HomeMy WebLinkAboutBUILDING PLAN PAGE 32-3638'-8"
8'-4"
8'4"
11'-8"
10'4"
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21'-4"
17'_4"
38'-8"
SECOND
FLOOR
PLAN
SCALE: 1/4 = 1'-0"
1441 N. RONALD REAGAN BL
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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PAGE:
SECOND
FLOOR
PLAN &
NOTES
,oh160 MPH EXP. C
ARCHTECT-
STATE OF FLOEM
DRINT
A E. 07/12/18
SCALE: 1/4"=1'-0"
SHEET
S
28'-0"
24'-0"
20'-0"
16'-4"
4'-0"
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17'-4"
SECOND FLOOR
DOWEL PLAN
SCALE: 1/4" = 1'-0"
1441 N. RONALD REAGAN BLVD.
LONGWOOD, FL 32750
PH: 407-774-6078
FAX: 407-774-4078
www.abdesigngroup.com
AA #: 0003325
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LOT #11
PROJECT*
04321.000 011R3
MODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
SECOND
FLOOR
DOWEL
PLAN
(160 MPH EXP. C
AFtaF F F STATE ODA
C.IUL 1 2 8
D TE 07/12/18
SCAL.'e : 1/4"=1'—O"
S4.2j
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP DTC Wl (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) 1 Od 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
1
ARE TO BE GALVANIZED.
2
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON LINTEL
7, 0„
7' 2'
Ir
MANUFACTURER SHOWN IN STRUCTURAL PLANS.
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AIN, V ,tl� z 1�
M� AM
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6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
8F16-lT/0M/0B 8F16-1
/0M/06
8F16-1T/OM10B
CLEAR SPAN OPENINGS.
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7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4').
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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
Ilk
Y$
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LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
%F
21'
N
APPROVAL.
awl,40
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WTH 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.
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12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
LuNO, PROVIDE BB1`
NOTED OTHERWISE.
I)
WHERE ROOF
1061 All"
TRUSSES BEAR,
011'
L
TOP OF WALL, EL.'m�`1
18'-8" LINO
410
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01
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INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / &O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
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4`
ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
*41
REINFORCEMENT
STIRRUPS
.
MARK
DESCRIPTION
fc
(psi)
SIZE
W'xH'
REMARKS
— R)
%
)
1
7
BTM.
TOP
MID
SIZE
SPACING
11141
BB1
MASONRY
3000
8x8
—
(1) #5
—
N/A
N/A
GROUTED SOLID
%
BB2
MASONRY
3000
8x16
—
(1) #5
(1) 45
N/A
WA
GROUTED SOLID
3r
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61
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%
°
%
"CAST-CRETE" SAFE LOAD TABLES
_
10 <
SAFE LATERAL LOADS FOR
)
<
8F16-lT/0M/0B
81`16-1T/OM/013
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
8" PRECAST & PRESTRESSED U-LINTELS
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED
U-LINTELS
)`
GT
SAFE LOAD
�weti�n
SAFE LOAD - POUNDS PER LINEAR FOOT
�1er.�A�w
PLF
SAFE LOAD -POUNDS PER
LINEAR FOOT
L
,,,,,, „tl, ,,,,, ,,,,M 110 :,,,,, AM, 10� ,,,,, ,.
