HomeMy WebLinkAboutBuilding Plans® STATE OF FLORIDA
CERTIFIED BUILDING CONTRACTOR:
DR HORTON HOMES
1430
CULVER DRIVE NE
PALM
BAY, FL 32907
TEL:
(321) 733-7092
FAX:
(321) 733-7972
STATE OF FLORIDA
PROFESSIONAL ARCHITECT:
MICHAEL C. ANDERSON
AR No. 17305
A.B. DESIGN GROUP, LLC
2194 HWY AIA, SUITE 301
INDIAN HARBOUR, FLORIDA 32937
Tel: (321) 802-3591
DRAWING / CONTRACT DOCUMENT
REVIEW BY BUILDER
THE BUILDER ASSUMES ALL LIABILITY FOR
INTERPRETATION OF _ THE CONTRACT DOCUMENTS.
IF ANY ASPECT OF THE CONSTRUCTION (AS
DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND
IN NEED OF FURTHER DETAILING OR EXPLANATION IN
ORDER TO BUILD THIS PROJECT BASED ON THIS
DRAWING SET, THE CORRECT PROCEDURE IS FOR THE
BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR
INFORMATION) TO THE ARCHITECT OR ENGINEER FOR
CLARIFICATION.
AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN
RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY
MANNER. AB DESIGN GROUP TAKES NO
RESPONSIBILITY FOR INTERPRETATIONS OF
CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE
BEEN GENERATED FOR UNCLEAR ASPECTS OF THE
CONSTRUCTION BASED ON THE DRAWING SET.
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DESIGN
CRITERIA:
ABBREVIATIONS
REVISIONS
--
INDEX OF DRAT
• FLORIDA BUILDING CODE, RESIDENTIAL,
DATE
DESCRIPTION
8TH EDITION (2017)
ABv
AC
ADJ.
ABOVE
AIR CONDITIONING
ADJUSTABLE
LAV.
LUMP ;,
`
LAVATORY
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-1/26/18
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CODES
M C.
MEDICINE CABINET
ALT.
ALTERNATE
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OIA5/I8
2011 F5C UPDATE
—
AMP.
AMPERAGE
MIN..
MINIMUM
PG
CI —COVER SHEET
• OCCUPANCY
— RESIDENTIAL, GROUP R3
BD
BOARD
M.T.
METAL THRESHOLD
01116118
GD'S RE -ISSUED
• CONSTRUCTION TYPE
— VB
CI.
CAB.
CENTER LINE
CABINET
MTD.
MTL.
MOUNTED
METAL
02/21n8
_ ._._
SIDING ELEVATIONS ADDED
-
PG
GN-GENERAL. NOTES - ..
•MIN. INTERIOR FINISH
— CLASS B
CLG
CEILING:
N.T.S.
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03/26n8
— — — --
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PG
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Al -FLOOR PLAN
•BASIC WIND SPEED
- Vult=160 MPH
CI
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04115AS
—___—
FOOTING REVISION MRK.SOWES
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06/21/19
--
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El -ELECTRICAL PLAN'
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PLYWOOD
02ASAI9
ADDED CURELESS FOOTER AT GARAGE DETAIL (FORT MTERS)
PG
P1—PLUMBING PLAN
• 2—STORY RESIDENCE
—MAX. HEIGHT AS PER LOCAL
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D
DUAL DIAMETER
DIAMETER
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PAIR
PRESSURE TREATED
02/22n9
PLAN MAINTENANCE
PG
M1—HVAC PLAN
AND STATE CODES
DIM
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d_ DIMENSION
DISPOSAL
R.
RAD
RISER
RADIUS
03128119
REVISED LINTEL SIZE AT FRONT ENTRY DOOR
PG
D1—DETAILS
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.DEEP
R.A.G.
RE TURN AIR GRILL
04/24/19
ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON
(MELB.)
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REF,
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PG
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04/24/10
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�
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WAl-WALL ASSEMBLY DETAILS
h--
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WA2-WALL -: ASSEMBLY DETAILS
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_;
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ENTRY
16 SQ. FT.
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09/11/19
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,
- - - ---_—
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2442 SQ. FT.
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SL
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`
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FIN
'.
FINISH
SL GL;
SLIDING GLASS
-.
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STANDARD
01/01/292
REPLACE USIP CONNECTORS WITH SIMPSON CONNECTORS
t=
FLUOR
FR DR
FLUORESCENT
FRENCH DOOR
SWS
SHEAR WAIT,
SECTION
04/01/20
.REVISE ENKAVENT RADON PLAN DIMENSIONS
---`
FTC
FOOTING
TEMP
TEMPERED GLASS
GA
GAUGE,
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GAR. DISP. GARBAGE, DISPOSAI.
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-
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--
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- - - -
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S3-FRAMING PLAN
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PAI-PRODUCT APPROVALS
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LOT #40
PROJECT#
04321.200 046R1
MODEL
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE: p
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COVER
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SHEET
160 MPH EXP C
ARCHITECT.
STATE OF FLOWA
l •.
r'%'r° A 05 21 20
DATE: / /
SCALE: 1/4"-1'-0
SHEET
cI
LaA *eft
t�ENEFAL
NOTES,.,.....;
•`, ; .,, t
SITE WORK'
1
ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIAN EWITHTHE FLORIDA BUILDING CODE RESIDENTIAL (FBCR)
1.
REFER TO TME rfLS R _QRT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT).
6th EDITION, (2017), ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER'
FBCR 6TH EDITION (2017);UNO.
2.
REFER TO THE CIVIL DRAWINGS' FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES,
A
SITE IMPROVEMENT S;_SITE RETAINING WAILS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL
2.
WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR
DRAWINGS SH , RIPE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL
BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORN€ DURISB;
FINISH GRADES, PLANTING AND IRRIGATION
THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS THESE OPENING PROTECTIONS SHALL BE
DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2.
3,
ELEVATIONS: SHOWN ON THE SITE DRAWINGS: ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE
ARCHITECT,
3.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
4.
NO EXCAVATION SHALL. BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN''/z THE HORIZONTAL
DISTANCE FROM THE: NEAREST EDGE OF THE FOOTING.
4.
THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THEATTENTION,
OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITHTHEWORK.
5 :
ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS
THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE
;AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE
CONTRACT DOCUMENTS, OF WHICH THE CON TRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION
ANDIOR
^SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
FABRICATION OF THE WORK.
5.
THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCT
TECHNIQUES,
6.
COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
OR THE !FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAB„ OR TH 'REQUIRED CODES.
7.
DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
6.
e5
THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLE�i ILDING. THEAWNTR.
CTOR
SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE__ URE DQM
NG r _'
8.
EXCAVATIONS` TO BE A MINIMUM OF 3- 0" BEYOND NEW FOOTING LINE.
CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
9.
THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE
7.
;DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS,
REQUIREMENTS,
8.
THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER.
10.
CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY
WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND
COUNTY BUILDING
9.
NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED.
AND ZONING CODES. IF CONSTRUCTED IN A'FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED
TO PLACE THE FINISHED FLOOR ELEVATION MIN 1'-0" ABOVE THEBFE, PER FLORIDA BUILDING CODE.
GARAGES AND CARPORTS
11.
SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BEIPERMITTED SEPARATELY BY ENGINEERED SHOP
1.
GARAGE DOOR
DRAWING.
A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET
B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER
12.
TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
i08AITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
2.
AS PER SECTION R302 5.1 OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN,
TH, GARAGEAND RESIDENCE SHALL BE EQUIPPED WITH
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
°
SOLID WOOD DOORS NOT LESS THAN 1 318 INCHES hN'THlritSS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN �
BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:
1 3/8 INCHES THICK, OR 20 MINUTE FIRE -RATED DOORS.
"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES.
TREATMENT IS 1N ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
3.
AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE
AGRICULTURE AND CONSUMER SERVICES."
DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID
ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
GARAGE.
4.
AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT
LESS THAN h -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE
SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 `=INCH TYPE X GYPSUM BOARD OR EQUIVALENT,
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT.
TINDER
1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED
HEREIN:
A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL)
B. NATIONAL FOREST PRODUCTS ASSOCIATION:
I: NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
C. SOUTHERN PINE INSPECTION BUREAU:
I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
D. TRUSS PLATE INSTITUTE:
I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014)
E. APA - THE ENGINEERED WOOD ASSOCIATION:
I. ENGINEERED WOOD CONSTRUCTION GUIDE
F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
2.ALL LUMBER EXPOSED TO WEATHER OR AGAINST SOIL CONCRETE OR MASONRY MUST BE PRESSURE TREATED.
3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS.
4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION
5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1.
6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SO.
PLUMBING
1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL.
2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS.
3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH''/2' AMAFLEX,
4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH.
5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE.
6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
Qi 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2.
8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903.
9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE.
10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2.
EXTERIOR WALL COVERINGS
1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR
THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE
R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
EXTERIOR FINISHES
1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS
APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS
THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE,
2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH
ASTM-C926 & ASTM-Cl063-12a „
3 LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1. ALL STUCCO APPLICATION"' TAILS, INCLUDING BUT NOT LIMITED TO:
ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS
"L" FLASHING HORIZONTAL LATH AND PAPER DETAILS
PIPE PENETRATION DETAILS VENT PENETRATION DETAILS
WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS
CASING BEAD DETAILS - DRIP EDGE DETAILS
CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS
WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS
WINDOW FLASHING DETAILS
4. SHALL BE INSTALLED PER ASTM-C1063 -15A AND R703.7,
FIRE RESISTANT CONSTRUCTION
UNDER STAIR PROTECTION:
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED
ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7.
EXTERIOR CEILINGS
1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING
MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1
1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) .
CONSTRUCTION OBSERVATION
CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S
SERVICES FOR THIS PROJECT.
IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW
OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL
BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND
FOR CONSTRUCTION OBSERVATION
2194 H WY A1A, SUITE 301
INDIAN HARBOUk BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngfoup.com
AA #: 0003325
my
SUBDIV. & LOT
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL:
4EBB
"1828-CALI"
GARAGE S G-
RIGHT
PAGE:
GENERAL
NOTES Is
I ,
I,
160 MPH EXP C'
�z
ARCHITECT;
STATE OF FLORIDA
Ric ar
Ic
QCT 21 2tl20
Reviewed for Code
Compliance
Universal Engineering
Sciences
kEL C. ANDEI
AR NO 17305
X-X"X4 + DATE: 05 21 20
SCALE: 1/4"=1'-0"
81-MET
h,
G
u
10 -2
3'-10' 3'-10" 6" 2'
4' 4"
m1
GROUND
WIND DESIGN
SEISMIC
SUBJECT TO DAMAGE FROM
WINTER
ICE BARRIER
FLOOD
AIR
MEAN
SNOW
LOAD
DESIGN
CATAGORY�
DESIGN
TEMP •
UNDERTLAYMENT
REGIUIREDh
HAZARDS a
FREEZING
INDEX'
ANUAL
TEMP!
SPEED
(MPµ)
TOPOGRAPHIC
EFFECTS'
WEATHERING'
FROST LINE
DE"H,,
TERMITE
NA
160 C
NA
JNEGLIGABLE
NA
VERY HEAVY
42
NA
SEE SURVEY
NA
NA
FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.91 THROUGH FBC R302.9.4
FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R302-IOB
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SCALE: 1/4' = 1'-0'
NOTE:
-2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID
DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE.
- VERIFY CONDENSER PAD LOCATION WITH SITE PLAN.
-OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL
BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8" (35
MM) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT
LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS.
- EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY
DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED.
- REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES.
-FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED
GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION
R VALUE OF R-13.
-CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED 5Y THE HVAC CONTRACTOR AND ARE OF THEIR
CLOSEST ALLOWABLE SOFTWARE TOLERANCES.
-OPENING INFORMATION BELOW 15 DIRECTLY FROM THE PLAN SET.
U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE
MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT
SPECIFICATIONS
U�i
■f3���
0
c
SQ.FT.
CAM'S
LIVING
GARAGE
ENTRY
LANAI
1516 50. FT.
430 50. FT.
16 SQ_ FT.
80 SQ. FT.
TOTAL
2442 SQ. FT.
A/C VOLUME
16411.E GU. FT.
r
COIIR'OINfdT AM CLADOM WIND LOADS
E BASIC WIND EXPO M FOR 8 SECOND C,USM
OPENINGS
SOUAFE
q9
ZONE
160 WH WIND MA
FEMARCS
AND TYPE
FOOTAGE
MIN. WINDOW'
10
5
34/-45
CRITERIA
EXTERIOR SWING
21
5
32/-42
DR. MIN. CRITERIA
S.G.D. MIN.
12
5
30/-31
CRITERIA
8010 O.H.D.
I
56
5
325/-38.0
16010 O.H.D.
112
5
30.S/-34.4
SOFFIT
N/A
5
31fo/-38.8
-6829/ IF
ROOF TILE N/A 3 -582S APPLICABLE
I1
"i TlACTC WTXTT RPFFTI TJ13T — 1RlT (V..7+) TAPI`FAWAT
PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II,
EXP.=C, MEAN ROOF HT. = 15'-9
PRESSURES HAVE BEEN MODIFIED PER FBCR BTH ED.
(2017) R301.2.1 TO MEET TESTED ALLOWABLE OR
NOMINAL WIND LOAD VALUES FROM THE PRODUCT
MANUFACTURER. CONIM DATE 03IM/111
4„
DBL.
70P '
PLATE d 0
0 s
BAR DETAIL
A SCALE:
4
d
c
c
>L
u
Reviewed for 0014
Gomp6ance
Universal EngineeM"=
ScNar� Ill
2194HWYAIA, SUITE301'
INDIAN HARBOUR BEACH,
FLORIDA 3 937
PH: 321-802 3591
www.abdesigngroup.com
AA #: 0003325
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MODEL:
4EBB
"1828—CALI"
GARAGE SWING:
RIGHT
PAGE:
FLOOR
PLAIT
Fi !
",_60 MPH tXP C
P"AY
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AR NO 17305
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8'-8' E3RG. HGT
0'-0" FIN. FLR.
