HomeMy WebLinkAboutBUILDING PLAN PAGE 29-38NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8" t#5
1. PLACE LINTEL ACROSS TOP OF OPENING.
BOND BEAM 00
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL.
$
3. MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING
PLACE STEEL HEIGHT.LACE
�OF REINFORCING (1-2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN.
STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN
THE LAST 1#5
�\ \ TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE.
TYP. 8"x16" zo
i::
4
5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM
/
#5 CORNER
BAR W/ 30" LAP FOR EACH
OJ COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL
REINFORCING FOR THE BE CONTINUOUS THROUGH THE 1#5
COURSE OF
BOND BEAM
BOTTOM BOND BEAM IS TO
/
/ TOP OF THE LINTEL.
0 6, UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
VERTICAL REBAR
W/ 10" HOOK
/ PQjS. ��
8x16 DBL. BOND TOP OF
BEAM W/ (1) #5 BAR IJ BOND BEAM
EACH COURSE
G 8x8 BOND BEAM
TOP OF
W/ (1) #5 BAR
F = FILLED W/ GROUT
BOND BEAM
3 0" TYPICAL
��� U = UNFILLED GROUT SOLID FROM
TOP
NOMINAL LINTEL TO TOP OF BOND
# OF #5'S, IN 2ND BOND
OF OPENING
#5 BAR IN BOND BEAM
WIDTH BEAM
BEAM COURSE
SEE NOTE 5
8 PRE -CST
16-1 T/1 M/0 B 8
(1)
NTEL W/ #5 BAR (2)E
P tGF NOMINAL
LENGTH OF BAR =WIDTH OF
MASONRY
HEIGHT #OF#5'S,TOP OPENING-2"
BEAM DESIGNATION
CORNER
BOND BEAM COURSE OR
2
REINFORCING OF
BOND BEAM
IT IS THIS ENGINEER'S INTENT #OF#5'S,BOTTOM 8x8 PRE -CAST CONCRETE
SCALE 3!4"=1'-0"
0_
THAT XFXX - 1 T/1M/OB INDICATES A DOUBLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (1-1) REFER
SCALE: 3/4"=1'-0"
AND XFXX - 1 T/OM/OB INDICATES A SINGLE BOND BEAM TO PLAN FOR LOCATIONS
TOP
OF OPENING
P CAST HEADER(MIN)
SINGLE BOND BEAM
2x4 (MI X 3) 1-3/16
TAPCON O RIVE PIN (MIN
AT HIGHER ELEVATION
"HANKSIZE.1 MIN HEAD
WINDOW
SIZE .300 MIN EM DMENT 1
SINGLE BOND BEAM
1/4") 8" FROM EACH D AND
AT LOWER ELEVATION
18" O.C. MAX. MIN 1-1/4'
_
EMBEDMENT
#5 BAR BENT
AS SHOWN
a 3 114"
2x6 (MIN 2 X 3) 2-3/16 TAPCON
PRE -CAST 4
WINDOW a Q
OR DRIVE PIN (MIN SHANK
SIZE.145 MIN HEAD SIZE .300
SILL
MIN EMBEDMENT 1 1/4") 8"
SLOPE
FROM EACH END AND 18"
x 7� 2
M
O.C. MAX. MIN 1-1/4"
EMBEDMENT
0
2x8 (MIN 2 X 3) 2-3/16
TAPCON OR DRIVE PIN ( N
OPEN FACE SHELL SO
SHANK SIZE.145 MIN HEA
AS TO ALLOW BENT
SIZE .300 MIN EM NT 1 2X4 SOLID BLOCKING
BAR TO BE PLACED IN
114) 8" FROM H EN D SECURE TO SHEATHING
UPPER AND LOWER
#5 MIN. REQUIRED IN
18" O.C. MAX. M 1-1/4" MIN. 2-12d PER BILKEA. EN
EMBEDM T
BOND BEAM
EACH CELL HOOKED IN
TOP BOND BEAM W/
7/16" OSB SHEATHING
STANDARD ACI HOOK
TYPICAL MASONRY WINDOW
CMU WALL
SILL CONSTRUCTION
CORNER BARS
ARCHWAY FRAMING DETAIL
AT CORNER STEP
5
SCALE:3/4"=1'-0"
3
SCALE: 3/4"=1'-0"
<
PROVIDE 3" DIA. HOLE IN
LINTEL SO THAT VERT.
REINF. BAR CONTINUES
THROUGH LINTEL.
II
SINGLE #5 CORNER
BAR, 30x3O TURNED UP
OR TURNED DOWN INTO STEEL REINF. OF
FILLED CELL BOND. BEAM
$
I
II
II
II
8x8 CMU PIER
PROVIDE #5 BAR
W/ SINGLE OR DOUBLE REINF. BAR(S),
AT EACH SIDE
II
/
SEE PLAN.
STEEL REINF. OF OF ELEVATION
Ir
ENSURE THAT PIER GROUTS BENEATH
BOND. BEAM CHANGE
LINTEL.