�. „,M; ,,,,,v ,*N -9911.11 ; >,, ,h, ,,, � u
TYPE
8F8-0B
8F12-0B
BFi6-OB
BF20-OB
BF24-OB
BF26-OB
BF32-0B
TYPE
RCMU
TYPE
BFB-0T
9f12-iT
BFi6-1T
8F20-iT
BF24AT
8F28-iT
BF32-1T
GT
'��`,
LENGTH
SUS
BFB-1B
8F12-1B
8F16-1B
BF20-1B
BF24-18
8F21-18
BF32-1B
LENGTH
SUS
8F8
LENGTH
8F6-2T
BF12-2T
8F16-21
BF20-2T
BF24.2T
8F28-2T
8F32-2T
h
3069
3719
5163
6607
6654
9802
10951
1
3'-6" PRECAST
1025
1024
1598
1569
2655
3524
439a
5263
6132
7001
,011,"
`1Qp
3'-6" (42") PRECAST
2231
3069
4605
6113
7547
8974
19lf,4
11809
(42')
3'-6" (42") PRECAST
1569
2655
3524
4394
7001
�11,
%
2561
2751
3820
4890
5981
701
8107
1383
2305
3060
3615
5263
4570
6132
5325
6079
9
4'-0" (48') PRECAST
1966
2693
4605
6113
7547
8974
10N4
11609
4'-0" 48' PRECAST
( )
765
763
1309
4'-0" (48") PRECAST
1363
2305
3060
3815
4570
5325
6079
IA
f
$�,
4'-6" (54") PRECAST
1599
1969
2189
2110
4375
2931
6113
3753
7547
4576
8672
59P0
10LC�
6224
11809
4'-6" (54') PRECAST
592
591
1073
4'-6" (54") PRECAST
1207
1207
2040
2040
2707
2707
3375
4043
4711
5379
'
�,pdx^^�
."'0 ,<
8F16-lT/OM/OB 8F16-lT/OM/OB
1349
1438
1999
2560
3123
3B�
4249
1016
171 n
2276
3375
2838
4043
3399
4711
3961
5379
4522
"1'
5'-4" (64') PRECAST
1217
10127sd
5'-4" (64") PRECAST
411
411
745
5'-4" (64') PRECAST10
a
s
1
1883
3090
5365
7547
7342�s�
67�3ns7
1016
1715
227E
2838
3399
3961
4522,,E
`R
1105
1173
1631
2090
71A9
mom
3470
or>A
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SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = l'-O"
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. ae LOT:
CREEKSIDE
LOT #11
PROJECT*
04321.000 011R3
MODEL
4EGB
"GALEN"
GARAGE STnNG:
RIGHT
PAGE:
SECOND
FLOOR LIFT
BEAM PLAN
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
J
n TE:: 07/1
SCALE: 1/4"
SHEET
S51
FRAMING NOTES
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: USP OTC W/ (13) 10d x 1 1/2" HOG NAILS.
SMALL JACKS < 9' MAY BE NAILED W/ (10)d x 1 1/2" HOG NAILS, CONCRETE TO
WOOD FLOOR:
USP LPTA W/ (10) 10d x 1 1/2" HOG NAILS, WOOD TO WOOD:
USP RT16A OR LUGT2 W/ 10d x 1 1/2" HOG 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 0E 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 U-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 (3 112"x3 1/2")
USP PAU44 W/ 5/8" DIA. x
D
SYP. PT, WOOD POST
6" EXP. BOLT
No
D2
DOUBLE STUD
4x6 (3 1/2"x5 1/2")
USP PAU46 W/ 5/8" DIA. x
D3
SYP. PT; WOOD POST
6
L EXP. BOLT
s
2-PLY
U: -3104 LBS
1-PLY G: 5272 LBS
U: -541 LBS 2A
G: 1333 LBS 3.1
,
1 A �—
S3.1
in
2-PLY
U:-1836 LBS
G: 2965 LBS
1C
T-0"
m
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
II It II II
11 11 II II II II li II II II II
�i 111 II II II II
O 11 - II II II II
II II II II � N II II II 1 1 -
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= II II II II II II II = 2-PLY
U: 5913 LBS
G:10879LBS
ROOF FRAMING PLAN
SCALE: 114" = V-0"
T-2"
n
II
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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sui33DIY. & LOT:
CREEKSIDE
LOT #11
PROJECT#
04321.000 011R3
adODEL:
4EGB
"GALEN"
GARAGE SWING:
RIGHT
PAGE:
ROOF
FRAMING
PLAN
160 MPH EXP. C
ARCHITECT
STATE OF FLORDA
JU 1 -20
ACRA
NO 937
DA 07/12/18
SCALE: 1/4"=1'-0"
SHEET
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GABLE - E'L7
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HIP ROOF
ROOF WIND DESIGN PRESSURES
NET(GROSS)!