+/-19'-O" 5LDCz. NGT.
FYPON LV12X24
OR EQUIVALENT
8'-0" SRG. I-4GT
OPT. COACH
LIGHT
'-0" FIN. FLR.
8'-8" 5RG_ I4GT
Y
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A
TYP.
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4E
❑❑ A
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--------- - I
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-
❑❑
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---------
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FRONT ELEVATION REAR ELEVATION
SCALE: 1/4 = P-0' TEXTURED FINISH SCALE: 1/4 = P-0' TEXTURED FINISH
NOTE: WALL FENESTRATION FLASHINCs AS PER F5CR R103.4
OFF RIDGE VENT OFF RIDGE VENT
45
v A
TYP.
N
- - — - — - - — - — - — - - — - — - - — - - ------------------------
RIGHT ELEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
OFF RIDGE VENT
1�6
4a _
A
- I I -- ---- -- -- -- -- -- -- -- - -- - - -
LEFT ELEVATION
SCALE: 114 = I -0 TEXTURED FINISH
OFF RIDGE: VENT
12
11E: �6
A
v
r
0
-8" 5RG. I4GT_
-0" FIN. FLR.
8'-8" 5RG HGT.
0'-0" FIN. FLR.
8'-S" SRG. HGT.
45
I�IAY
O 0" FIN. FL_FR.
DECORATIVE STUCCO
LOUVER DETAIL
MODEL 1828-CALL-4EB6
AREA OF ATTIC
= 2450 SQ. FT.
NET FREE VENTILATION AREA
REQUIRED
_ 1/ 300
REQUIRED VENTILATION AREA
= 2450 /300
= 8.17 SQ. FT.
8.17
= 1176 SQ. IN.
MIN. REQUIRED VENTILATION
s .4X 1176
IN UPPER PORTION OF AT] IC
= 470.4 SQ. IN.
(BALANCETO BE PROVIDED IN
SOFFIT V ENTS)
OFF RIDGE VENTILATION AREA
= 1.38 SQ. IN. PER VENT (net free area)
TOTAL# OF VENTS REQUIRED
= 3.41
TOTAL# OF VENTS PROVIDED
= 4
SOFFIT VENTILATION AREA
7 SQ. IN. PER LINEAR FT (netfree
area
LINEAR FEET OF SOFFIT REQUIRI
67.20
Reviewed for Code
Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
SUBDIV. & TAT:
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL•
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE:
ELEVATION "D"
160 MPH EXP 0
MAY 2 2 29211-
t
ICHAEL C. ANDERSON
AR NO 17305
PRINT 05 21 20
DATE:
SCALE: 1/4"=1'-0" f
SHEET
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
—{--1
125V OUTLET
20 AMP SINGLE POLE
1I0V OUTLET
110V OUTLET
1/2OF WIRED
TO SWITCH
GFI
110V OUTLET
EOUIPED W/C•RVD FAUL
INTERUP'IER (TAMPER
RESISTANT TYPE)
220V OUTLET
(4) WIRE CONNECTION
UP
EXT. WATERPROOF
GROUND FAULT
GFI
OUTLET
INTERRUPTER
SWITCH
SWITCH
3—WAY OPER
�t4
SWITCH
4—WAY OPER
WALL MOUNTED
LIGHT
CEILING LIGHT
s
LO
LED GLG LIGHT
u- OLED
VP
VAPOR
LIGHT
PROOF
UO VP
VAPOR PROOF
LIGHT
wI
3-.
ORECESSED
'...
CAN
VENT. FAN
I CFM PER SQ. FT.
VENT. FAN
W/LIGHT
1 GR1 PER 5Q. FT.
1
If�/TT�T
VANITY LIGHT
FIXTURE
(SPEC'S TBD BY
BUILDER)
®
4 X2
FLUORESCENT
LIGHT
2-5UL5 WRAP
AROUND
(RECESSED)
®
41
FLUORESCENT
LIGHT
2-BULB WRAP
''tom
(SURFACE MNT.)
2' FLUORESCENT
I�
4'FLUORESCENT
4' TRACK LIGHT
1
PANEL
�i
METER
O j' Z).
SMOKE DETECTOR
WA BACK—UP
HARDWIRE
WALL MOUNTED
BATT. BACK—UP
SA.
SMOKE DETECTOR
W/ HARDWIRE
GATT. BACK—UP W/
® S/CO
CARBON MONOXIDE
SMOKE DETECTOR
COMBO
HARDWIRE
INTER —CONNECTED
SHALL ISE A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
NATURAL GAS
3.
OUTLET
TELEPHONE JACK
WATER HEATER
IGNITION SOURCE
TO BE
DISCONNECT
•ELEVATED
AIR CONDITIONING
TO E 21 V UN.O'
A/
DISCONNECT
SEE
THIS SHEET
I' 1 TV
TELEVISION JACK
l_
'
CEILING BOX REQUIRE
JO
J_BOX
TO BE SUPPORTEP IN
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
-
CEILING BOX REQUIRE
TO BE SUPPORTED IN
CEILING FANLIGHT
ACCORpANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
24' INCANDESCENT
LIGHT STRIP
nAo
36' INCANDESCENT
LIGHT STRIP
cx�annc�nc�
48' INCANDESCENT
0
LIGHT STRIP
FLOOD LIGHT
OPT. SECURITY
KEYPAD
k • P.B.
PU514-13UTTON
FOR CHIMES
F
it
USB PORT
• LOCATION OF TV JACKS R PHONE OUTLETS t FANS TO
BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS of FBCR
6TH EDITION (2011) i NEC 210.12 2014 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT,
• GFI • ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY of
50 OFM INTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION M15073 FBCR 6TH EDITION (2011).
• LAUNDRY ROOM RECEPTACLE SHALL BE GROUND
FAULT CIRCUIT -INTERRUPTER PROTECTION FOR
PERSONNEL ON FEEDERS
• WIRING METHOD SHALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF FBCR 6TH ED (2017).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 6TH ED (201-1)
• ALL LAMPS SHALL BE SELECTED BY BUILDER AND
15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER
FJ5ZENERCLY CONSERVATION (RESIDENTIAL ENEMSY
EFFICIENCY) 2017. oth EDITION R404.I
CEILING
MTD. LIGHT
TO BE
INSTALLED,
PROVIDE
J-BOX FOR
OPT. FAN
ELECTRICAL PLAN
SCALE: 1/4' = I'-0'
OPT.
COACH
LIGHT
METER
FIELD
VERIFY
LOC.
TEMPORARY
UNDERGROUND
°
ctil
°
Y �
— ° L ° I
1'-6' I
LED LIGHTING LED LIGHTING
Cap DOUBLE LAV. SINGLE LAV.
OWNER'S BATH a BATH 02
15m AMP ELECTRICAL RISER
NOT TO SCALE.
GENERAL NOTES:
A ELECTRICAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6tH
EDITION (2017). LOCAL CODES, AND ALL LOCAL POWER
COMPANY REGIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/TWWN UNLESS
NO1;ED OTHERWISE.
POWER C0MPA
TRANSFOR'TER
GRADE
PROVIDE ISO AMP, 120/240 VOLT, I PHASE SECONDARY -
ELECTRICAL SERVICE. PROVIDE 3 01 COPPER (CU) N
1-1/2" DIA SCHEDULE 00 PVC CONDUIT OR PROVIDE 3
02/0 ALUMINUM (AL) IN 2" DIA SCHEDULE 50 PVC
CONDUIT UNLESS SERVICE IS PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
PROVIDE 3*2/0 CU, THWN r 1% CU IN 2' CONDUIT OR 3
04/0 AL, THWN + 1% CU IN 2' CoNDUIT.
(CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.)
COMBINATION SERVICE
DISCONNECT SWITCH AND
M ELECTRIC METER IN
NEMA 3R ENCLOSURE
150A/1P
MCB
TELEPHONE SERVICE
ENTRANCE
EQUIPMENT
INTERSYSTEM BONDING
TERMINAL AT LOW
VOLTAGE CONNECTIONS
150 AMP
V/240 VOL
I PHASE
MLO
PANEL
CABLE TELEVISION
SERVICE ENTRANCE
EQUIPMENT
1 •4 CU otRVICE GROUND cbm_6'CSlED Tf!F*"G"
CONCRAi'E ENCASED FOOTER STEEL PER
ELECTRICAL PROVISIONS OF THE FBCR 6tH
EDITION E201'll
5/9" DIA X S FT LONG COPPER CLAD GROUND ROD
eat
CREEKSIDE
4 PHASE 2
LOT #46
ROJECT
%04321.200 046R1
�SODEL•
4EBB
"1828-CALI"
A-ARAGE SWING:
RIGHT
]PAGE:
_€
ELECTRICAL
PLANhx
FJ1
�, _3_Fi0 MPH EXP C
ARCHUECT :
"FATE OF FLORIDA
MAY 2 2 2020
'ICHAEL C. ANDF4AR, NO 17305'
6-&`='..N l � 20 t75 21
,DATE: i /
SCALE: 1/4"=1'-0"
—L
JL_ j _Ji
2' VTR 2
<ITG PEN
VTR SIN< LU/ / 11/2"
AUTO VENT 1 1/2 ' 211
\ �211/2' // 1
1 I/2 1 I/2 I
2 1 1/2' (/ LUC r 1 1/2' I
TUB I I/2' I LAYI
2 LAV 2'
3' I
LUC 3' 3'
31 3' 11/2' 1 SHLUR 2,
LUASHER 2'
2"
4"
Co
4'
TO
MAIN
PLUMBING RISER DIAGRAM
Reviewed for Cod*
Compliance
Universal Engln eft
91 Science$
PLUMBING PLAN
SCALE: 1/4 = 1'-0'
2194 H WY AIA, SUITE 301
INDIAN HARBOUR
'BE CH,
FLORIDA 32937'
PH; 321-802-359'
www.abdesigngroup. om
AA #: 0003325
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U33DIV. �ti LT:
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CREEKSID
PHASE 2
LOT #46
PROJECT*
04321.200 046R1
MODEic
4EBB
"1828-CAL"
GARAGE 9VFM
RIGHT
PAGE:
PLUMBIN
PLAN
160 MPH EXP C;
ARCHITECT-
STATE OF FLORIDA
MAY 2 2 220
r
f[QCHAEL C. ANDERSON[
AR NO 17305
RIFT 05/21/20
SCALE: 1 /4"=1'I- 0"
SHEET
pI �1
r
n rt
R-VALUE SCHEDULE
FLOOR
SLAB ON GRADE
R-0
EXTERIOR WALLS
CMU - INT INSUL
R-4.1
FRAMED UD - ADJACENT
R-13
FRAMED WD - EXTERIOR
R-13
CEILING
UNDER ATTIC
R-30
F
W
h
U
W
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W
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F
A
EtiF
FF
rsMaar-a 05 21 20
DATE: / /
1 SCALE: 1/4"=1'-0" 1
SHEET
m i
2X4 TOP PLATE
PER FLR
PLAN
PRE -FAB TRUSS
1/2' CLG. BOARD
1/2' DRYWALL
SECURE BT. 2X4 WOOD
PLATE TO SLAB STUDS e24'
w/ 10d MASONRY °.0
NAIL a 32' OTC.
MAX I /r
0'-0.
FiN. FLR
SLAB
NU I >_: 5 I ULl IN
PARTITIONS SUPPORTING
WALL HUNG PLUMBING
FIXTURES AND WALL
CABINETS SHALL BE NOT
LESS THAN 2x4, WHERE
SPACED NOT MORE
THAN 16' O.G. OR, NOT
LESS THAN 2x6, WHERE
SPACED NOT MORE
THAN 24" O.G.
TYP. INT. WALL (NON —BRIG.
SCALE: 3/4' =1'-O'
FIBERGLASS SHINGLES
OVER 030 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.L1
ON �J,' O.S.B. SHEATHING
OR J' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
PRE-ENG TRUSS
I/7
MTL. DRIP EDGE
2x FASCIA PER -O
ELEVATIONS TY=_
o.�_.
VENTED SOFFIT
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0' FIN. FLR
5/8' GYPSUM BI
OR 1/2' HIGH
STRENGTH CLG.
BOARD
BOND BEAM
SOLID GROUI
W/ (I)- S
(2) COURSE
CAULK AND SEAL
LINE
O NOT GUT I PVC SLEEVE FOR GAS LINE
4E BOND
EAM 1/2' GYP. ILL. 1W.
EBARS uDoD r
AW
a .
e`. a 4:
2a1PIPE THROUGH BOND BEAM
D1 SCALE: 3/4"=1'-0"
\__ SEE ENERGY CODE FORMS
INSULATION R-VALUES
REFERENCE STRUCTURAL
PER ELEVATION
_�`—R-4.1 INSULATION
WINDOW ATTACHMENT
AS PER MANUFACTURES
r— SPECIFICATIONS
REFERENCE
STRUCTURAL
Ix2 P.T. FURRING
STRIPS is 24' O.G.
S' CMU
1/2' GYP. WL. BD.
WOOD BASE
v A a A
A. v
LA
A <
d
FAW/ WINDOW OPENING
v
FIBERGLASS SHINGLES
OVER 030 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.1.1
ON O.S.B. SHEATHING
OR }' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
STRUCTURAL
PRE -Ell TRUSS
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0' FIN. FLR
TYP. WALL SECTION
NO OPENING NOTE:
PER SECTION 905.1.1 - FOR ROOF
SLOPES 212 TO LESS THAN 412, A
1—STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM
SCALE: 3/4' = I' -O'
IS REQUIRED. FOR ROOF SLOPES
OF 4:12 OR GREATER, (I) LAYER
UNDERLAYMENT iS PERMITTED BUT
MUST BE PER ASTM D226 TYPE II,
ASTM D 486S TYPE IV, OR ASTM D
ro
2B GAS LINE THRU BLOCK
iiiiii SCALE. IR'•I'-®'
FIBERGLASS SHINGLES
OVER e30 FELT PAPER OR
SYNTHETIC PRODUCT,
INSTALLED PER SECTION
R905.1.1 ON in O.S.B.