CHANGEIN
.00000or
ELEVATION OF BOND BEAM
7
SCALE: 3/4"=1'-0"
SINGLE
LINTEL, MULTIPLE
OPENINGS
6
SCALE: 3/4"=1'-0"
1441 N. RONALD REAGAN Bl
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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SUDDIV. 8e LOT:
CREEKSIDE
LOT #61
PROJECTS
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
ARCHITECT-
STATE OF FLORDA
r +. Am i
DATE: 06/13/18
rSCALM: 1/4"=1I-0"
ET /Ilji //�\
2_. 1 L 1
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:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAYICOFFERED 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 &
MARK
DESCRIPTION
44 (3 1/2"x3 1/2")
SYP. PT, WOOD POST
tWD21
DOUBLE STUD
BASE PLATE OR
REINFORCEMENT
USP PAU44 W/ 5/8" DIA. x
6" EXP. BOLT
17���iI_1`7
4x6 (3 1/2"x5 1/2") USP PAU46 W/ 518" DIA. x [s]
D3 SYP. PT, WOOD POST 1 6" EXP. BOLT
cP
3
U:-302 LBS "
G: 1060 LBS — —
4
0)--_�
====T=====_
I I
PREFABRICATED FLOOR
I TRUSSES @ 24" O.C. MAX.
1
I _---- S3.113 ---
I
-------------I-
3-PLY LL
G:4246LBS
APPLY DRAFTSTOPPING
ALONG THIS TRUSS AS TO
LIMIT II AREATO FBCR 0 30212 .12 II II BCR C
2X4 WOOD WALL W/ SYP—
NO. 2, STUDS @ 12" O.C.
_
J
PREFABRICATED WOOD FLOOR
TRUSSES @ 24" O.C. MAX
I
I
---- - -
4
S3.1 B
1-PLY
= U:-818 LBS
G:1778 LBS
1A
53.1
i
GIRDER TO CMU WALL W/ USP
LGUM26-3 W/ (4) 3/8" X 4"
WEDGE BOLTS TO CMU & (4)
1/4" X 3" WS3 WOOD SCREWS n
GA500 LBS
I
I II
D1
L 3-PLY
G:4246LBS — I -----
5 10E 3
83.1 S3.1 3.'
4 o a o "\
T
I
IIT —T gA� q yiA
�I I I II 3.1 I I S3.1 B
FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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W
may..
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W
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F
a
SVHDIV. de LOT:
CREEKSIDE
LOT #61
PROJECT#
04321.000 061R1
M0DEL:
4EGB
"GALEN"
GARAGE ST#MGx:
RIGHT
PAGE:
FLOOR
FRAMING
PLAN
60 MPH EXP.
ARCHRECT-
STATE OF FLORIDA
3 2a�
i
ROLANb A ABOUCHACRA
AR NO 93725
nACjj : 06/13/18
SCALE: 1/4"-11- 0"
PLYWOOD SHEATHING, SEE
A-USP DTC TRUSS ANCHOR "ROOF/WALL/FLOOR
B-(1) USP DTHA20 TRUSS ANCHOR (1 PLY) SHEATHING
WITH (18) 10d x 1 1/2" TO TRUSS PLYWOOD SHEATHING, SEE ENGINEERED WOOD FASTENER SCHEDULE" # 1175 UPLIFT USP
C- (2) USP TA20R TRUSS ANCHORS (2 OR TRUSSES 24" O/C, HTWM20 W/10 10d TO
"ROOTHING FLOOR @ TRUSS AND (4) 114" x 2 1/4"
MORE PLY) WITH (10) tOd x 1 1/2" NAILS TO SHEATHING SUBMIT SHOP DRAWINGS TAPCONS TO CONT
TRUSS.PROVIDE 5" MINIMUM CONCRETE FASTENER SCHEDULE" FOR REVIEW
EMBEDMENT. DBL STRAP, 1 EACH SIDE AND APPROVAL
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 10d TO
MINIMUM CONCRETE TRUSS AND (4) 114" x 2 1/4"
EMBEDMENT. DBL 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) 3/4"x6" WEDGE BOLTS AND
,x2 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 (8) 16d NAILS
ARCHITECTURAL 2x6 {2C) USP USC** WITH (4) 3/4"x6"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/ 10d 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) (1 PLY) 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) B ALLOWABLE C ALL223 LBS (2 WEDGE BOLTS)
OWABLE UPLIIFT = 1 P543 LBS (4 WEDGE BOLTS) REPAIR OF MULTIPLE
TYPICAL TRUSS/ TYPICAL ROOF 0MISPLACED EMBEDDED TRUSS ANCHOR
1a 1b 1c GIRDER CONNECTORS) SCALE:3/4"=1'-D" 2a 2b 2c GIRDER CONNECTORS) SCALE:3/4"=,'-0" SCALE:3/4"=1'-D"
(2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN
3/4" T & G SUBFLOOR GLUED AND BRACE W/ (3) 12d @ EA. TRUSSES WHERE
SCREWED AS PER SCHEDULE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT
LSTA12 20 GAUGE COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING
W/ 10dx,/2 HPG COMMON NAILS. 0'-0" TO 30'-0" (1) "X" BRACE SEAMS)
PER ELEVATIONL @ EACH END TOTAL OF 10 30'-l" TO 60'-0 (3) "X" BRACE
6'-0" MAX SECURE 2x8 PT. PLATE
FLOOR SEE PLAN (1) "X" BRACE @CENTER TO BLK W/ 1/2" DIA.
GIRDER FOR LOCATION (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W12"
1.v v FROM CENTER TO END. WASHER SET IN HIGH
2x WOOD FASCIA, STRENGTH EPDXY 6"
SEE ARCHITECTURAL MIN. EMBED. AT 32" OC
lx4 DIAGONAL MAX.
