOP & BOTTOM EDGES -
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ROOF SHEATHING LAYOUT
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GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33.MAXIMUM AGGREGATE SIZESHALLBE3W.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
WOOD:
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
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 OF CONCRETE ARE TO BE CHAMFERED 3/4".
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318-14, BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
-- I
PROVIDE 6-ML CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE NDICATEDON
CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER, Fb = 1100 PSI AND A MODULUS OF
ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
DRAWINGS, SEAMS LAPPED 61NCHESAND SEALED WITH ADHESIVE TAPE.
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED, WOOD FOR NON-STRUCTURAL USES
FORM
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
-WORK:
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 34" OF HEARTWOOD.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
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.
TOTHE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED 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
SEQUENCESTOINSURESAFETY OFTHE BUILDINGANDITS 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 T-O" 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 BY PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
REINFORCING 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 RUSTAND PLACED IN
CONNECTOR PLATES SHALL BEA MINIMUM THICKNESS OF 0.036"AND BE MANUFACTURED FROM STEEL
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 LOADS: I
SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS GS FOR REVIEW PRIOR TO
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP d )c BAR NO. UNSCHEDULED FIELD LAPS ARE
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPINVTCA 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 - 26" #6 BAR - 36"
WOOD TRUSSES.
10 psf BTM CHORD -non-concurrent
#5 BAR - 30„ #7 BAR - 42"
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
15 p•f TOP CHORD 20 psf TOP CHORD
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL 8E ANCHORED IN THE FOOTING,
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
(7 psf w/ ASPHALT SHINGLES) (10 psf w/ 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: 10pef
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 FOR BEARING
(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
SHOP DRAWINGS WILL REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES, THE TRUSS FABRICATOR SHALL
U
CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY E CONTRACTOR VERIFY
MASONRY:
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
COMPLIANCE H, EL
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
SI
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/TMS 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 BYTHE MASONRY STANDARDS JOINT COMMITTEE,
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
PROVIDED BY THE TRUSS ENGINEER.
THE ENGINEER.
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
-BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BYTHE ARCHITECT. -
-R,UNNING
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
ALL TRUSS TO TRUSS CONNECTIONS.
FOUNDATION/ SITE PREPARATION:
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
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,
COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE GROUT,
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TOA DRY DENSITY _
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 OF 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 Ag DIRECTED BY THE ARCHITECT. WRITTEN ---
REINFORCING.
CERTIFICATION THAT THE MINIMUM DESIGN BEARINCD. 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:
a STRUCTURAL STEEL:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
2,600 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
3,000 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,
i
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, 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 SLUMP SHALL
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP,
NOT EXCEED 5"-d-PRIORTOTHEADDITION OFPLASTICIZER.
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
CONCRETE SHALL COMPLY WITH ALLTHEREQUIREMENTS OFACI 301AND ASTM C-94OR
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTSSHALL
MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
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 OF ANY NON COMPLIANCE WITH THE
ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A F 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
314" FOR SLABS, WALLS AND JOISTS
i-IlT FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
FASTENER
SCHEDULE
WINDOW AND DOOR BUCK
FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
ix2 PT FURRING TO
CASE HARDENED COIL
8 O/C
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
MASONRY /CONC.
NAIL 1 1/2" LONG.
TO MASONRY/CONE.
SGD,AL.E)O DOORS
CASE HARDENED COIL
91,O/C
WINDOW/DOOR/FASTENED
GARAGE DOOR BUCK
1X PT, SEE NOTE
NAIL 11/2"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 MASONRY/CONE
MASONRY/CONC.
REQUIREMENTS
REQUIREMENTS
EXT. SWING DOOR
1/410
"TAPGON"
12"0/C
11f1"EMBED, 4"END.
NON -BEARING WOOD
1/2"°
EXPANSION
4" EMBED. 4" END
BUCK 2x PT, SEE N OTE 7
NO WASHER
FASTNER
DIST., 11/2"EDGE DIST.
WALL TO CONC. SLAB
WASH
BOLT
24"0/C
DIST., 3" EDGE DIST.
2x PT WINDOW BUCK 0,138- RAF x 2 1/8" 9" O/C
4" END, DIST., 1 1/2"
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, Vv1NDOWS 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.abdesigngroup.com
AA #: 0003325
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04
N
11
4
E
SUHDIV. & LOT:
CREEKSIDE
LOT 76
PROJECT#
04321.000 076R1
idOD=z
4EHB
"2605-HAYDEN"
GARAGE S WING:
RIGHT
PAGE:
DETAILS
60 MPH EXP.
_
DATE. AT : 06/13/18
SCALE: 1/4"=11— 011
SHEET
SN1