• • .
• 39.48 •.8
•
! • ZONE
BASIC WIND SPEED: •! MPH
EXPOSURE:WIND
RISK •'
APPLICABLE
COEFFICIENTPRESSURE !
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END.
GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT pROMDE6°kAIR ENTRAINED CONCRET
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGESOFCONCRETEA
ACI 318-14 BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF PROVIDE 6-MIL CONTINUOUS POLYETH
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 61NCHES1
ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORM -WORK:
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM -WORK, SHORING, AND BR
EXCEPT WHERE DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIG
"RECOMMENDED PRACTICE FOF
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 TF
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, S
OF THE WORK. ARE NOT PART OF THE STRUCT
ON THE TYPE OF CONSTRUCTIC
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH:
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE
TYPICAL DETAILS. MINIMUM LAP
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH 2" CHAIRS SF
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
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 GR
ACCORDANCE W/THE TYPICAL
DESIGN LOADS: SPECIFICATIONS. CONTRACTOR
onQDIrATinni un0l7nKMAi AMr
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
a ,,may=' •.,•s.
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STR.
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
I 1, NAIL SIZE PER ASTM F1664
2. INTERNATIONAL STAPE, NAIL & TOOL
ASSOCIATION (ISANTA) ESR-1539
EXTERIOR SHEATHING
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
BOTTOM PANEL AND 8d RING SHANK GUN
NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
8d RING SHANK GUN NAILS @ 4" O.C.
,. TOP & BOTTOM EDGES
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TOP CORD BLOCKING AT 4'
O.C. MAX IN FIRST 2 FRAMING
SPACES AT EACH END.
RAFTER .OR TRUSS
ROOFSHEATHING -\
BUILDING LENGTH
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
C8d RING SHANK GUN NAILS
6" O.C. IN FIELD
Cad RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d x 2 1/2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 17 0.6�N
FIELD J\
TYP. 3/4" T&G SQb-rLUUK UtIRIIVI.i I.iLUtU IUALL thh'UJtU IVItIVItStKJ
LL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4`.
WOOD:
XPOSEDTO EARTH OR WEATHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
TO BE CHAMFERED 314'.
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
CRIPPLERS SILLS ETC. SHALL BE SOUTHERN PINE NO. 2 OR BETTER F = 10 PSI AND A MODULUS OF
b 1 0
:NE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
ELASTICITY= 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
(SEALED WITH ADHESIVE TAPE.
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
:ING 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
_D AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
ONCRETE FORM -WORK.
CONTAINS MORE THAN 1/2" OF HEARTWOOD.
.SE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION, SEE NAILING SCHEDULE ON PLANS.
WD ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
AL PLANS ASTHEYARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
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
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
'TM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
WOOD TRUSSES:
1ALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
:ED 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,
CONNECTOR PLATES SHALL BEA MINIMUM THICKNESS OF 0.036"AND BE MANUFACTURED FROM STEEL
HE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
NDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND
1ALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14. "DESIGN NATIONAL
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
oUDJIZ .l
COMMENTARYAND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
TYP. MIN LAPS SHALL BE AS FOLLOWS: 14 BAR - 25" #6 BAR - 36"
WOOD TRUSSES.
20 psf TOP CHORD -non-concurrent
#5 BAR - 30" #7 BAR - 42"
10 psf BTM CHORD -non-concurrent
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
FOR ADDITIONAL INFORMATION.
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
DEAD LOAD DEAD LOAD
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982.
15 psf TOP CHORD 20 psf TOP CHORD
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
(7 psf w/ ASPHALT SHINGLES) (10 psfw/ No GYPCRETE)
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
WALL.
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
BALCONY LIVE LOAD 60 psf
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
WIND: DEAD LOAD SPEED =160 MPH 3- SECOND GUST
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE 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
DRAWING REVIEW.
WITHOUT THE APPROVAL OF THE ENGINEER.
AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
`'SHOP
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OFTRUSSES. THE TRUSS FABRICATOR SHALL
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
MASONRY:
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
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
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC,
"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ASCE 51TMS 402, BUILDING CODE REQUIREMENTS FOR
LICENSED PROFESSIONAL ENGINEER.
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
THE ARCHITECT. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON-
PROVIDED BY THE TRUSS ENGINEER.
TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS RITTEN PERMISSION FROM
W
-
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
THE ENGINEER.
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT.
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ALL TRUSS TO TRUSS CONNECTIONS.
--' _
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
FOUNDATION/ SITE PREPARATION: —
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
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
CONNECTORS" BY USP, OR EQUAL UNLESS NOTED OTHERWISE ON PLANS, INSTALL CONNECTIONS
FOOTING EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TOA DRY DENSITY
TO CONSOLIDATE GROUT.
WITH THE SIZE AND NUMBER OF BOLTS/NAILS AS RECOMMENDED BY THE MANUFACTURER IN THE
OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELYONTHIS PROJECT. MORTAR SHALL BE
LATEST CATALOG.
ACCORDANCE WITH ASTM D-1557. TREAT ALL SCAL FOR TERMITE PROTECTION.
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM 0-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
--
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER
CELLS TO BE FILLED.
TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS �� __
FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND -- _
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN
REINFORCING.
CERTIFICATION THAT THE MINIMUM DESIGN BEARING 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:
STRUCTURALSTEEL:
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS. AS FOLLOWS:
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
2,600 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. �. _
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
CONTRACTOR SHALL SUBMIT PROPOSED MXDESIGNS, WITHHISTORICAL STRENGTH DATA .-
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
FOR EACH SEPARATE MIX PRIOR TO CONCRETE PLACEMENT. CONCRETE SLUMP SHALL
-
NOT EXCEED 5"41- PRIOR TO THE ADDITION OF PLASTICIZER.
ANCHOR BOLTS ATTHE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OFACI 301 ANDASTM C-94OR
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD,
MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED
WHEN CONCRETE IS BATCHED. THE MAXIMUMTIME 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 THAT A BATCH IS HELD FOR LONGER THAN
90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF
THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OFANY NON COMPLIANCE WITH THE
ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
1-1/2" FOR #5 AND SMALLER
2"FOR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
3/4' FOR SLABS, WALLS AND JOISTS
1-1/7 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
FASTENER
SCHEDULE
WINDOWAND
DOOR BUCK
FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
1x2 PT FURRING TO
CASE HARDENED COIL
80/C
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
MASONRY/CONC.
NAIL 11/V LONG,
TO MASONRY/GONG
SGD,AL EXT.DOORS
CASE HARDENED COIL
91,0/C
WINDOW/DOOR/FASTENED
GARAGE DOOR BUCK
SEE DETAIL
SEE DETAIL
SEE DETAIL
SEE DETAIL
It PT, SEE NOTE 7
NAIL 1 1/2" LONG.
STAGGERED
INTO MASONRY/CONC.
TO MASONRY/CONC.
WMDOWBUCK
CASE HAR DEN ED CO IL
91,o/C
WINDOW/DOOR/ FASTENED
METAL STRAP TO
CONTACT THIS ENGINEER FOR SPACING
1x PT, SEE NOTE
NAIL 1112"LONG .
STAGGERED
INTO MASONRY/GONG.
MASONRY/CONE.
REQUIREMENTS
EXT. SWING DOOR
1/4"°
"TAPCON"
12 0/C
112"EMBED, 4" END.
NON -BEARING WOOD
1/2"O
EXPANSION
24" O/C
4"EMBED .4"END
BUCK 2x PT, SEE NOTE 7
NO WASHER
FASTNER
DIST., 1 12' EDGE DIST.
WALL TO CONE SLAB
W/ WASHER
BOLT
DIST., 3" EDGE DIST.
2x PT WINDOW BUCK 0.138-PAF 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, 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 HILT] 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 NCA 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 VYITH 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
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StTBDIV. 89 LOT:
CREEKSIDE
LOT #11
PROJECT#
04321.000 011R3
MODEL•
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"GALEN"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
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