SHEATHING OR J' CDX
PLYWOOD SECURED PER
FASTENER SCHEDULE
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
STRUCTURAL DETAILS
1/2' THICK, 2 COAT—v'
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0" FIN. FLR Jl4
I/R' THICK, 2 COAT -
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
GALV. STEEL
TRACK BRACKETS
FASTENED TO
WOOD JAMS PER
PRODUCT
GALV. STEEL
APPROVAL REQ.
VERTICAL TRACK
1' MIN.
SY MAUF.
SLIDE
FASTENED TO
ROOM
TRACK BRACKETS
W/ PRODUCT
APPROVAL REQ.
CORNER BRAD
S' Cm SEE
STRUCTURAL FOR
REINFORCEMENT
2x6 P.T. ILO
ATTACHED TO FILL
CELL AS PER
PRODUCT
APPROVAL Wa
SEALANT 4
SACKER ROD
WEA7HfiR STRIP
MOULDING ALL
AROUND(DY
DOOR MANX )
OVERHEAD DOOR
BY OTHERS
3 ) GARAGE DOOR JAMBS
D1 SCALE: 11/2"=1'-0'
2X4 SPF 24' O.C. MAX. —
SECURE W/ (2)12d NAILS
e EA. END
2x BLOCKING BETWEEN TRUSSES
—PER STRUCTURAL DETAILS-
-STIFFBACK AT ALL UPRIGHT,
PER STRUCTURAL DETAILS
-PRE-El WD. TRUSS
.PER ELEVATION
CONT. 2x RAT RUN SECURED
STRUCTURAL DETAILS
SEE' ENERGY CODE FORMS F,
INSULATION R-VALUES
PER ELEVATION
5/8' GYPSUM BOARD OR 1/2'
HIGH STRENGTH CLG. BOARD
. dtl e
v.a A v
d
n W/ WINDOW OPENING
ti
R-4.1 INSULATION
WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
REFERENCE
STRUCTURAL
1x2 P.T. FURRING
STRIPS a 24' O.G.
1/2' GYP. WL. BD.
WOOD BASE
FIBERGLASS SHINGLES
OVER 030 FELT PAPER OR
SYNTHETIC PRODUCT,
INSTALLED PER SECTION
R905.1.1 ON �6' O.S.B.
SHEATHING OR }' CDX
PLYWOOD SECURED PER
_O FASTENER SCHEDULE
TYP' MTL. DRIP EDGE
O.N.
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
STRUCTURAL DETAILS
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
8' CMU
OL 0'-0, FIN. FLR.
.A e
v 4
B TYP. WALL SECTION
NO OPENING
—STORY GABLE BLOCK WALL
Note: WALL FENESTRATION FLASHING PER FBCR 103.4 -
Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to
prevent entry of Water into the wall cavity or penetration of water to the building
structural framing components. Self -adhered membranes used as flashing shall comply With
AAMA 111. All exterior fenestration products shall be sealed at the juncture with the
building wall with a sealant complying with AAMA 800 or ASTM C920 Class 25 Grade NS
or greater for proper joint expansion and contraction, ASTM C1281, AAMA a12, or other
approved standard as appropriate for the type of sealant. Fluid -applied membranes
used as flashing in exterior walls shall comply with AAMA 114. The flashing shall extend to
the surface of the exterior wall finish.
Reviewed for Code
Compliance
Univereal EngtnewMtp
Sciences
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
v
w
0
F
0.
U
ul
W
4
F
A
SLJHDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
160 MPH EXP C
ARCHfTECT:
STATE OF FLORIDA
MICHAEL C. ANDERSONI
AR NO 17305
PC
RINTATE: %05 21 20
CALE:1/4"=1'-0"
SHEET
1
TOP:
2X9a P.T. a CENTER OF DOOR HEADER SECURED
W/ (1) 1/2' X 8' J-BOLT
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/8' WASHER 4 NUT
OR
W/ (2) 1/2' X 8' ANCHOR BOLTS
W/ 4' MIN_ EMBEDMENT
W/ 2' X 2' X 1/8' WASHER 4 NUTS
m
m
m
ECURE 2X4 ON'
FLAT TO BILK
W/ MASONRY
NAILS.
SIDES:
2X6 GARAGE DOOR BUCK SECURED
W/ (5) I/2' X B' J-BOLT OR ANCHOR
BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2'
X 2' X 1/5' WASHER 4 NUT. (1) WITHIN
8' OF TOP, (1)WITHIN 8' OF THE BTM,
(3) EVENLY SPACED.
m
m
NOTES:
ALL ANCHORS SHALL BE IN ACCORDANCE TO
MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE
SUCH INSTRUCTIONS ARE MORE STRINGENT
GARAGE DOOR
1 BUCK ATTACHMENT
D SCALE, Il1'•I'-®'
8' CMU
Ye' DRYWALL
I'X4' OR I'X2' P.T. NAILER
Ix4 P.T. OR %'X4' MIN.
❑ SECURE THRU FRAME 4
EXTEND I-Y4 INTO BLOCK
❑ W/ %' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1-)(4'
WITHIN 8' OF EACH END 4
18' O.C. MAX SPACING
\` DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB
(DO NOT EXCEED Y4')
DOOR JAMB TO BLOCK +3/4 OR +5/4
WINDOW TO BLOCK +3 4 OR +5 4
A SCALE: N.TS.
2X4: cm
SECURE TO BLOCK W/ Wg,'
TAPCONS OR
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8' OF EACH END 4
15' O.G. MAX SPACING.
2X6:®
SECURE TO BLOCK W/2--X(,'
TAPCONS(MIN. SANK SIZE
.145
MIN. HEAD SIZdlbO
MIN. EMBEDMENT I Y4') -
WITHIN 8' OF EACH END 4
18' O-C. MAX SPACING.
2X8:
SECURE TO BLOCK W/2-3/(6'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END
18' O.G. MAX SPACING-
'�' 8' CMU
❑V-IIXD�OR
WALL
I'X2' P.T. NAILER
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED)$')
DOOR JAMB TO BLOCK +1-1/2"
WINDOW TO BLOCK +1-1 2"
B SCALE: N.TS.
2X4=
SECURE TO BLOCK W/ 3i(ra'
TAPGON8 (MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8' OF EACH END 4
18" O.G. MAX SPACING.
NOTE: STRUCTURAL 2X
MUST BE ON OUTSIDE 4
2X6mm
SECURED THROUGH
SECURE TO BLOCK W/2-3(1` 6'
NON-STRUCTURAL 3i%'
TAPCONS
TAPCON MIN. 1-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK
MIN, HEAD SIZE 300
8" CMU
MIN. EMBEDMENT I Ya')
' DRYWALL
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
1'X4' OR 1"X2' P.T. NAILER
2X8:®
❑
SECURE TO BLOCK W/2-%6'
}{� ' O.SB. X 4' MIN.
TAPCONS
(MIN. SHANK SIZE -145
DOOR CASING
MIN. HEAD SIZE 300
DOOR JAMB OR WINDOW
MIN. EMBEDMENT I Y4')
ATTACH TO 2X PER
WITHIN 8' OF EACH END 4
MANUFACTURES DETAILS.
18' O.C. MAX SPACING.
NOTE: SHIM AS NEEDED TO PLUMB JAMB
(DO NOT EXCEED Y4')
DOOR JAMB
TO BLOCK +1-154
WINDOW
TO BLOCK +1-15 6'
SCALE: N-T.S.
2X4:®
SECURE TO BLOCK'W/ 3/Wa'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE .300
MIN. EMBEDMENT I Y4')
WITHIN W OF EACH END 4
18' O.G. MAX SPACING.
2X6cm
SECURE TO BLOCK W/2-3i(6'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300 _
MIN- EMBEDMENT I Y4')
WITHIN 8" OF EACH END 4
18' O.G. MAX SPACING.
2X8cE=
SECURE TO BLOCK W/2-3i(6
TAPCONS
(MIN. SHANK SIZE J45
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8" OF EACH END 4
18' O.C- MAX SPACING. - /
NOTE: STRUCTURAL 2X
MUST BE ON OUTSIDE 4
SECURED THROUGH
NON-STRUCTURAL V*'
TAPCON MIN. I-Y4'
EMBEDMENT INTO BLOCK
8' CMU
❑ ' IDRYWALL
X4' OR I'X2' P.T. NAILER
-DOOR CASING
DOOR JAMB OR WINDOW
.ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Ya')
DOOR JAMB TO BLOCK +2 1/4"
%r�Z WINDOW TO BLOCK +2 1/4"
" SCALE: N.T.S.
2X4cm
SECURE TO BLOCK W/ W6'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN- EMBEDMENT 1 Y4')
WITHIN 8 OF EACH END
< NOTE: STRUCTURAL 2X
18 O.C. MAX SPACING.
MUST BE ON OUTSIDE 4
SECURED THROUGH
2X(Pcm
W/2-%%
,NON-STRUCTURAL 3/(6'
SECURE TO BLOCK
TAPCON MIN. I-&
(MIN. SHANK SIZE .145
EMBEDMENT EMBEDMENT INTO BLOCK
MIN. E'EAD SIZE 300 8' CMU
MIN. EMBEDMENT I Y4') )J' DRYWALL
WITHIN 8' OF EACH END 4 ❑ I'X4' OR I'X2' P.T. NAILER
18' O.C. MAX SPACING.
2X8cm
SECURE TO BLOCK W/2-%'
TAPCONS DOOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4') DOOR JAMB OR WINDOW
WITHIN 8 OF EACH END 4 ATTACH TO 2X PER
IW O.G. MAX SPACING. MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO MUMp JAM (PO NOT DCCE'EP Y:)
DOOR JAMB TO BLOCK +3"
WINDOW TO BLOCK +3"
E SCALE: N.T.S.
2X4m
SECURE TO BLOCK W/ 3i(W
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END 4
NOTE: STRUCTURAL 2X
18' O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2X6:®
SECURED THROUGH
SECURE TO BLOCK W12-%
NON-STRUCTURAL Wib'
TAPCONS(MIN. SHANK SIZE
TAPCON MIN. 1-4"
.145
EMBEDMENT INTO BLOCK
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
g' CMU
WITHIN 8' OF EACH END 4
14" DRYWALL
O.G. MAX SPACING.
❑
I'X4' OR 1'X2" P.T. NAILER
2X 8:®
SECURE TO BLOCK W/2-%'
2ND 2X SECURE TO
TAPCONS(MIN. SHANK SIZE
STUURAL MEMBER
[W/(!)IIZ
145
WITHIN 8' OF EACH
MIN. HEAD SIZE 300
END 4 (b' TO 8' O.G. MAX
MIN. EMBEDMENT I Y4')
POOR CASING
WITHIN 8" OF EACH END 4
DOOR JAMB OR WINDOW
IS' O.G. MAX SPACING.
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4')
DOOR JAMB TO BLOCK +T
WINDOW TO BLOCK +3"
F SCALE: N.T.S.
2X4
SECURE TO BLOCK W/Y4'
TAPCONS(MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 )14')
NOTE: STRUCTURAL 2X
WITHIN 8' OF EACH END 4
MUST BE ON OUTSIDE 4
IV O.C. MAX SPACING.
SECURED THROUGH
2X6:®
NON-STRUCTURAL
SECURE TO BLOCK W/1-1/4'
TAPCON MIN- 1-Y4'
TAPCONS(MIN. SHANK SIZE
EMBEDMENT INTO BLOCK.
.145
MIN. HEAD SIZE 300
8' CMU
MIN. EMBEDMENT I Y4')"
DRYWALL
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
❑
I'X4' OR PX2" P.T. NAILER
2X8cE=
SECURE TO BLOCK WII-1/4'
xb' OSB. X 4' MIN.
TAPCONS
(MIN. SHANK SIZE J45
DOOR CASING
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4
ATTACH TO 2X PER
18' O.G. MAX SPACING.
MANUFACTURES DETAILS.
NOT& SHIM AS NEEPED TO PWMO JAMS (DO NOT ED=ED A9
DOOR JAMB TO BLOCK +3-7/16'
WINDOW TO BLOCK +3-7 16"
G SCALE: N.T.S.
2X4:®
SECURE TO BLOCK W/Y4'
TAPCONSS:
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN- EMBEDMENT I Y49
NOTE: STRUCTURAL 2X
WITHIN 8' OF EACH END
4 MUST BE ON OUTSIDE 4
IS' O.G. MAX SPACING.
SECURED THROUGH!
2Xbmw
SECURE 70 BLOCK W/1-1/4' NON-STRUCTURAL
TAPCONS
TAPCON MIN. 1-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4') 8' CMU
WITHIN 8' OF EACH END 4 V DRYWALL
18' O.G. MAX SPACING. ❑ 1'X4' OR I'X2' P.T. NAILER
2X8cm
SECURE TO BLOCK W/1-1/4' P.T. X A MIN.
TAPCONS n DOOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Ya') DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4 TTACH TO 2X PER
IS" O.G. MAX SPACING. MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4')
DOORJAMB TO BLOCK +3 3/4"
WINDOW TO BLOCK +3 3 4"
H SCALE: N.T.S.
® Reviewed for Cady
Compliance
Universal Engnow"
Scwnc"
2194 HWY AMA, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a b d es i g ngrou p. com
AA #: 0003325
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SLJSDIP. 8a LOT:
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL :
4EBB
"1828--CALI"
GARAGE SW32gG:
RIGHT
PAGE:
DETAILS
160 MPH EXP C
ARCHrrECT:
STATE OF FLORIDA
MICHAEL C. ANDEI
L_ AR NO T7305
05/21/20
SCALE: 1/4"=1'-0"
SHEET
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
PREFORMED CONTROL JOINT -
FLANGE OF CONTROL JOINTS TO
BE WIRED TIED TO LATH • 9'
OTC. MAX (VERT.). (NOTE: DO
NOT FASTEN CONTROL JOINT TO
WALL EVEN IF STUD EXISTS
BEYOND EXCEPT STAPLES W/
V LEG MAY BE USED TO TEMP.