PER ELEVATION BTM. CHORD
PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8
BRACING, SEE P.T. PLATE W/ 12d's 8"
PRE-ENG FLOOR TRUSS
PLAN FOR LOCATION Ll O.C. MAX
5/8" GYPSUM BOARD OR 1/2" HIGH o 7 U a MAY NOT BE STIFFBACK (AS PER
STRENGTH CLG. BOARD , of a REQUIRED TRUSS ENG) CONT. 2x4 SECURED W/
(2) 10d's @ EACH TRUSS
SECURE TRUSS TO TOP PLATE w/ (2) TO BE INSTALLED @
16d TOENAILS BTM. CHORD OF 10'-0" O.C. MAX.
HTT4 W/ 5/8" A.B. WITH WOOD ROOF TRUSSES
DOUBLE TOP PLATE MIN. 7" EMBEDMENT
TO SLAB & (20) 16d x
2x4 OR 2x6 WOOD BEARING 2-1/2" NAILS TO POST., SEE SCHEDULE FOR
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 vz
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING °a Q 1x4 BTM. CHORD —END WALL OTHER
7
BRACING 6'-0" O/C END TYPE CONDITION, IF
,00011
1/2" GYP. WL. BD. a a a MAX., SECURED W/ DEPICTED SEE PLAN
Q (2)10dCOMMON LOCK WALL W/ GABLE E
• s • a" ° NAILSATBND
TEACH
CHgTM. CHORD BRACING 7
INTERSECTION TYP. U PRE-ENG'D TRUSS SCALE:3/4"=1'-D"
SCALE: 3/4"=1'-0"
G GIRDER/WOOD POST CONNECTIONS
5
aQa a SCALE:3/4"=1'-0"
d.
4 FLOOR TRUSS CONNECTION L.B.W.
SCALE:3/4"=1'-0" (NO UPLIFT) SPACING
CENTRAL
SPACING SPACING
SEE SEE RUSS BRG. OR BTM.
CHEDUL SCHEDULE SEE FRAMING PLAN
6" 7" �" 6" 7" 7" 5" 5" 5"
C!
w
r' 's p " ' p THE USE OF ALTERNATE MATERIALS MAY BE
NOTCH DEPTH 1/4*D Cy SEE SCHEDULE FOR BOLT SIZE SEE LEDGER SCHEDULE Ci
5 1/2" MIN. EMBED. (TYP)Lli
1. w
HOLE EDGE>5/8" GROUTED
CELLS,
ROUNDTS ARE BOLT.PLACINTO USED SO LONG AS THEY CONFORM TO THE
"++ GROUTED CELLS, 8" ALL AROUND BOLT.
2. END OF FRONT AND REAR LEDGER SHOULD FO L LO WI N G HOLE DIAMETER Z LAP A MIN OF 4'-W.
< 2/5*D SGL. STUD 00 3. ALL BOLTS TO HAVE WASHERS 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
OUTER 1/3 OF
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 >518" A - USP THDH26 G < 1200 LBS, U < 1280 LBS W/ (1) 3/4" USP WEDGE -BOLT, 5" MIN. 00 5. IN LIEU OF HILTI PAPS, 1/4" 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 W/ (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) 314"° USP WEDGE -BOLT, 5" MIN.
011, 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) 3/41° 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
A D BORING LIMITS WOOD LEDGER DETAIL SCALE 314"=1'-0"
�/ SCALE: 1 112"=1'-0" 1
SCALE: 3/4"=1'-0"
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
V
W
C
w
q
03UHDIV. & IAT:
CREEKSIDE
LOT #G1
PROJECT#
04321.000 061R1
MODEL•
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
L60 MPH EXP. C
STATE OF FLON
r +. &N i
DATE: 06/13/18
SCALE: 1/4"=1'-0"
SHEET
S3, IA
2x4 STRONGBACK SECURED TO EACH TRUSS W/ (3) 16d COMMON
NAILS PROVIDE 2-TRUSS LAP
SPLICE LOCATED EITHER TOP OR
BOTTOM OF FLOOR TRUSS,
TYPICALLY 10'-0" BUT REFER TO
TRUSS ENGINEERING
FLOOR DECK
2x6 PT TERMINATION —'
BLOCKING SECURED TO WALL
W/ (6) 3/16" ° x 4 TAPCONS
2x4 STRONGBACK,
FLOOR BRACING
3/4"= l'-U
DBL PT 2x6 BLK'NG BETWEEN
TRUSSES W/ 1 Od @ 3" O.C. 1 ST PLY
INTO LEDGER AND 10d @ 3" O.C. #8 WOOD SCREWS
STAGGERED UPPER PLY INTO 2x6 x 2" LONG @ 3" O.C.;
HI
BELOW STAGGERED OFF
=
CENTERLINE OFF 2x6;
3/4" AS SHOWN
DBL 2X8 LEDGER
CMU WALL
EINF PER PLAN
R //2 EM EDT
/ END W/ N 5r1
r
V �~
z
m°()
0 0��
�o
n m
FLOOR CaEC 3/4"
NAILING PATTERN
2`7
1 24"MA PRE-ENGINEERED WOOD
2x4 P.T. CEILING FLOOR TRUSSES (SEE
NAILER W/ FRAMING PLAN)
MASONRY NAILS
@12"o.c. REPAIR DETAIL IF
1X2FIRE-STQP LEDGER INSTALLED TOO LOW
AT TRUSSES PARALLEL
5 TO EXTERIOR WALL
SCALE: 3/4"=1'-0"
PRE-ENG GABLE TRUSS-
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT
SHEATHING SEAMS) (BLOCKING
NOT SHOWN FOR CLARITY)
2X4 DIAGONAL BTM
BRACING. SEE PLAN
LOCATION
SECURE 2x8 PT. PLATE TO BLK
W/ 1/2" DIA. ANCHOR BOLT W/ 2"
WASHER SET IN HIGH
STRENGTH EPDXY 6" MIN.