SECURE CONTROL JOINT
DURING INSTALLATION —�
FASTENERS TO BE SPACED
• T' O.C. MAX VERTICALLY
7
THICK 3 GOAT CEMENT
PLASTER
WRB LAYER 42, FORTIFIBER
BUILDING PAPER
APPROVED METAL LATH
FASTENED ®T' (VERT.) O.G. MAX
AT SUPPORTS
WRB LAYER 01,
STUCCO WRAP
WOOD SHEATHING
OR 1/16' ZIP SHEATHING
SYSTEM QINSTALLED PER
TO i
GAP MIN.
LATH SHALL NOT
BE CONTINUOUS 6' TO a
6' TO 8'
THROUGH CONTROL M v
JOINTS BUT SHALL
MIN.
BE STOPPED AND
TIED AT EACH SIDE.
PROVIDE 2X4 BLOCKING
PER ASTM C1063
PLACED FLAT MAX. 6' TO 8'
�.10.1,4
FROM CONTROL JOINT WHEN
CONTROL JOINT FALLS ON
/ STRUCTURAL STUD
I. FASTENERS FOR LATH TO BE NAILS OR `
�-
STAPLES IN COMPLIANCE W/ ASTM CI063
2. WIRE TIES TO BE (NO. 10) 004-15' WIRE /
3. BLOCKING SHOWN MAY BE IN ADDIT107 \
TO WALL STUDS REQUIRED PER PLAN /
O"M" TYPE CONTROL JOINT
OI. FOLD INWARD • PT. A
O1. FOLD INWAID • PT. A
2. GREASE • PT. B
Fo.
L
OI.
FOLD INWARD •
®
1. FOLD INWARD • PT. A
PT. A
2. GREASE • PT. D
2. GREASE ■ PT. D
3. GREASE 0 PT. C
3. CREASE a FT. G
# FOLD P1'. G OVER FT.
D TILL PT. C TOUCHES
BOTTOM FLANGE
® ®FOLD
• TI.
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
DRIP EDGE: OVERLAP 3_
EXTEND 1/2' BELOW
SHEATHMG, MECHANICALLY
FASTEN 4' OG. MAX
FLANGE L WATER TIGHT
SEAL. FOLD, 22
Kai CUT.
i' THICK, 3 COAT CEMENT
PLASTER ~1E), IA' 7 COAT
CEMENT PLASTER (CMM)
WRB LAYER n, FORTIRBER
BUILDING PAPER Mtw-M ONLY)
WRB LAYER "I,
STUCCO WRAP (FRAME ONLY)
LAP LAYERS OF BUILDING WRAP
OVER NAILING FLANGE, STOP
1IR15 Alex. I X1 ABOVE
SHINGLES (FFM'1E ONLY;
FRAME OR CMM
EXTERIOR
ex f2511AAl l GREM
%x5 WALL FLASHING
J
ROCK -OUT FLABHMG (SEE
DETAIL)
FASCIA WRAP
N4 INSTALL iGIGF
FLASHMG AT BOTTOM OF ROOF 4
WALL MTERSECTIONS
NOTE:
APPROVED BUILDING WRAP
SHALL BE LAPPED A MINIMUM OF
W a VERTICAL LAPS (ROLL
ENDS) t 6' • HORIZONTAL LAPS.
ALL SEAMS NEED TO BE TAPED
WITH FORTIBER SHEATHING CAPE \
I" MIN. LAP s METAL LATH
C--X X X I
�X X X S
T
6" MIN. PAPER LAP. BELOW ONLY /
WRB LAYER $2, FORTIFIBER
BUILDING PAPER
APER LAP
SCALE: 1 1/2' - I' -O'
® KIC KO UT
DETAIL
O•y�
i
WATERTIGHT SEAL (BETID OR
SOLDER DO NOT CUT)
LATH VERTICAL LAP TO BE 1'
METAL LATH
WRB LAYER 01,
STUCCO WRAP
/\ II' MIN LATH
LAALL LAP
VERTICAL LATH
& PAPER DETAIL
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WOOD STUD,'
SHEATHING -
NO
NOTE:
NO
OR T/16' ZIP SHEATHING SYSTEM
SIDE LAPS OF METAL
(INSTALLED PER MANUF. SPECS)
PLASTER BASES SHALL
BE SECURED TO
BUILDING —
FRAMING MEMBERS.
PAPER
THEY SHALL BE TIED
BETWEEN SUPPORTS
WITH 0.04T5-IN. (121-MM)
STUCCO —
WIRE AT INTERVALS NOT
MORE THAN 9' (229-MM).
AS PER ASTM CI063
TB.I.
NOTE:
i' THICK, 3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER 42, FORTIRBER
BUILDING PAPER
WRB LAYER 01,
STUCCO WRAP
WOOD SHEATHING
OR 1/16' ZIP SHEATHING
SYSTEM (INSTALLED PER
MANUF. SPECS-)
W MIN.
LAP
N LAP a LATH
3" LAP ® PAPER
FOR REPAIR OF TEARS HORIZONTAL LATH
IN WRB LAYERS, TEARS
MAY BE PATCHED & PAPER DETAIL
W/HOUSE WRAP TAPE
PER MANUR SPEC. OR
PEEL ! STICK
7/16' ZIP SHEATHING
SYSTEM ( INSTALLED PER
MANUF. SPECS-) OR
WOOD SHEATHING OR CMU
WR5 LAYER 01,
STUCCO WRAP (FRAME ONLY)
B" THICK, 3 COAT CEMENT
PLASTER (FRAME), 1/2" 2 COAT
CEMENT PLASTER (CMU)
METAL LATH (FRAME ONLY)
LAP WR5 4 TAPE OVER
ROOF/WALL SCREED
v
y 5'X5' "L" TYPE CONTINUOUS
Z 71 GALV. METAL FLASHING
(NAIL TO ROOF DECK, NOT
;n WALL SHEATHING)
CAP SHINGLE - DO NOT NAIL,
INSTALL WITH ROOF CEMENT
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
ROOF PER ELEVATIONS
"L" FLASHING
N.T.S.
4'x4' SELF -ADHERING MEMBRANE
FLASHING (COMPATIBLE W/ HOUSE
WRAP MATERIAL) OVER
APPROVED HOUSE WRAP.
FI ASHING TO EMEND ONTO PIPE
1' OR LESS PIPE
PENETRATION :;::W;';:
CUT AND OVERLAP ONE SIDE OF /
SELF -ADHERING MEMBRANE —�
FLASHING
STEP 01
INSTALL FASTENERS (CLIPS,
STRAPS, STAPLES) AS
REQUIRED TO SECURE
PIPE/ WIRE TO FRAMING
SECTION
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
6'x6' SELF -ADHERING MEMBRANE
FLASHING (COMPATIBLE W/ HOUSE
WRAP MATERIAL) OVER 4'x4'
SELF -ADHERING MEMBRANE
FLASHING OVER APPROVED
HOUSE WRAP.
FLASHING TO EXTEND ONTO PIPE
GUT AND OVERLAP ONE SIDE OF
STEP 02 FLASHING SELF-ADWERING MEMBRANE
WRB LAYER 01,
STUCCO WRAP
WRB LAYER 02, FORTIMBER
BUILDING PAPER
METAL LATH
6'xb' SELF -ADHERING MEMBRANE
FLASHING OVER 4'x4'
SELF -ADHERING MEMBRANE
FLASHING OVER APPROVED
HOUSE WRAP.
FLASHINr t0 EXTEND ONTO PIPE
4'x4' SELF -ADHERING MEMBRANE
FLASHING OVER APPROVED
HOUSE WRAP.
FLASHING TO EXTEND ONTO PIPE
CONT. BEAD OF SEALANT
-INSTALL APPROVED HOUSEWRAP AIR
INFILTRATION BARRIER OVER
SHEATHING
ELASTOMERIC COATING OVER STUCCO/
G.V. FINISH (SEE TYP WALL SECTION)
PER SECTION R703.7
Eddeddr lelhln9 and pies ft
Exterior use of pertland cement plaster
shrill comply with the application
requirements of ASTM C 926-12A.
Installation of exterior lathing and framing
sh�311 comply with ASTM C 1063-12A
N.,PIPE PENETRATION DETAIL 11:RAMEJ
LEGEND
I )RAINAG;E FLANE (WfR5
LAi E R *1/ STUCCO WRAF)
UJRE3 LA4rEIZ *2 CFO1zTl1=15ER
5LIILD ING3
1*IETAL LATH
STUCCO
X
X
X
X
a
-14
WOOD SHEATHING
OR -I/16' ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPEGS.)
--AIDHE51VE FLASHING
SELF
NOTE:
t-IETAL LAT�4: LATH TO 5E IER &ECTLON
Reviewed (p
R703_�.1 /)4ST1„I C - 84-1- 0e) 1" I IN. 2.5 L �°r"ph
, 'Nversal
doE
FEfR SO. Y)4RD (UTILIT-1' OR N01„IINAL
LATH UOES NOT 1"I�ET Sj='�CfFIC,�TIO1�lS)
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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Ear
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ti
SUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL:
4EBB
"M28-CALI"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP C
��ARCHITECT
ATE OF FLOII;IDA
MICHAEL C. ANDERSON
AR NO 17305
PRINT ATE: 05/ 21/ 20
D
1 SCALE: 1/4"=1'-0" 1
SHEET
NOTE:
IF ZIP SHEATHINGS SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
BACKER ROD
I I
I I
I I
BACKER ROD
WRB LAYER "I,
STUCCO WRAP
DRYER VENT
INSTALL 6' SELF -ADHERING
MEMBRANE FLASHING OVER
TOP, SIDES) AND BOTTOM
FLANGES OF NON -MOVABLE
FRAME OF THE EXHAUST.
SEQUENCE OF FLASHING TO 5E:
L BOTTOM, 2. SIDES, 3. TOP
VENT CAP IS TO BE SET IN BED
OF SEALANT AT TOP AND
SIDES ONLY. SEALANT IS TO BE
TOOLED 50 AS TO DEFLECT
WATER AWAY FROM JOINTS.
E-Z BEAD ALL AROUND
VENT -APPLY SEALANT ALL
JOINTS AND INTERSECTIONS
APPLY SEALANT AT PERIMETER OF
NON -MOVABLE FRAME AND STUCCO
ON ALL SIDES, Y4' CAULKING a JOINT
ALL AROUND
PER SECTION R703.7
Exterior lathing and plastering
Exterior use of portland cement plaster
shall comply with the application
requirements ofASTM C 926-12A.
Installation of exterior lathing and framing
shall comply with ASTM C 1063-12A.
HOODED VENT
J' THICK, 3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER e2, FORTIFIBER
BUILDING PAPER
WOOD SHEATHING
LEGEND
FRAME
DRAINAGE FLANS (WRB
LAVER #1, STUCCO WRAP)
WRB LAYER 02 (FORTIFIBER — - — - — - — —
BUILDING PAPER)
METAL LATH x—x—x—x
STUCCO
WOOD SHEATHING
OR 1/16" ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPECS.)
SELF-ADHESIVE FLASHING — — — — —
NOTE,
METAL LATH: LATH TO BE PER SECTION
R-103.1.1 / ASTt 1 C-54-1-09, MIN. 2.5 L55.
PER SQ. YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
VENT
BUILDING PAPER
OVER 'QUICK
FLASH'
PIPE THROUGH
WALL
6" SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
�I
BUILDING PAPER —
UNDER 'QUICK FLASH'
STUCCO
FINISH
6' SELF ADHESIVE
OVER TOP d SIDES
SELF
FLASH ING
UNIT
PREMANUF. DRYER
VENT CAP (SET IN
CONT. SEALANT)
5EALANT g
TOP d SIDES
&EKNT"T PENETRATION
SCALE: N.T.S.
ELEG. METEF
VERIFY LO
STUCCO SCRATCH COAT
1 COAT OF PAINT W/5ACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
METER FIELD
=Y LOCATION
APPLY STUCCO SCRATCH COAT
AND ONE (1) LAYER OF PAINT
PRIOR TO INSTALLING ELEC.
METER
CAVITY TO BE FILLED
WITH RIGID POLYMERIC
ISOCYANOTE-POLYBLEND FOAM
/11 ' " ��''�" ')R SIMILAR)
APPLY A SILICON
BASE SEALANT AT POINT
THAT ELEC- WIRE PENETRATES
,... .. u.,.;O SCR ATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER CAN
COMBO OR METER CAN AND
DISCONNECT
O ELECTRICAL CONDUIT
PENETRATION
CUT OPENING IN
APPROVED HOUSEWRAP
FOR SOX INSTALLATION
WRB LAYER "1,
STUCCO WRAP
WOOD SHEATHING
APPROVED
HOUSEWRAP
BELOW
CUT SUCH THA'
NO MEMBRANE
ENTERS Box,
APPLY TO FAc
EDGE
APPLY E-Z BEAT
OVER 60 MIN
GRADE 'D'
FELT -PROVIDE
SEALANT AT ALL
JOINTS AND
INTERSECTIONS
WOOD
CONSTRUCTION
a, CMU
-1/16' ZIP SHEATHING SYSTEM
LINSTALLED PER MANUF. SPECS.) OR
WOOD SHEATHING
WRB LAYER "I,
STUCCO WRAP
WRB LAYER 02, FORTIF15ER
BUILDING PAPER
METAL LATH
1/8' TEXTURED
:,�FINISH o WOOD
FASTEN TO WOOD STRUCTURAL
MEMBER • l' O.C. MAX
Ya' TO /5' MID -WALL
WEEP SCREED
V WIDE STRIP SELF
ADHESIVE FLASHING, CLEAN
MASONRY BEFORE APPLYING
FINISH a MASONRY
7B HORIZONTAL WEEP SCREED
(FRAME TO BLOCK)
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WRB LAYER "I,
STUCCO WRAP
CUT X' INTO
SELF -ADHERING
MEMBRANE FLASHING
APPLY SELF -ADHERING
MEMBRANE FLASHING
OVER BOX AND OVER
APPROVED WRB LAYER
NI
STEP #I
APPLY 60 MIN -
GRADE 'D' FELT
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
5 T E f #3
F�
STEF #2
WRB LAYER *I,
STUCCO WRAP
SELF -ADHERING
MEMBRANE FLASHING
WRB LAYER 02, FORTIFIBER
BUILDINGS PAPER
5Tfi
ELASTOIMERIC
COATING OVER
STUCCO/ C.V. FINISH
(SEE TYPICAL WALL
SECTION)
METAL LATH
ST E F 5T E f= #�
(� ELECTRICAL RECEPTACLE
Reviewed fw Cads
Compliencs
Universal Engwooft
sae.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a b d es i g n g r o u p. co m
AA #: 0003325
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PHASE 2
LOT #46
PROJECT*
04321.200 046R1
MODEL
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP C
ARCHrrECT:
STATE OF FLORIDA
►EL C. ANDEI
AR NO 17305
rr`i'" i 05 21 20
DATE:
SCAT .E: 1/4"=1'-0"
SHEET
WA2
In m m
DRAINAGE FLANE (WRB
LATER #1, STUCCO WRAF)
UJRB LATER #2 CFORTIFIBER — - — - — - — - —
SUILUINC; FADER)
METAL LATH x x x x
LJOOD SHEATHING
OR 7/1ro" ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPECS.)