EMBED. AT 32" OC MAX.
SECURE GABLE TO 2x8 P.T.
PLATE W/ 12d's 8" O.C. MAX
USP LFTA6 W/ (16) 8d
COMMON NAILS, EACH
END EVERY STUD OR ON
EACH END OF "BUNDLE"
OF STUDS
PLYWOOD FLOOR
SHEATHING
USP LFTA6 W/
(16) 8d COMMON NAILS
EACH END
FL#17244
FLOOR TRUSS OR vvPLATE STRAPS W/ 1 Od x 1
GIRDER TRUSS 1/2" HOG NAILS FL#17239
WALL / FLOOR FRAMING,
nTRUSS PARALLEL TO WALL
SCALE: 3/4"=V-0"
2x STUDS PER PLAN
FLOOR DECK
2x4 BLOCKING @ EA. BRACE
TOENAIL INTO TRUSS W/ (4) 16c
NAILS @ EA. ENE
2x4 BRACE @ 48" O.C. w/ (5) 12(
NAILS @ EA. ENE
8d RING SHANK NAILS @ 4" O.C. MA)
INTO BLOCKIN(
PRE-ENGINEERED WOO(
FLOOR TRUSSES (SEI
FRAMING PLAN
USP HTA16 @ 32" O.0
MAX.
(VERIFY W/ TRUSS
PLAN)FL#17680
0
\® \ LINTEL D NTEL COURSE
DBL PT 2x6 BLK'NG BETWEEN
TRUSSES W/ 10d @ 3" O.C. 18T PLY
INTO LEDGER AND 10d @ 3" O.C.
STAGGERED UPPER PLY INTO 2x6
BELOW
8" CMU WALL—
REINF PER PLAN
V z
z
wom
O m wn
o
#8 WOOD SCREWS
x 2" LONG @ 3" O.C.;
STAGGERED OFF
CENTERLINE OFF 2x6;
3/4" AS SHOWN
USP A3 EA.
TRUSS
ill
111
7/4
m
NAILING PATTERN
L PRE-ENGINEERED WOOD
1X2 FIRE -STOP FLOOR TRUSSES (SEE
DBL 2X_ LEDGER FRAMING PLAN)
SEE SCHEDULE
SECTION DETAIL
AT TRUSSES BEARING
3 ON EXTERIOR WALL
SCALE: 3/4"=1'-0"
TE:
JCTURAL SHEATHING
T NOT BREAK WITHIN
MIN. FROM 2ND. FLR.
MAX
TION
R SEE SCHEDULE FOR
BOND BEAM REQ.
SECTION DETAIL
AT PARALLEL / PERPENDICULAR
PRE-ENG FLOOR TRUSSES
SCALE: 3/4"=1'-0"
@ 24" O.C.
FOR STRAPPING
VERIFY
W/TRUSS PLAN
CONT. 2x4 S ED W/ (2) 1 Od's @ EACH
TRUSS TO BE INS D @ 10--0" O.C. MAX.
GABLE END BRACING W/ PRE-ENG
GABLE TRUSS CMU WALL
STRAP TRUSS TO PL.
SEE SCHED. BELOW
TRUSS TO TOP PLATE
A - USP MTW-12 U < 1195 LBS
W/ (14) 1 Od GALV. COMMON
NAI LS.
B - (2)USP MTW-12 U < 2390
LBS W/ (14) 1 Od GALV.
COMMON NAILS EA.
USP SPTH4 OR SPTH6 BTM
AND TOP PLATE ANCHORS W/
1 Od x 1 1/2" COMMON NAILS
FILL ALL HOLES, DO NOT USE
10d x 3"
V
4 °
•
2x STUDS PER PLANS
2x4 CONT. W/ (8) 16d NAILS
@ TOP OF FLR TRUSS
(TOP 2X4 SUPPORTS BT.
PLATE OF 2ND FLR)
FLOOR DECK
2x6 CONT. W/ (8) 16d NAILS
@ BT. OF FLOOR TRUSS
(BT. 2X6 IS FOR WALL
SHEATHING NAILER)
1X2 FIRE -STOP
PRE-ENGINEERED WOOD
FLOOR TRUSSES (SEE
FRAMING PLAN)
USP HTA16 @ EVERY
TRUSS (VERIFY W/
TRUSS PLAN)
FL#17680
PRE-ENG ROOF TRUSS
5/8" GYPSUM BOARD OR 1/2" HIGH
STRENGTH CLG. BOARD
SECURE TRUSS TO TOP PLATE w/ (2)
16d TOENAILS
DOUBLE TOP PLATE
2x4 OR 2x6 WOOD BEARING
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING
1/2" GYP. WL. BD.
SECURE BT. PLATE TO SLAB W/
1/2"x9" WEDGE ANCHOR W/ 2"
WASHER SET IN HIGH STRENGTH
EPDXY 5-1/2" EMBED. MIN. @ 16"
OC MAX.
TRUSS CONNECTION @ L.B.W.
9a 9b SCALE 3/4"=1'-0"
8" CMU WALL—
REINF PER PLAN
V iN
z
mc)�
O 0QUI
cr o
2x4 P.T. CEILING
NAILER W/
MASONRY NAILS
@ 12" O.C.
1X2 FIRE-STOP—
DBL PT 2x6 BLK'NG BETWEEN
TRUSSES W/ 1 Od @ 3" O.C. 1 ST PLY
I INTO LEDGER AND 1 Od @ 3" O.C.
STAGGERED UPPER PLY INTO 2x6
BELOW —�
8" CMU WALL
—
REINF PER PLAN
PER ELEVATION
#8 WOOD SCREWS x 2"
LONG @ 3" O.C.;
STAGGERED
AS SHOWN
DBL 2X8 LEDGER
TO CMU W/ 1/2" EXP. BOIL
AT 16" O.C. AND 8" FROM
END W/ MIN 5-1/2" EMBED
FLOOR DECK
lie
/4
NAILING PATTERN
PRE-ENGINEERED WOOD
FLOOR TRUSSES (SEE
FRAMING PLAN)
SECTION DETAIL
AT TRUSSES PARALLEL
(DTIQ EXTERIOR WALL
SCALE: 3/4"=1'-0"
#8 WOOD SCREWS
x 2" LONG @ 3" O.C.;
STAGGERED OFF
CENTERLINE OFF 2x6;
3/4" AS SHOWN
USP A3 EA.
TRUSS
/11fifi
�I1
/11
Ai
14"
NAILING PATTERN
CONCRETE BEAM- PRE-ENGINEERED WOOD
SEE BEAM SCHEDULE FLOOR TRUSSES (SEE
FOR BEAM �DBI_2X_ LEDGER FRAMING PLAN)
INFORMATION SEE SCHEDULE
SECTION DETAIL
AT TRUSSES BEARING
7 ON EXTERIOR WALL
SCALE: 3/4"= V-0"
TRUSS
4x4/4x6 SYP NO 2
WOOD POST TO
SLAB.SEE
SCHEDULE
BELOW FOR
CONNECTION
FL#17239
.-0
: 0,:
TRUSS/WOOD POST CONNECTIONS
10a 10b 10c
TRUSS TO POST CONNECTION
A - USP MTW-12 U < 1195 LBS W/ (14) l Od 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
POST TO SLAB CONNECTION
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 <U2,265 G.13,815 W/ 5E'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 BI
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
01
01
-04
W
0
h
W
A
E
h
SU133Div. Se LOT:
CREEKSIDE
LOT #61
PROJECT#
04321.000 061R1
MODEU
4EGB
"GALEN"
GARAGE SWMG:
RIGHT
PAGE:
DETAILS
60 MPH EXP. C
ARCHTECT'
STATE OF FLOM
DATE: 06/13/18
SCAT-W-: 1/4"=1'-0
S[�`H`VE" ET 1B]
�.J36
I
38'-8"
8'-4" 8'-4" 11'-81, 10. 4„
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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SVBDIV. de LOT:
CREEKSIDE
LOT #61
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE STING:
RIGHT
PAGE:
SECOND
FLOOR
PLAN &
NOTES
160 MPH EXP. C
ARCHITECT -
STATE OF FLORDA
A. ABOUCHACRA
AR NO 93723
DATE: 06/13/18
SCALE: 1/4"=11- 0"
SHEET
kiwmmm F_ J
31'-8"
28'-0"
24'-0"
20'-0"
16'-4"
4'-0"
co
n
00
in
O
0
N
9
O N
o °
4
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0
00
N
N
0
N
o
4'-5"
7'-4"
00
o
i� 14'-4"
4'-0"
7,_$„
13'-8"
17'-4"
SECOND FLOOR
DOWEL PLAN
SCALE: 1/4" = V-0"
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
F
W
U
W
O
q
E
Ei
h
SUBDrv. ae LOT:
CREEKSIDE
LOT #61
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE SWn*TG:
RIGHT
PAGE:
SECOND
FLOOR
DOWEL
PLAN
60 MPH EXP.
ARcHrrEcT:
STATE OF FLORDA
D � 06/13/18
SCA M: 1/4"=1'-0"
SHEET
S4,2
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC Wi (13) 10d x 1 1/2' HDG NAILS.
SMALL JACKS < 9' MAY BE NAILED Wi' (10)d x 1 1/2" HDG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 1 Od x 1 1/Y 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 2 718" LONG, WITH WASHER G 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 OTHERVSE.
"CAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTEI-S
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
FOR
U-LINTELS
1
SAFE UPLIFT LOADS
FOR 8"
PRECAST
& PRESTRESSED
U-LINTELS
e�wsti�en
SAFE
LOAD
-POUNDS
PER
LINEAR
FOC?T
4mm- wnn
SAFE
TOAD
/►�_/►r.