SELF-ADHESIVE FLASHING — — — — —
14B)cORNER BEAD
CORNER BEAD
(FASTENER 4 SPACING 's I" O.C.)
GMU
V THICK, 3 COAT CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
CC BLOCK
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SVBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL.
4EBB
"1828—CALI"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP C
ARCHITECT -
STATE OF FLORIDA
MAY 2221tt
MICHAEL C. ANDERSON
AR NO 17305
PRINT 2021
DATE: 05 / /
SCALE:1/4"_V-0"
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1/2" TEXTURED
FINISH 6 CMU
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WRAP Y8" FROM
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EXTERIOR WALL
1
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1
NOTE: NOTCH FOR 2X(o
SUB BAND ONLY
AN A
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2X_6 SUB BAND
r • a
l/8' TEXTURED
FINISH a WOOD,
1/2' TEXTURED
FINISH 0 CMU'
AL LATH
'WOOD
fi l USHEATHING
OR cm
C; WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
w WRB LAYER 02, FORTIF15ER
•�' ESUILDING PAPER
(FRAME ONLY)
—ROOF KICK OUT REMOVED
FOR CLARITY
ROOF DECK (BEYOND)
\\ DRIP EDGE, 1" OFF WALL
(NOT INTO STUCCO)
�-1/8" TEXTURED FINISH Q
/ WOOD, 1/2" TEXTURED
FINISH 6 CMU
2x& SUB -BAND W/i"x4" NOTCH
END, WRAPPED IN PEEL 4 STICK
METAL FASCIA WRAP 1" OFF
WOOD WALL. SUS BAND 2"
OFF WOOD WALL
ROOFING CEMENT
DRIP EDGE
METAL KICK OUT
NOTE:
IF ZIP SHEATHING S`r'STEI I IS INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PROCEDURES
PRE-ENG'D TRUSS TO BE CUT Q
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4"x4' -m"
SCABBED TO TRUSS
W/126 NAILS 61-8"
O.C. MAX.
2x SUB -BAND W/lY"x4"
NOTCH w END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL ® WALL
SUB BAND DETAIL ® WALL
W./KICK-OUT-
FRAME OR CMU
FELT PAI='ER
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(REFERENCE POINT
ONLY, FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
W/lV2"x4" NOTCH a
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT a
ROOF EDGE
OMITTED FOR
CLARITY
FRAME OR CMU
WALL KICK -OUT FLASHING
FELT PAPER
(REFERENCE POINT
ONLY FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
WIV22"x4" NOTCH a
END, WRAPPED IN
PEEL8 STICK
*ROOF CEMENT a
ROOF EDGE
OMITTED FOR
CLARITY
Reviewed W Cad•
0 t"�rlra =0 8*0
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL.•
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
160 MPH EXP C
ARCHITECT.
STATE OF FLONDA
IMICHAEL C.
T7305
rasaa4 a 05 21 20
DATE:
SCALE: 1/4"=1'-0°'
SHEET
WAf
1
12'-4" 4"
T-4' -4° IT-4"
10'-4" 101_
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FOUNDATION NOTES
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE+-0'-0".
3. COLUMN'AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION +4-0", SEE SURVEY PLOT FOR NGVD.
5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCEWITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLORIDA' DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
6, PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE:
PROVIDE 1/2" FELT PAPER AT THE JOINT.
7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL
DRAWINGS.
8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING.
9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE
WINDOWIDOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT.
11.EIINDICATED #5 BAR, MINDICATES #6 BAR,MINDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 =
30 #6 =36"), AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY.
CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm =
1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN
RUNNING BOND.
16, WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED
T-0" O/C MAX. SEE PLAN FOR WWM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL,Bth EDITION
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W1.4xW1.4OVER
I
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY.
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF
TOP REINF
T.O.F-
SHORT
LONG
TE-1
8"
SEE PLAN
101,
(2) #5's
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FM-12x18
12"
12"
CONTINUOUS
CONTINUOUS
12"
18"
(2) #5's
(2) #5's
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(+)0 0'
* (+)0 o"
(+)0'-0"
VARIES
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16"
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181.
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FMC-12x18
12"
CONTINUOUS
18"
(2) #5's
F-24x24
24"
24"
12"
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SECURE
STRAP TO
A/C SIMPSON WB
CONC. W/
UNIT ROLL STRAP
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IAiivwsai Engxwwva:,..
Sciences
194 HWY A1A, SUITE 301 is
NDIAN HARBOUR BEACH,
FLORIDA32937
PH: 3214802-3591
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PAGE:
FOUNDATION
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160 MPH EXP C�
ARCHrTECT:
:.
STATE OF FLORIDA
11T
MAY 2 2 2020-
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MICHAEL C. ANDERSOI4 `'•
AR NO 17305'
DATE: 05/21/20 Y
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CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
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SEE SLAB SCHEDULE
d
• �° 4" CHAMFER (1-STORY)
° 6"CHAMFER (2-STORY)
SEE SCHEDULE
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AND BAR QUANTITY
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
EXTERIOR MONO -FOOTING
BOLLARD
LAP P PLATE A MIN. OF 48"
AND NN W/ 16d COMMON
NAILS, 2-P%QWS, 4" O/C BTM.
LAP TO OC R OVER STUD
2x4 OR 2x6 WOO EARING —
WALL W/ SYP No 2 UDS SEE
PLANS FOR SPACIN . INGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLAT
OF
SCALE: 3/4"=1'-0"
0
m
2" CAPPED
GALVANIZED PIPE
W/FLANGE @ BASE
SECURE FLANGE TO
SLAB W/(4) 114" X 2 114"
TAPCONS
SCALE: 3/4"=1'-0"
VERIFY HEIGHT
OF WALL W/ PLANS�
PROVIDE BLOCKUQC
RE B . PLATE TO
VT
d MASONRY NAIL
AGGERED.
L METAL
NECTORS NOT
UIRED WHEN NO
FT IS PRESENT.
SLAB SCHEDULE
SEE SCHEDULE
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D'BAR QUANTITY
9 INT IOR FOUNDATION OD WALL
SCALE: 3/4'=1'-0" (NO LIFT)
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p
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d '• CENTERED UNDER WALL AND
. POURED MONOLITHICALLY WITH
FOUNDATION AND SLAB
SEE SCH ULE
FOR WxD; BA SIZE
AND BAR QUAN TY
MBINED EXTERIO MONO-
10 OOTING AND COL. P
30"
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MONOLITHIC FOOTING
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,I MATCH AMOUNT OF CONTINUOUS BARS
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CONTINUOUS STEEL MONOLITHIC
FOOTING REINFORCEMENT SEE SCHEDULE
ANSITIONS ARE MADE FROM FOUNDATIONS HAVING
DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO
MONOLITHIC FOUNDATION
3 CORNER BARS DETAIL
SCALE: 3/4"=1'-0"
.. ,. 9
AP TOP PLATE A MIN: OF 48"
A NAIL W/ 16d COMMON
NAIL 2-ROWS, 4" O/C BTM: VERIFY HEIGHT
LAP TO CCUR OVER STUD OF WALL W/ PLAN
2x4 OR 2x6 DBEARING PROVIDE BLO NG
WALL W/ SYP
No 2 STUDS SEE PL S FOR E R PLATE TO SLAB W/
SPACING. SINGLE BT LATE 1! "x DGE ANCHOR W/ 2"
TO BE PT. PROVIDE DBL. OP R SET IN HIGH STRENGTH
PLATE
XY 5-1l2" EMBED. MIN. @ 16" OC
SIMPSON SPH4 OR SPH6 AX.
BTM AND TOP PLATE
ANCHORS W/ IOd x 1 112"
COMMON NAILS FILL ALL
HOLES, DO NOT USE 10d Lu
x 3" 0f SEE SLAB SCHEDULE
+_O O Q
TOP OF SLAB
a p
EQ. EQ. SEE SCH ULE
FOR WXD, BA IZE
AND BAR QUANT
INTERIOR CURB FOUNDATION WOOD WA
SCALE: 3/4"=1'-0" (W/ UPLIFT)
POURED LINTEL CONT. (TYP.)
+ 0101,
-�- 8" CMU FILLED CELL (TYP.)
OF SLAB o':
2X WALL FRAMING
1/2" DIA. SIMPSON STB2 BOLTS 5"
MINIMUM EMBEDMENT INTO
GROUTED CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
INTERIOR FRAME BRIG WALL TO
11 BLOCK WALL CONNECTION
SCALE: 3/4"=1'-0"
CURB FOR
MASONRY
UNITS SET
AT ELEV:
U-0"
RECESS AROUND GARAGE
DOOR OPENING
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O/C BTM.
LAP TO OCCUR OVER STUD
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
U)
w
SCALE: 3/4"=1'-0"
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCKING
SECURE BT. PLATE TO
SLAB Wl10d MASONRY
NAIL 16" O/C STAGGERED
ADDITIONAL METAL
CONNECTORS NOT
REQUIRED WHEN NO
UPLIFT IS PRESENT.
-SEE SLAB SCHEDULE
TOP OF SLAB
-4 e
v v .
4.
SEE SCHEDULE
FOR WXD, BAR SIZE
EQ. EQ.
AND BAR QUANTITY
r;-'\ INTERIOR CURB FOUNDATION WOOD WALL
SCALE: 3/4"=l'-0"
(NO UPLIFT)
'UBDIV. 8c LOT:
CREEKSI E
PHASE
LOT #4
ROJECT#
04321.200 046R1
4EBB
"1828—CALI"
GARAGE S VfMG '
RIGHT
r>
:PAGE:
�I DETAILS'
ld
" '60 MPH EXP I,'
s
MAY 2 2 20"T
K`r11 ,EL C. ANDERSOI
B%R NO 17
DATE: 05/21/20
SCALE: 1/4"=1'-0"
SHEET
S1aIA
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLO RI DA' 32937
PH: 321-802-3591
-gvww.abdesigngrou p.com
AA #: 0003325
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PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
]PAGE: �
DOWEL
PLAN
I
160 MPH EXP
ARCHRECT:
STATE OF FLORIDA
MAY 2 2 2020
EL C. ANDEI
<.R 1-r0,
mDATE: 05/21/20
SCALE:1/4"=1' 0' „1
SHEET
s
TIE VERTICAL REBAR.
TO HORIZONTAL
REBAR W/ 10" HOOK
- GROUTED BOND BEAM
a
wi
HORIZONTALNERTICAL
REINFORCING
SCALE: 3/4"=1'-0"
EXT. PORCH SLAB
W/ 1/2" ISOLATION
JOINT (WHERE
APPLICABLE)
6" PVC CHASE
—
THRU FOOTING
VARIES PER ELEV
CLEAN OUT REQUIRED
FOR INSPECTION
TIT�0'-0" FIN. FLR.
TICAL REBAR
TO HORIZONTAL
REBAR W/ 10" HOOK
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
8" CMU WALL
-
e e -SEE SLAB SCHEDULE
a a 4" CHAMFER (I -STORY)
6" CHAMFER (2-STORY)
MATCH STEEL
REINFORCEMENT
PER SCHEDULE
SEE SCHEDULE
FOR WXD, BAR SIZE
AND BAR QUANTITY
,_ f _u.
TOP OF SLAB
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
PVC CHASE
D4THRU FOOTING
SCALE: 3/4"=1'-0"
REINFORCEMENT
PER SCHEDULE
NG
V-a"
�j CMU UNIT DIMENSIONS
o
ARE NOMINAL SIZES
\� MASONRY SYMBOLS
3 SCALE, 3/4"=1'-0"
Reviewed for Code
Compliance
Universal Engsrewirq
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
w3
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i
CREEKSIDE
PHASE 2
LOT #46
PROJECT#
04321.200 046R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE:
�1
1, DETAILS
�a
190 MPH EXP C
ARCHrrECT'
STATE OF FLORIDA
MAY 2 2 2020
1EL C. ANDEI
AR NO 17305
rscian a
DATE: 05 21 20
SCAT :1/4"=1'-0"'
SHEET
S1. 2
FRAMING NOTES
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 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 CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5, LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
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, A77" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10, TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12, ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
BEAM SCHEDULE
INDICATES OPENING BELOW / T.O.B. `TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLA13
ABBREVIATIONS E.E. = EACH END,
O/C = ON CENTER, F:E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
fc
(psi)
SIZE
WkH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
861
MASONRY
3000
8x8
—
(1) #5
—
NIA
—
GROUTED SOLID
RCAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS FOR 8" PRECAST& PRESTRESSED U-LINTELS
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U-LINTELS
SAFE UPLIFT LOADS FOR 8" PRECAST& PRESTRESSED U-LINTELS
C4�IaT 4mm
SAFE LOAD -POUNDS PER LINEAR FOOT
lemn amm
SAF
PL OAD
/►mow
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
we
W&W
OF120
V1M
NX-0
6*4-0B
"'m
8fg9OB
TYPE
LENGTH
8118
8F8
RCMU
TYPE
LENGTH
W&1T
OFI
omw
eF2D•1T
eF24.1T
NWIT
W324T
WMB
ON246
871e
WIMB
SteS
~8
aam
W440
am
aFa 0
ow
MMG
10061
WW
SFIM
8NOW
WAV
aFAV
WM-2T
wlm
15e0
2066
3W48W
see
a1s2
7007
3'4' (47) PRECAST
2291
eoe9
M009
4e06
e113
7547
ee74
10ae4
,1e0e
SO (4nPRECAST
1025
1024
ISIS
TO (4n PRECAST
I=
4'-0' (4n PRECAST
'M2501
gm
3W
4ee0
am7oM4
61m
4?4r (4n PRECAST
M
M13M
V-(r (461 PRECAST
1�
2088
4e05
6113
707
8074
IOM
11a09
1303
4' 8' (�4i PRECAST
law100e
2110
20a1
s7�
45fe
5100
e24
4W (54') PRECAST
�
501
1073
4'4' (541 PRECAST
12P
2100
41M
6113
7a47 p
aa72
10204
11a09
Imff
6'4' (84-) PRECAST
1217
13W
14M
lase
8128
aeee
4W94'
84 PRECAST
('
411
411
745
6'-V PRECAST
��
1018
in
a090
5Me5
7547pq
7842p0
eiascro
10127pq
1016
V-1IF PRECAST
�0'?