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
8U8
BFB-OB
8F72-OB
8F16-OB
BF20-0B
BF24-OB
BF2MB
8F32-08
TYPE
LENGTH
TYPE
LENGTH
8F8-iT
8F12-1T
8F16-1T
8F20-1T
8F24-1T
BF28-1T
BF32-IT
8F8-16
8F12-1B
U164B
8F20-18
BF24-1B
BF28-18
BF32-1B
78-2T
8F12-2T
BF16-2T
6F20-2T
BF24-2T
BF28-2T
BF32-2T
T-6" (42") PRECAST
2231
3069
3719
5163
6607
8064
9502
10951
3'-6" (42') PRECAST
1025
1024
1598
3'-6" (42") PRECAST
1569
2655
3524
4394
5263
$132
7W1
3089
4605
6113
7547
8974
10394
11809
1569
2655
3524
4394
5263
6132
7001
4'-0" (48") PRECAST
1966
2561
2751
3820
4890
5961
7034
8107
4'-0" (48') PRECAST
765
763
1309
4'-0" (48") PRECAST
1363
2305
3060
3815
4570
5325
6079
2693
4605
6113
7547
8974
10394
11809
1363
2305
3060
3815
4570
5325
6079
4'-6" (54') PRECAST
1599
1969
2110
2931
3753
4576
5400
6224
4'-6" (54' PRECAST
592
591
1073
4'-6" (54') PRECAST
1207
2646
2707
3375
4043
4711
5379
2189
4375
6113
7547 p)
8672
10294
11809
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
5-4" (64") PRECAST
1016
1715m
2276(4)
2838
3399
3961
4522
1663
3090
5365
7547,,96)
73420,)
8733(,7.
10127pq
1016
1715
2276
2638
3399
3961
4522
5'-10" (70") PRECAST
1062
1105
1173
1631
2090
2549
3009
3470
6-10" ( 70' PRECAST
340
339
616
5'-10" 70") PRECAST
(
909
1567(1
2080(3)
7.593 p)
31076,
3620 (4)
4133 (3,
1451
2622
4360
7168(45)
6036O6))
7181(,
8328;;
929
1567
2080
2593
3107
3620
4133
6-6" (78") PRECAST
908
1238
2177
3480
3031
3707
4383
5061
6-6" (78") PRECAST
507
721
490
6'-6" (78") PRECAST
835(1,
1407(26)
1868,)
2329,3
2790(16)
325114)
3712(12)
1230
2177
3480
5381
6360
10394,r,
6B25On
835
1407
1868
2329
2790
3251
3712
T-6" (90') PRECAST
743
1011
1729
2632
2205
2698
3191
3685
T-6" (90") PRECAST
424
534
1
363
T-6" (90") PRECAST
727 m
1065(25)
162431
2025p6
242626)
2827ps)
3228p4
1011
1729
2661
3898
5681
84674r
6472:a_
727
1224
1624
2025
2426
2827
3228
9'-4" (112') PRECAST
554
699
1160
1625
2564
3486
2818
3302
9'-4" (112') PRECAST
326
512
230
9'-4" (112') PRECAST
591
70825
11364
147434
181534
z15734
250034
752
1245
1843
2564
3486
470513.1
6390.,",
591
862
1316
1643
1969
2294 1
2019
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 z4
916136}
118633)
1461(33)
173633)
2011 33)
643
1052
1533
2093
2781
3643tm
4754,
530
695
1180 (8)
1472 (4)
1763 q
2055
2346
11'-4" (136') PRECAST
362
582
945
1366
1846
2423
3127
4006
11'-4" (136' PRECAST
)
260
452
154
1T-4" (136" PRECAST
)
474
50423)
800(32)
1037(32
1274�)
15132)
175332)
582
945
1366
1846
2423
3127
4006
494
607
1042io)
1372(n)
1643
1915(6)
2187 5
12'-0" (144') PRECAST
337
540
873
1254
1684
2193
2805
3552
12'-0" (144') PRECAST
244
402
137
12'-C" (144") PRECAST
470 (F
45e 23
724 (3p
938 (32)
1153(32)
136902
1585p
540
873
1254
16B4
2193
2805
3552
470
550
940(,o)
1302 s
1560(13)
181gn)
2075 )o
13'-d" (160") PRECAST
296
471
755
1075
1428
1838
2316
2883
13'-4" (160') PRECAST
217
324
110
13'-4" (160') PRECAST
416 s
386(22
6070,)
785
964(3,)
1143 ,
1323 p)
471
755
1075
1428
1838
2316
2883
428
460
1 780 ,6,
1159,
1416(2o)
1654s)
188717
14'-0" (168") PRECAST
279
424
706
1002
1326
1697
2127
263o
14'-0" (168') PRECAST
205
293
1
100
14'-0" (168') PRECAST
384 16)
35891
sfio(
724po)
889p")
1054
122036
442
706
1002
1326
1697
2127
2630
410
425
717 (9sl
1358(23)
1582p,)
1807 21
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 p,)
520 (2e)
672 (m)
825 m)
978
1131 30
458
783
1370
1902
2245
2-17
2712
246
395
663
980 im)
1303 -
1518z6
1734 4
15'-4" (184") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NRJNR
(184') PRESTRESSED
N.R.
259
83
15'-4" (184") PRESTRESSED
224
313(m)
afifi(2
627(m
769(29
911(m)
1054
412
710
1250
1733
2058
2320
230
368
616
908 pn)
1240(m)
1460(zn
1668 ps)
17-4" (208') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
1T-4" (208') PRESTRESSED
N.R.