1062
1105
1172
1031
2000
2549
9000
3470
5-10' (M PRECAST
340
330
618
5-10' (70') PRECAST
on
1451
2922
45e0
71ee
e��y
71e1m
NUm
90 (78') PRECAST
we
I=
2177
3W
IINI
arm
4110
5061
94r (m PRECAST
W7
721
4W
04r (78') PRECAST
�
Ins
2177
JIM
58a1
am
1004m
M04
an
T$' (On PRECAST
743
1011
17M
nu
um
2Mea
31M
am
T-8' (90') PRECAST
424
04
MII
PRECAST
7v
1011
1720
2e61
Maee
5ee1
Woo
e472pq
94' (112') PRECAST
r�r4
w
1180
I=
2MM48e
we
Sa02
9+4- (1127 PRECAST
an
512
230
94' (112') PRECAST
762
1245
Ims
25e4
SW
4706p0
OMOO4e1
10'-(' (1267 PRECAST
476
685
ae0
1247
2M
2TR
210E
=0
10'4' (IM) PRECAST
254
401
180
W4r (125') PRECAST
1
ea
ion
158E
2093
2781
4754
WO
114 1 PRECAST
• (
362
5e
90
lase
1646
tea
$127
4WD
1114' (138) PRECAST
260
452
154
1W (138n PRECAST
474
582
ma
18e6
1649
2425
31V
400e
494
12-0' (144� PRECAST
397
540
m1264
16H
2103
2005
WIN
17-0' (144� PRECAST
2"
402
137
2-0' (144) PRECAST
470
540
an
1254
1884
2103
9a05
8aB2
470
IT4' (180') PRECAST
296
471
756
1075
14M
lase
2a16
m
13'4' (1M PRECAST
217
324
110
8'4` (1B0") PRECAST
418ev
471
769
1075
"m
1085
2310
2583
429
14'-0' (188� PRECAST
279
424
706
1002
1=8
1067
21V
288E
14'-0' (188) PRECAST
205
283
100
4'-0' (1881 PRECAST
384�e
442
700
1002
182a
1097
2127
20M0
410
14'4' (178� PRESTRESSED
N.RrNR
NR
NR
NR
NR
NR
14'4' (178') PRESTRESSED
N.R.
284
91
NO (17n PR68TRESBED
219
708
,s7o
,eo2
2E/6
2517
a12
IF4' (184') PRESTRE88ED
N.R
NR
NR
NR
NR
NR
NR
16'4' (184') PRESTRESSED
N.R.
259
83
6'-4` (184") PREESTRESSED
710
72e0
778E
8066
282D
2618
�
1T4' (W PRESTRESSED
N.R.1T4'
NR
DR
NR
NR
NR
NR
(208') PRESTRESSED
N.R.
194
84
1T4' PSI PRESTRESSED
187
548
m
1326
loos
1a40
2047
192
174' M2') PRESIR�
N.R.
NR
NR
NR
NR
NR
NR
IW4' W21 PRESTRESSED
N.R.
148
52
9'4' (232') PRESTRESSED102
1ae
420
750
1037
1282
1515
me
21'4' (25IP) PRES'TREBSED
N.R.
NR
NR
NR
NR
NR
NR
NR
2T-C R501 PRESTRESSED
N.R.
125
42
1'4' MnPRESiIMM
142
IN,
340
m
alb
1114
13M9
14e8
142
22'-0'R
(�9 PRES7R688ED
N.R.N
NR
NR
NR
NR
27-0. (254") PRESTRESSED
N.R.
110
40
-0' (2041 PRESTRESSED
137
1e6
315
w
ISM
784
1047
12m
18Be
II
137
'
NR
NR
NR
NR
NR
NR
NR.
2{'-0' PRESTRESSED
N R
91
33
'fi' (288' PRESTRESSED
124
0000EMRMZ!1
0��00
ODm��
��000
�0
=?M-
E=10
ff"msrrAlm
Zee
1 2827
1 3M
1816ml
2167gal
P500
19e9
1 2204
1 WO
1461=1
IMmI
2MI
550
940pq
ISIU i
1600mi
1010mil
2M
308 m
WYMI
MM
04@m
1143M
130
400
m *I
1111mcm
1410m
1e630
1807
m"
am"
724
sae
1054m
122E
4W
717 e4
1063
1
1
1a07
SS4 p0
5a0 pq
872
eb
978
1181
m
eea
sap4p
,
151
17A
318
4M pq
eat Pe
lee
911 p5
10e4
808
61a
90e ON
1240m
14011m
leee
M..
4m ®
MI.
m.
756.1
on
m
5011 p
740
ZW pe
SIe 4W
447
sea
Am
eta
204
Sm pe
Bea
282
87a 0)
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197
266
370
22a
30
513
179mal
WenWmi
Se
24.0 (285') P1tES1RE89E4 N.R. ,2y 2ao 4e6 e54 ae4 +0a2 1272 k.1 124 ale 4N ON757 M
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT
REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR.
- ALL VALUES TAKEN FROM'SAFE LOAD TABLES' BY CASTCRIETE MAY 2015 EDITION
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS
p IN Rl p
{#). THE NUMBERS IN PARENTHESIS ARE PERCENT
.REDUCTIONS FOR GRADE40 FIELD ADDED REBAR.
- PRE PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- PROVIDE MINIMUM 4' OF BEARING PAST EACH SIDE OF VANDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE# 19-0130131
1 ♦ 8F16-1T/0MI0B
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LIFT BEAM PLAN
SCALE: 1/4" = V-0"
® Reviewed for cod.
c(xmplianq
Universal Englnepryq
2194 H WY A1A,SUITE 301
INDIAN HARBOL R BEACH,
FLORIDA 3 937
PH:321-80 -3591
www.abdesigng.roup.com
AA #: 0003325
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RIGHT
PAGE:
.LIFT BEAM
PLAN AND e
NOT S
160 MPH EXP C
"If- ARCHfTECT
STATE OF FLORIDA"
/ 1 A t /
s
MAY 2 22020-
kEL C. ANDERB
AR NO 17305
PRINK° 05 21 20
DATE:
SCALE: 1 4"=1' — 0"
SHEET
h,
S 2
2194 H WY A1A, SUITE 301
INDIAN HARBOUR B ACH,
FLORIDA 3293
PH: 321-802-35 1
www.abdesigngrou .com
AA #: 000332
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PAGE:,
DETAILS
4� k'
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4 A
ARCHrrECT.
STATE OF FLORIDA
MAY 2 2 20120
EL C. ANDEI
AR NO 17305
DATE: 05/2�/2�
SCALE: 1/4"=1'— P
SHEET
FRAMING NOTES:
1. U.N,O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10dx 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
TRUSS MANUFACTURER/ ENGINEER NOTES:
SIMPSON LTA2 W/ (8) 10d X 1 1/2" HDG NAILS, WOOD TO WOOD:
1. ROOF GIRDERS W/ UP
IFT IN EXCESS OF 2,500 LBS SHALL BE
SIMPSON H10A OR LGT2 W/ 10d X 1 1/2" HDG NAILS, FILL ALL HOLES.
FABRICATED W/ A 2x6 B__M.
CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED
CEILINGS, AND ATTIC ACCESS
1
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
WITH THE ARCHITECTURAL
PLANS TRAYS AND COFFERS ARE NOT
SCHEDULE.
SHOWN ON THIS PLAN IN
ORDER TO AVOID CONFUSION AND MISTAKES
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE.
TRUSS COMPANY / ENGINEER
IS RESPONSIBLE FOR ALL TRUSS TO
'TRUSS CONNECTIONS. I
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
4. AVOID PLACING A TRUSS
PERPENDICULAR TO A STEEL
MANUFACTURER'S SPECIFICATIONS.
COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN-
4, ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
4
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
GIRDERITRUSS
TRUSSES W/2X4
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
W/2X6 BOTTOM
BOTTOM CHORD
CLEAR SPAN OPENINGS.
CHORD
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
2x4 SCAB NAILED TO DIAGONAL
APPROVAL.
END JACK TRUSS BOTTOM
BRACING/BOTTOM
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
CHORD1
WHERE APPLICABLE NAILS FOR EACH
I � A
a CHORD BRACING
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
CHORD CONNECTION
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.
�\ DISSIMILAR BOTTOM CHORD
BRACING @ END
11.' WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
A
nee.
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
13. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING
TRUSSES W/2X4
GIRDERITRUSS
TRUSSES WIM4
SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC
BorroM CHORD
W/2X6 BOTTOM
BOTTOM CHORD
PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE
CHORD
INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY
REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD
CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN
THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE
ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS
WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND
DIAGONAL
2x4,SCAB NAILED TO
IAGONAL
ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE
BRACINGIBOTTOM
TRUSS BOTTOM CHOR
MW/MIN
BRACING/BOTTOM
THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW.
CHORD BRACING
(4) 10d NAILS
FOR EACH CHORD
CHORD BRACING
-
CONNECTION
��� DISSIMILAR BOTTOM CHORD BRACING ®MID RUN
CONNECTOR SCHEDULE
i iCONTROL DATE: 01/27/2020
MiTek USP
SIMPSON
MiTek USP
SIMPSON.
DES
UPLIFT
GRAVITY
DES.
UPLIFT
GRAVITY
FASTENER
FASTENER
HTA 16-18
1625
META-16
1450
(8)10d x 11/2" 1-PLY, (7) 15d 2-PLY, EMBED 4'
(8)10d x 11/2
1-PLY, (6)15d 2-PLY, EMBED 4".
(2)HTA 16-18
2430
(2)META-16
1985
(12)10d x 11/2"1-PLY, EMBED 4".
(10)10dx 11J
1-PLY, EMBED 4"
HTA 16
1870
HUA-16
1810
(10)10d X 11/2", (8)16d 2-PLY, EMBED 4"
(9)10d x 11/2,1-PLY,
(8)16d 2-PLY; EMBED 4"
HTA 20
1870
HETA-20
181D
(10)10d x 11/2", (8) 16d 2-PLY, EMBED 4"
(9)1Od x i 1/2'
1-PLY, (8)16d 2-PLY, EMBED 4"
(2)HTA-20
2430
(2)HUA-20
2035
(12)l0d x11/2"1-PLY, EMBED 4" -
(10)10tlx 11/"1-PLY,EMBED4"
250DI(ID)
15d 2-PLY, EMBED 4" 1
(12)15d 2-PLY;EMBED4"
>
i
LUG7:2
1655
LGT-2
1885
BLK(5)1/4"x3"Wedge-Batt+ Anchors, WOOD (161,10d
(7)-1/4 x214"TITEN,
WOOD(16)16d
LUGT-3
33M
LGT3-SDS2.S.
3480
CONC (4) 3/8" X 5" Wedge Bolt+Anchors, WOOD (12) W525
(12) SDS 1/4"R
"TO GIRDER, (4) 3/8" x 5 TITEN HD TO WALL -
DHTA-20
2430
DETAL-20
2480
(16) -10d x 13/2, 1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE
(18) 10d x 11/2,1
PLY ALTERNATE USE OF1(2)HETA-20 ACCEPTABLE
MUGT15+
3945
MGT.
3955
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22)10d TO WOOD)
(1) 5/8' A.L.R.
IN HIGH STRENGTH EPDXY (MIN 12" EMBED), (22) LOW TO WOOD
HUGT2+
9575
- '
HOT -2+
10690
WOOD (8) 10d, MASONRY (2) 3/4"AT.R
(2)3/4'A.T.R.
N HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) 10d TO WOOD
HUGT3+
9860
HGT-3+
10690
WOOL) (8) 10d, MASONRY (2) 3/4"A.T.R.
(2)3/41pA.T.R.
IN HIGH STRENGTH EPDXY (MIN. IZ" EMBED), (16) 10 TO WOOD
LPTA
1510 PARALLELTO WALL
1470 PERPENDICULAR TO WALL
LTA
1210 PARALLEL
1210 PERPENDICULAR
WALL
TO WALL
TO
(10)10d x 11/2'
(10)10dx 1-1/"
-
MUGT15
3945
VGT
4940
15/8'A.T.R. I N HIGH STRENGTH EPDXY (MIN. 12" EMBED). (4) 10d TOP/(6)10d FACE/(12) 10d BACK OF TRUSS
(1)5/8 P.T.R.
IN HIGH STRENGTH EPDXY (MIN. IT EMBED),(IM SDS 1/4"xT'
HUGT
9575
(2) VGT
7185
(2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN 12" EMBED), (8)10d
(2) 5/8" A.T. R.
IN HIGH 51 REN GTH EPDXY (MIN. 12" EMBED), (32) SDS 1/4"x3"
MTW 12
965
MTS-12
990
(14)10d x.11/2",(14)10d
(14)10d X 11/1..