194
64
1T-4" (208") PRESTRESSED
187
263 ,
405 2e
521 23
638 2
756 z
873 z
300
548
960
7328
1609
1649
192
306
506 (0
740 19)
1005p7)
1271p)
1473(31,
19'-4" (232") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
19'-4" (232") PRESTRESSED
N.R.
148
52
19'-4" (232") PRESTRESSED
162
229 pn
348 ps)
447 �
547 2s)
647 �
747 25)
235
420
750
1037
1282
1515
166
263
429 p
623 O6)
841 (2E)
1059 m
1227 po)
21'-4" (256") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
21'4" (256') PRESTRESSED
N.R.
125
42
21'-4" (256") PRESTRESSED
142
204 is)
307 29
393 (23)
480 23)
568 p4)
655 (24
180
340
598
845
1114
1359
1458
142
232
373 )
537 nr
721 25
905 y
1048 m
22-0" (264") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
22'-0" (264') PRESTRESSED
N.R.
116
40
22'-0" (264") PRESTRESSED
137
197 i5
295 2z
379 z3
462 23
546 z3
630 3
165
315
550
784
1047
1285
1399
137
223
356
513 (17)
688 p4
863 Ra)
999 e)
24'-0" (288') PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
24'-0" (288') PRESTRESSED
N.R.
91
33
r24'-G- (288") PRESTRESSED
24
179 ('")
267 p))
342 n
418 p,)
492 (n
567 n)
129
250
450
854
BB4
1092
1222
124
202
319 p)
455 s)
606 m
757 p>1
876 p
(#) 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
T-0"
T-2"
8F16-1T/OM/OB 81`16-1
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18'-8", LINO
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SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = V-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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RIGHT
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SECOND
FLOOR LIFT
BEAM PLAN
160 MPH EArn
AP. ic
ARCHITECT
STATE OF FLORIDA
nAjjf- 06/13/18
SCALE: 1/4"=1e— 01e
SHEET
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 WASHBR @ 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
MARK
SIZE &
BASE PLATE OR
REMARK
DESCRIPTION
REINFORCEMENT
4x4 (3 1/2"x3 1/2")
USP PAU44 W/ 5/8" DIA. x
D1
SYP. PT, WOOD POST
6" EXP. BOLT
a.l
D2
DOUBLE STUD
46 (3 1/2"x5 1/2")
USP PAU46 W/ 5/8" DIA. x
®s
D3
SYP. PT, WOOD POST
6" EXP. BOLT
31
2-PLY
U: -3104 LBS
1-PLY
(3: 5272 LBS
U: -541 LBS 2A
G: 1333 LBS S3.1
1A
in
2-PLY
U:-1836 LBS
G:2965 LBS
1C
T-0"
u
= n
DIAGONALS FOR BOTTOM
CHORD BRACING @ 20'-0" O.C.
MAX (TYP.)
U:-757 LBS
G: 1962 LBS
1A
2-PLY
U:-1862 LBS
G:3019 LBS
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ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
T-2"
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 #61
PROJECT#
04321.000 061R1
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RIGHT
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ROOF
FRAMING
PLAN
60 MPH EXP. C
ARCHMCP
STATE OF FLORDA
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DATE: 06/13/18
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ROOF WIND DESIGN PRESSURES
ET (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 7/16"
O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 5/8 COX 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 WI IN 4' OF GABLE
END.
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN, LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
170,000
SHANK
8d
RING SHANK,
2 1/2"
0.120"
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.
TOP & BOTTOM EDGES
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GENERAL NOTES:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING COD
E D E STANDARDS: FBGR 2017 6th EDITION
ACI 315-14, BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AI SC SPECIFICATIONS
ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
OF THE WORK.
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLEAFTER THE BUILDING
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITYTO DETERMINE ERECTION PROCEDURES AND
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4".
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSEDTO EARTH OR WEATHER
ALL EXPOSED EDGES OFCONCRETEARETOBECHAMFERED 314'.
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE.
FORM -WORK:
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
WOOD:
NON -BEARING WOOD WALLSTOP PLATES & STUDS CAN BE SPF.
ALL D FOR BEAMS BEARING WALLS SOLE PLATES TOP PLATES BRACING, LEDGERS,
WOO LE RS BLOCKING,
CRIPPLERS, SILLS ETC. SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1 IPPLE 100 PSI AND A MODULUS OF
ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
PRESSURE TREATED. PRESSURE TREATED. BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
CONTAINS MORE THAN "h" OF HEARTWOOD.
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING
PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
SYP #2.
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
WELDED WIRE MESH:
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
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
SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
SEALED 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:
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
ACCORDANCE W/THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
DESIGN LOADS: SPECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE
SUBJECT TO ENGINEER'S REVIEW.
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf - TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
20 psf TOP CHORD -non-concurrent
10 psf BTM CHORD -non-concurrent
DEAD LOAD
15 psf TOP CHORD
(7 psf w/ ASPHALT SHINGLES)
10 psf BTM CHORD
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
DEAD LOAD
20 psf TOP CHORD
(10 psf w/ No GYPCRETE)
5 psf BTM CHORD
BALCONY LIVE LOAD 60 psf
WIND: DEAD LOAD SPEED r-r160 MPH 3- SECOND GUST
(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II)
SHOP DRAWING REVIEW:
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
ALL SHOP DRAWINGS SHALL BE REVIEWED BYTHE CONTRACTORS PRIOR TO SUBMITTAL TO
THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
TRACT DOCUMENTS)ARE PROHIBITED WITHOUTTHE EXPRESS WRITTEN PERMISSION FROM
THE ENGINEER.