HTW 16
1355
HTS-16
1310
(16)10d X 11/2", (16) 10d I
(16)10d X I
"
HTW 20
1355
HT5-20
1310
(24)10d XS 1/2", (20)10d
(24)10d X 11,
"
HTW 24
1355
HT5-24
1310
(24)10d %11/2", (20)10d
(24)10dx I V
LSTA 12++
930
LSTA-12++
925
(10) 10d 1
I10)10d
LSTA 18++
1235
LSTA-18++.
1235
(14) 10d
(14)10d
MSTA-18++
1310
MS7A-18++
1315
(14)10d
(14)10d
MSTA-24++
1640
MSTA-24.
1640
(IS)10d - 1
(18)10d
MSTA-30++
2065
MSTA-30.
2050
(22)10d
(22)10d
MSTA-36++
2065
MSTA-36++
205D.
(26) 10d 1
(26) 10d
KST1236
2765
MSTI-36
3900
(36) 10d X 11/2"
(36)10d X 11
KTSI24S
5105
MSTI-48
5070
(48) 10d X 11/2'
(48)10d X 11
LFTA6
980
H6 .
1055
(16) Rd x 11/2", (16) Sd)
(8) Ed TO PLAT
S,(8) Sd TO STUDS.
SPT4
875
SP4
825
(6)10d TO STUDS (6)10d TO PLATE
(6) IOd x l 1/2'
TO STUDS
MP34
5251N F1 @ 160%
A34
430
(4) 8d x 11/2" TO BEAM, (4)Ed x 11/2" TO POST. .
(4) 8d x 11/2"
0 BEAM, (4) Ed x 11/2 TO POST.
'
HHCP2
680
HCP2
590
(1)10dx 11/2" TO TRUSS, (10) 10d X 11/2" TO PLATE
(12)10d X 11%"
RT16
11020
H10A
1040
(9) 10d x 11/2" TO TRUSS, (8) 10d X 11/2' TO. PLATE
(18) 10d X 11/
" -
MUGT15&PHD4A
4175
VGT &HDU4
4940
(28)10d TO TRUSS, (10)WS3 -WOOD SCREWS TO POST W/5/8"THREADED ROD
(16)-SDS1/4"x"TO
WOOD, (10)-SDS 1/4x1/2"W/ THREADED ROD, (2) NUTS/WASHER/2 PLY
MUGT15&PHD4A
4175
VGT&HD7B
4940
(28)10d TO TRUSS, (10) WS3'. WOOD SCREWS TO POST W1518"THREADED ROD
(16)-SDS 1/4'x
"TO WOOD, (3)-3/4"STUD 80LTSW/THREADED ROD, (2) NUTS/WASHER/2PLY
PAU44
2535
6775
ABU 44Z
2300
7750
(1) 5/8" A.T.R. HIGH STRENGTH EPDXY, (MIN. 7"' EMBED( IN CONC., (12)16d TO WOOD
(1) 5/8" A.T.R.
N HIGH STRENGTH EPDXY, (MIN, T' EMBED.) IN CONC., (12) l6d TO WOOD
PAU66
2455
16005
ABU 66Z
219D
18205
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC., (12)16d TO WOOD 1
(1) 5/8" A.T.R.
N HIGH STRENGTH EPDXY, (MIN. 7" EMBED.)IN CONC., (12)16d TO WOOD
LTS19+++
1205
LTT19+++
Inc
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC,(8)10d TO WOOD
(1)3/4"A.T.R.
N HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONG,(8)1Dd TO WOOD
LTS20B+++
1100
LTT20B+++
1500
(1)3/4 A.T.R. I N HIGH STRENGTH EPDXY, MIN. T'EMBED) IN CONC,,(30)10d x 1-1/2 TO WOOD
(1)1/2'A.T. R.
N HIGH STRENGTH EPDXY, (MIN.
MIN.7" EMBED) IN CONC., (10) 10d TO WOOD.
HTT45
4160
HTT4
4455
(1) 5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN ] EMBED) IN CONIC (18116d X 21/2"
(1) 5/8' A.T.R.
N HIGH STRENGTH EPDXY (MIN, T' EMBED,) IN CONI (26)16d X 21/2'
HTT45
SODS
HTTS
5090
(1) 5/8" A.T.R.IN. HIGH STRENGTH EPDXY (MIN. 7 EMBEDI IN CONIC (26)16d X 21/2"
(1) 5/8" A.T.R.
N HIGH STRENGTH EPDXY (MIN J" EMBED,) IN CONC.,(26) 16d X 21/2"
UPHD11+
14395
HHDQ11-SDS
2 5+
11810
(1) 1 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10 EMBED) IN CONC., (24) WS3 WOOD SCREWS
11) 1' A.T.R. IN
-
HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONC., (24) SDS Y." x 2W WOOD SCREWS
PHD5A
6525
HD7B
6645
(1)5/8" A.B. IN HIGH STRENGTH EPDXY, (MIN T' EMBED) IN CONL(14) WS3 WOOD SCREWS
(1)7/8"A.B,I
HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (3) 3/4" STUD BOLTSTO WOOD
TOM
7870
(1) 7/8" A.B. IN HIGH STRENGTH EPDXY; (MIN. 7" EMBED) IN CONIC. (3) 7/$" STUD BOLTS TO WOOD
NFM35X12U
2580
]130
3MBHA .56/11.25
3475
5330
W MIN 6
DYNA BOLT SLEEVE IN 6 EMBED & NOT LESS THAN 4" FROM EDGE OF CONC W/ 8/4" DIA:ITW RAMSET/REDHEAD
DYNA '" BOLT OR OR EQ W/MIN 5"EMBED INSTALLED IN FACE (14)10d AT IOISTi
1 3/4" A.T.R.
( )
EPDXY, (MIN.6
N HIGH STRENGTH EPDXY MIN. 6.75" EMBEDMENT) IN L.M.U. TOP, (1) 3/4" A.T.R IN HIGH STRENGTH
75' EMBEDMENT IN C M.Ui FACE, (18) 10dTO BEAM
HUS4121F
MIS
2710(100%)
HUSU12
(WOOD)
3435
2635(100%)(10)
16d TO HEADER, (10) 16d TOWOOD
(10) 16d TO HE\DER,(10)
16d TO WOOD
3325(125%)
3220(125%)
HD4101F (QV1U)
1950
3080
HUC410
(CMU)
1800
4500
(18) 1/4 x 3"" WS3 SCREWS, (10) 10d TO.
WOOD USP j20)3/16"'TAPPER+, (10)10d TO WOOD
(18)1/4 x 2-3/l..TI:PEN(9
PER FLANGE) TO CMU, (10) 10d 10 WOOD:
HW10-21F (CMU)
1950
3080
HUC210-2
(CMU)
1800
4500
(18)1/4
WOOD. USP (20) 3/16"' z3"" WS3 SCREWS, (10) 10dTO
TAPRER+, (10) 10d TOWOOD
(18)1/4 x23
"THEN(9 PER FLANGE) TO CMU, (10) lOd TO WOOD:
HD210-31F (CMU)
2]95
5015
HUC210-3
(CMU)
moo
4500
(18)1/4""x3"" W53 SCREWS, (10) 10d TO 1
WOOD. USP (20)3/16 TAPPER+,(10)10d TO WOOD
(18)1/4a 2-3/4"
I
TITEN (9 PER FLANGE) TO QMU, (10) 10d TO WOOD.
LGUM2&2
2125
6065
LGUM2&2-SD
1430
5595
(4)3/8"X4"Wedge Bolt+ Anchor; WOOD (4) W2 WOOD SCREWS
(4)3/8X4TITE;J
HD ANCHORS(2 PER FLANGE)TO CMU, (V{1/4X2-1/2 SDS SCREWS TO WOOD
i
0
0
5
FRAMING PLAN
SCALE: 1/4" = V-0"
1' LLROVIOwed for Code
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PROJECT#
04321.200 046R1 I
MODEL•
4EBB f'
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FRAMING
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ARCHFECT;
STATE OF FLORIDA
MAY 2 2 2020
kEL C. ANDEI
AFI NO 17305
X_xw.az4 & DATE: 05 21 20
SHEET
S3
n
F
ENGINEERED
N INEECRED WOOD TRUSSES — PLYWOOD SHEATHING, SEE
SUBMIT SHOP "ROOF/WALUFLOOR k'1
DRAWINGS '!FOR REVIEW SHEATHING
A-(1)SIMPSON HETAI6TRUSS ANCHOR WITH — .AND APPROVAL FASTENER SCHEDULE '
PLYWOOD SHEATHING, SEE # 1100 UPLIFT SIMPSON
(9) 10d x 1 z" NAILS TO TRUSS T USS SIMPSON OR WITH
— HTSM20 W/10'10d TO
B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH FASTENER SCHEDULE" GIRDER-
RAHOR WITH NOTE: APT SYP #2 2" x4", TRUSS AND (4) 1/4" x 2 1/4"
"ROOF/WALL/FLOOR
(1'2) 16d x 1 z" NAILS TO TRUSS / SHEATHING (9) 10d x 1 Z" NAILS TO 6', 8" x 4'-0" MAY BE ADDED TITEN 2 ANCHORS TO
DBL STRAP, 1 EACH SIDE WRAPS UP AND PROVIDE 5" W/ 10d NAILS. 2 ROWS, 3" CONT POURED LINTEL
OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE OIC TO FACILITATE ONE
(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE APT SYP #2 2"x 4", EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO # 1900 UPLIFT (2) SIMPSON
16 10d x 3 4" NAILS TO GIRDER AND CONJUNCTION WITH ACCOMMODATE GIRDER HTSM20 INSTALLED ON PRE-ENG TRUSS
( ) a 6", 8" x 4'-0" MAY BE ADDED HEAVY UPLIFT TIEDOWN REQUIREMENTS. OPPOSITE FACES OF
(2) SIMPSON HETA16 TRUSS ANCHORS W/ 10d NAILS, 2 ROWS, 3"
CONNECTOR BLOCK WALL W/1010d TO Y
WITH (12) 16d x 3 Z" NAILS TO GIRDER O/C TO FACILITATE ONE TRUSS AND (4) 1/4" x 2 1/4" {
ADDITIONAL PLY MAX: TO _A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM
1x2, 2x WOOD FASCIA ACCOMMODATE TRUSS WITH 4 4" x 5" TITEN HD TO CMU AND 12 SIDS CONT POURED LINTEL M1
SEE ARCHITECTURAL
ANCHOR REQUIREMENTS Os ( )
4 x2 z" TO GIRDER
2x SECURED W/ (3)16d
GALV. COMMON NAILS. ENGINEERED WOOD B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH
1x2 SECURED W/ 10d TRUSSES @ 24" O/C, SEE ARCHITECTURAL 32)TO GIRDER
GALV. COMMON NAILS SUBMIT SHOP
HD TO CMU AND (18) SIDS -1" z
OP DRAWINGS 2xSECURED WI (3) 16d C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH
j 12" O/C FOR REVIEW
AND APPROVAL (2)12" x 5 TITEN HD TO CMU AND (18) SIDS4 x 3
GALV. COMMON NAILS. MASO RY BOND SCREWS TO GIRDER EACH TIEDOWN
1x2 SECURED Wl 10d BEAM ( )
GALV. COMMON NAILS ENSURE:THAT CELLS ARE GROUTED
MASONRY BOND BEAM SEES HEDULE
12" O/C SOLID, 8" EACH WAY OF BOLTS
SEE SCHEDULE
A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR PLY) TITEN 2 ANCHORS MIN.
B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT= 4725 LBS (2 PLY MIN.) 2" COVER 8 2" APART
C ALLOWABLE UPLIFT = U2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) REPAIR OF MULTIPLE
TYPICAL TRUSS/ MISPLACED EMBEDDED TRUSS ANCHOR
I.i
1a 1b 1c SCALE 3/4"=,`°' b 2c GTYPICAL
R I ERLCONONECTOR S 3 SCALE, 3/4"= -°" 1%
GIRDER CONNECTORS 2a 2 SCALE:
�)
,M
'3a
i
i1 (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN
BRACE W/ (3) 12d @ EA. TRUSSES WHERE
TRUSS (DIAG. BRACE TO X-BRACING IS PRESENTAT
COVER 5 TRUSSES)
4'-0" O.C. (AT SHEATHING J
0-4- TO 30'-0" (1) "X" BRACE SEAMS)
30'-l" TO 60'-0 (3) "X" BRACE SECURE 2x8 PT. PLATE
(1) "X" BRACE @ CENTER TO BILK W/ 1/2" DIA.
(2) "X" BRACE DIVIDED EQUALLY
ANCHOR BOLT W/ 2"
6-0" MAX (W/lX4) FROM CENTER TO END. WASHER SET IN HIGH
OR 10'-0" MAX W/2X4 STRENGTH EPDXY6"
( ) IZ 2x WOOD FASCIA,
f'
SEE ARCHITECTURAL MIN. EMBED. AT',32" OC
MAX.
1x4 DIAGONAL
PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8
P.T. PLATE W/ 12d's 8"
BTM.
ACINGCHORD
BRACING, SEE
STIFFBACK (AS PER O.C. MAX
PLAN FOR LOCATION TRUSS ENG) CONT. 2X4 SECURED W/
MAY NOT �
E TI@AETRUSS
REQUIRED OBLD@0_ 0. MAXI
BTM. CHORD OF
WOOD ROOF TRUSSES
SEE SCHEDULE FOR
BOND BEAM REQ. "
1
lx4 BTM. CHORD BRACING 6-0" O/C END WALL OR OTHER
MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF BLOCK WALL W/ GABLE E N D
10-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN
COMMON NAILS AT EACH CHORDq
INTERSECTION TYP. 7 i SCALE: 3/4"=1'-0"
6
BTM. CHORD BRACING - PRE-ENG D TRUSS
5 NOT U , E D SCALE: 3/4 =1 -0
=4I
�I
4 4�
rl
I
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I.;
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NOTCH DEPTH1/4*D THE USE OF ALTERNATE MATERIALS MAY BE
WOLF EDGE >5/8" USED SO LONG AS THEY CONFORM TO THE
999 HOLE DIAMETER FOLLOWING
< 215'D SGL. STUD
OUTER 113 OF 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
SPAN ONLY A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES
HOLE EDGE >5/8" AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2
FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO Fl AND F2 FORCES.