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT.
FOUNDATION/ SITE PREPARATION
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,
FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY
OFAT LEAST 95%OF THE MODIFIED PROCTOR MAXIMUM DRYDENSITY, DETERMINED IN
ACCORDANCE WITH ASTM D-1557. TREAT ALL SOIL FOR TERMITE PROTECTION.
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEGTECHNICAL ENGINEER
TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS
FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND
RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THATTHE COMPACTION
REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GEGTECH. ENGINEER.
CONCRETE:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURALTERRACE SLAB.
CONTRACTOR SHALL SUBMIT PROPOSED MIXDESIGNS, WITH HISTORICAL STRENGTH DATA
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
NOT EXCEED 5°+/- PRIOR TOTHE ADDITION OFPLASTICIZER.
#5 BAR - 30" #7 BAR - 42"
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
FOR ADDITIONAL INFORMATION.
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
WALL.
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
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.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 7PIAA/TCA BCSI 1"
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
WOOD TRUSSES.
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
DO NOT CUT OR DISPLACE REINFORCING STEEL TOACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
WITHOUT THE APPROVAL OF THE ENGINEER. AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
MASONRY: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
LICENSED PROFESSIONAL ENGINEER.
SPECIFICATION MASONRY STRUCTURES (ACI 530/ASCE 5fTMS 402, BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
PUBLISHED BYTHE MASONRY STANDARDS JOINT COMMITTEE.
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1600 PSI. BLOCK SHALL BE PLACED USING
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
-ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE GROUT.
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
.. SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
CELLS TO BE FILLED.
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
REINFORCING.
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
STRUCTURALSTEEL:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
-- 9TH EDITION, BYTHE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
Fy= 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
TOP CORD BLOCKING AT 4' CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 ANDASTM C-94OR
O.C. MAX. IN FIRST 2 FRAMING MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
SPACES AT EACH END. — WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED
RAFTER OR TRUSS TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES.
ROOF SHEATHINO IF FOR ANY REASON THERE ISA DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN
90 MINUTES, THE CONCRETE SWILL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF
THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE
ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
Z_ F A. T FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
E5 B. FOR CONCRETE EXPOSED TO EARTH ANDIOR WEATHER:
j 1-112" FOR #5 AND SMALLER
In 2" FOR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
3/4' FOR SLABS, WALLS AND JOISTS
BUILDING LENGTH L 1-1/7 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
8d RING SHANK GUN NAILS
6" O,C. IN FIELD
C8d RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d X 2 1/7' SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12- 0.6�N
FIELD J\
I YH. 3/4" 1 &(3 SUB-FLOON L)LUKIN(i GLULU I U ALL LXHVSLU MLMbLKS
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
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
PROVIDED BY THE TRUSS ENGINEER.
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
ALL TRUSS TO TRUSS CONNECTIONS.
ALL SHEET METAL FRAMING CONNECTORS SHOWN ON THE PLANS SHALL BE "USP STRUCTURAL
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
LATEST CATALOG.
FASTENER
SCHEDULE
WINDOWAND
DOOR BUCK
FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
1x2 PT FURRING TO
CASE HARDENED COIL
8"0/C
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
MASONRY/GONG.
NAIL 11/2"LONG ,
TO MASONRY/GONG.
SGD, AL. EXT. DOORS
CASE HARDENED COIL
9"0/C.
WINDOW/DOOR/FASTENED
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
1x PT, SEE NOTE 7
NAIL 11/2" LONG.
STAGGERED
INTO MASONRY/CONC.
TO MASONRY/CONC.
WINDOWBUCK
CASE HARDENEDCOIL
9°GEC.
WINDOW/DOOR/FASTENED
METAL STR AP TO
CONTACT THIS ENGINEER FOR SPACING
1x PT, SEE NOTE
NAIL 11/2"LONG .
STAGGERED
INTO MASONRY/CONC.
MASONRY/CONE.
REQUIREMENTS
EQ IIREMENTS
�(L �Y �7
EXT. SWING DOOR
q4^"
"TAPCON^
12 0/C
112"EMBED, 4"END.
NON -BEARING W000
1/2"°
EXPANSION
4"EMBED 4"END
BUCK 2x PT, SEE NOTE?
NO WASHER
FASTNER
DIST„11/2"EDGE DIST.
WALL TO CONE. SLAB
W/WASHER
BOLT
24"O/C
DIST., :W EDGE DIST.
2x PT WINDOW BUCK 0,138° PAF x 2 1I8" 9" 0/C 4" ENO. DIST., 1 1/2"
PT TO STEEL COL., SEE WIWASHER STAGGERED EDGE DIST.
NOTE 7
NOTES
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE
AS PER MANUFACTURER'S SPECS AND / OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING
DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPOONS OR PAF TO THE SUBSTRATE.
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774AD78
www.abdesigngroup.com
AA #: 0003325
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4
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SU13DIV. de LOT:
CREEKSIDE
LOT #61
PROJECT#
04321.000 061R1
MODEL:
4EGB
"GALEN"
GARAGE S'Y#MG:
RIGHT
PAGE:
DETAILS
60 MPH EXT. C
ARCHRECT-
STATE OF PLCA
BAR NO 9372 AM
DATE: 06/13/18
SCALE: 1/4"
S=ET
S N1