BTM. HOLE DIAMETER
PLATE < 3/5`D DBL. STUD
fs`y
cr
NOT USED
11
ALTERNATE MATERIAL: IWIewedW
STUD NOTCHING
AND BORING LIMITSplia
SCALE. 3/4"=1 `-0" Ihdwrsal Er
F�yyru f )) p 10 NOT USED
O SCALE: 1 1/2"=1'-0"
a.T.`5;v`.,T,
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 329�7
PH: 321-802-3501
www.abdesigngroup.com
AA #: 0003325
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GARAGE SWING
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DETAILS
q", 160 MPH EXP b
ARCHITECT
STATE OF FLOPMD
r
MAY 2 2 2020
MICHAEL C. ANDEI
�AJR NO 17305
6f PRINT
DATE: 052120 SC AT
SHEET
Sae I
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. CHORD
BRACING. SEE PLAN FOR
LOCATION'
SECURE 2x I� PT. PLATE TO BILK
W/ 1/2" DIA. ANCHOR BOLT W/2"
WASHER SET IN HIGH
STRENGTH rOXY 6" MIN
EMBED. AT 2' OC MAX
SECURE G BLE TO2x8 P T
PLATE W/ 1 d's 8' O.C. MAX
i
0
® / --PRE-ENG'D WOOD
TRUSS (TYP) @ 24" O.C.
MAX
CONC.POURED
LINTEL COURSE
FOR STRAPPING
VERIFY
W/ TRUSS PLAN
CONT. 2x4 SECURED W/ (2) 10d's @ EACH
TRUSS TO BE INSTALLED @ 10--0" O.C. MAX.
GABLE END BRACING W/ PRE-ENG
GABLE TRUSS @ CMU WALL
SCALE. 3/4"=1'-0"
Reviewed for Cori r
Compliance
Universal EngineerED r
Scaxrcea
2194 H WY A1A, SUITE 30A
INDIAN HARBOUR BEACH,
FLORIDA 32937
�j PH: 321,8021,3591
www.abdesigngfoup.com
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GARAGE SWING:
RIGHT
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DETAILS
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STATE OF LORM14%
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1"
T
VTCR SPACING (1) AT EACH END
2x4 BLOCKING BETWEEN TRUSSES
VTCR AND 6 O.C. MAX.
(2) 2X4 No.2 SYP DIAG.
WHERE X-BRACING IS PRESENT AT
BRACE W! (3) 12d @ EA.
4'-0" O.C. (AT SHEATHING SEAMS)
TRUSS (DIAG. BRACE TO
COVER 5 TRUSSES)
0'-0" TO 30'-0" (1) "X" BRACE
30'-l" TO 60'-0 (3) "X" BRACE
PRE-ENG GABLE TRUSS
(1) "X" BRACE @ CENTER
(2) "X" BRACE DIVIDED EQUALLY
FROM CENTER TO END.
STIFFBACK AT ALL
UPRIGHTS OVER 4'-10" HIGH
2x SUB -BAND
(AS PER TRUSS ENG)
\
T.
PLYWOOD SHEATHING, SEE -
"ROOF/WALL/FLOOR
SHEATHING
FASTENER SCHEDULE"
SEE TYP. TRUSS CONNECTOR
DETAIL FOR STRAPPING INFO
1x2, 2x WOOD FASCIA L CONNECTION PER '
SEE ARCHITECTURAL TRUSS MFG.
2x SECURED W/ (3) 16d ENGINEERED WOOD
GALV. COMMON NAILS. TRUSSES @ 24" O/C,
lx2 SECURED W/ 10d SUBMIT SHOP DRAWINGS
GALV. COMMON NAILS FOR REVIEW CONT. 2X4 RAT RUN —
12" OIC AND APPROVAL SECURED W/ (2) 12d's @
MASONRY BOND BEAM EACH TRUSS
SEE SCHEDULE Cl� GABLE END PRE-ENG'D TRUSS
W/ HIP RETURN SCALE:3/4"=1-0"
SIDE VIEW
PRE-ENGINEER`S
VALLEY TRUSS CONNECTION
SCALE: N.T.S.
3
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2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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LOT #46
PROJECT#
04321.200 046R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
160 MPH EXP C
ARCHITECT.
STATE OF FLORIDA
MAY 22M0
MICHAEL C. ANDE
AR NO T7305
c-Z"Z4 a DATE: 05 21 20
SCALE: 1 /4"=1'-0"
SHEET
S3oIC
4 V1LI-- IN
"A
i
HIP ROOF�F
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: 11
APPLICABLEINTERNAL
PRESSURE COEFFICIENT +-0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
SHANK
8d
RING SHANK,
2 112"
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 TOP CORD BLOCKING AT4`
2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST 2FRAMING
ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END.
RAFTER OR TRUSS
ROOF SHEATHING
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.0
TOP & BOTTOM EDGES
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BUILDING LENGTH
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
C8d RING SHANK GUN NAILS
�a 6" O.C. IN FIELD
OF SHE
TO BE STRUCTURAL GRADE)
CSd RING SHANK GUN NAILS @ 12" O.C.JN
FIELD or 8d x 2 1/2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12" 0. SIT
FIELD 1
TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEM
GENERAL NOTES: '..
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4".
STRUCTU R AL DRAWINGS SHALL BE USEDIN 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 DRAWINGSFOR SLEEVES,: DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUC URAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS:: FBC-R 2017, Gth 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
CRIPPLERS SILLS, ETC. SHALL BESOUT L SOUTHERN PINE NO. 2 OR BET-
TER. Fb - 1100 P51 AND A MODULUS OF
FOR STRUCTURAL.CONCRETE ACI 530-13/ASCE 5-13 AISI'SPECIFICATION FOR THE DESIGN OF
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS-ON-GROUNDWHEREINDICATED ON
ELASTICITY=.1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD -FOR ED STEEL STRUCTURAL MEMBERS 2011 ASCE 7-10 AND AISC SPECIFICATIONS
DRAWINGSSEAMS LAPPED 6 INCHES AND 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 %".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 PLANTS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE AT FIENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS'
OF THEWORK.
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 BUTARE BY OTHERS.
SYP #2..
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
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE MESH:
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING ERECTION, THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE ACI
WOOD TRUSSES
TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY. -
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
REQUIREMENTS AND SLAB -ON -GRADE. THICKNESS TO HANDLE CONSTRUCTION LOADS. -
STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
SEALED BY A 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:
CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
MEETING THE REQUIREMENTS OF ASTM A446,GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
DESIGN LOADS:
W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPIfWTCA BCSI 1"
ROOF: LIVE LOAD FLOORLIVE LOAD 40 psf
:
AND VERTICAL BARS SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
20 psf TOP CHORD -non-concurrent
REVIEW.
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36".
WOOD TRUSSES.
10 psf BTM"CHORD-non-concurrent
#5 BAR - 30" #7 BAR - 42"
.TRUSS MANUFACTURER UVILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
DEAD LOAD DEAD LOAD
FOR ADDITIONAL INFORMATION.
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982
15 psf TOP CHORD 20 psf TOP CHORD
p D
(7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
BALCONY LIVE LOAD 60 psf
WALL.
TRUSSES/GIRDERSTO COLUMNS AND WALLS FOR APPROVAL.
WINDDEAD LOAD SPEED=160MPH 3-SECOND GUST STAIRS LIVE LOAD 40 psf
:
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
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)
INTO INTERSECTING WALLS AND HOOK AT. ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
DETERMINATIONS, FEASIBILITY .& ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
LIVE LOAD : UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf,PASSENGER
WITHOUT THE APPROVAL OF THE ENGINEER.
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
VEHICLE G. RAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
40psf
MASONRY:
PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
LICENSED PROFESSIONAL ENGINEER.
SHOP DRAWING REVIEW:
"SPECIFICATION MASONRY STRUCTURES" (ACI 530/.ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
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
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
OF THE CO TRACT DOCUMENTS ONLY. 1T SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
PROVIDED BY THE TRUSS ENGINEER.
COMPLJAN E WITH THE CONTRACT DOCUMENTS AS TO QUANTITY LENGTH ELEVATIONS,ETC.
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
ALL SHOP (DRAWINGS SHALL BE REVIEWED. BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
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
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUS
DRAWINGS�SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
RUNNING BOND UNLESS OTHERVSE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
S ENGINEER SHALL BE RESPONSIBLE FOR
OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ALL TRUSS TO TRUSS CONNECTIONS.
WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/$"
WRITING BY THE ARCHITECT.
COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE GROUT.
FOUNDATION/ SITE PREPARATION:
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,1000 psf, FOOTING
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
EXCAVATIt NS AND SLAB SUB GRADE SHALL BE COMPACTED TO A DRY DENSITY''_OF AT LEAST 95% OF THE
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
MODIFIED ROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557.TREATALL
CELLS TO BE FILLED.
SOIL FOR ERMITE PROTECTION
-
FILL CMU CELLS SOLID WITH GROUTAT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
THE OWNE SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
REINFORCING,
SUCCESSF LCOMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET'STHE
GEO-TECH ICAL ENGINEER: REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THATTHE
MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
STRUCTURAL STEEL:
BE MADE BY THE: GEO-TECH. ENGINEER.
THE MATERIAL, FABRICATION, AND .ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
CONCR
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
9TH EDITION, BY THE AMERICAN.INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL. STEEL SHALL BE ASTM
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS;
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, Fy35 ksi. TUBE AND PIPE
2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
.=
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
CONTRALTO SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
CONCRETE P1ACEMENT CONCRETE SLUMP SHALL NOT EXCEED 5" +/- PRIOR TO THE ADDITION OF PLASTICIZER.
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC.
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
CONCRETE TICKETS SHALL BE TIMESTAMPEDWHEN .CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED90 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 OF ANY 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" OR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
3!4" F6R SLABS, WALLS AND JOISTS
1-U2 �OR 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 j
lx2 PT FURRING TO
CASE HARDENED COIL
8" O/C O
GARAGE DOOR BUCK
1/4" DIA
TAPCON MASONRY
1 12" EMBED:, 4" END DIST.,
MASONRY/CONC.
NAIL 1 112" LONG
T MASONRY/GONG
O
NO WASHER
FASTENER
g" O/C
1 1/2" EDGE DIST
' SGD, AL EXT. DOORS
CASE HARDENED COIL
9" O/C
WINDOWIDOOR/ FASTENED
GARAGE DOOR BUCK
12'DIA. W/
4" EMBED., 4" END DIST.,
1x SEENOTE6
-
- STAGGERED
9 GERED
.INTO MASONRY/GONG.
TO MASONRY/GONG
WASHER
EXPANSION BOLT
24" O/C
EDGE DIST
WINDOW BUCK
IN
CASE
CASE HARDENED COIL
O/C
WINDOW/DOOR/ FASTENED.
METAL STRAP TO
p /� SPACING
CONTACT THIS ENGINEER FOR SPACING
lx PT SEE
NAIL
G'
STAGGERED
INTO C
MASONRY/CONC.
REQUIREMENTS
SWING
EXT SWING DOOR
(2) 3A6"DIA.
TAPCON'
11/2" EMBED 8" END
"EMBEDG8'
WOOD
NON BEARING WOOD
ERRINGTO
12
EXPANSION
4 4" END f
6UEXTCK PT, SEE OTEB
N 0IW16"CIA
FAPCON'STNER
DST DIST
WALL . SLAB
WI WASHER
BOLT
DIST,
T, 3" EDGE DIST. 44
t
2x PT WINDOW BUCK 0.138° PAF x 2 il8" 9" D/C 4" END. DIST.. 7 12'
PT TO STEEL COL., SEE
WIWASHER 'STAGGERED EDGE DIST.
1e
NOTES
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 FRAME®
4. PAF SHALL BE HILTI X-ZF HEAVY DUTY.PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING 5. FASTENER SPACING FOR THE BUCKS SHALL ®F 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 WI TAPCONS OR PAF TO THE SUBSTRATE.
Reviewed for Cady
ComP�
Un
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngr6up.com
AA # 0003325
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1 S. APOLLO BLVD.,
SUITE 202
MELBOUR NE, FLORIDA 32901
PH:3213Q23691
www.abdesigngroup.com
AA #: 0003325
SUEDIV. Qc 2� sr.
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PRI G"01)
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E SWING:
;Adis;,: Roofing Sealant rrn all seam, inside the Rees€ Collar. , pph, �flt� 4 a@ari
lalong all €4) ;airs\ of the Fonxwn of tile. Vent Flashing, lmtali in location urxdw
€e hwf'l as to acdrE@'tfE rlt. taste i ilase Flan= to €]eek.Ing using 1 0" RErg Shark Nni€,,.
:Fatten Base @riwa ge .v,'(1) na@f ea a omen i l" frorn edge, Fasten each Sider of Base
FIar*Se using i2j mile\ >,Paz:Ld sorrsna@ 5 3gt rB at:d x" flual edge. Fasten' T., cya and 3 ( gg [ i p
aaattam using 1'3) nails spaced a rsomintal S ap:an anE: I" ffow.. etiptt f !r a iota€ of 22 L � 'iP � 1. I i )]`f (:
N,/A 3naW'. Seat aft 1aean% anti n.0 heads and ieose shis=g€ev. Refw to and fcell:awALL @u,+A i N/A
l Antafacturers inwlf:aakon anxtnxti ans, ii(3R 4 not tesprx�Ne foR l;PxeSra., Ciatsn;,i.>fss ARCHM,�E
l Ei;#it3 ftri$3t1d31i€i. of W'." ?trstafiatim IlAethed' AOR N notresponsible for rfors'
i3rrfs°stt?eEs or E]S this 7rFsi3i@uliL`Mi %ifE',$iY€X. '
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i $ " ' x 20 stalMess stew# er ftco Aanelmatw J
ffttrrl ane Stnrrn ;Concrete J' masonry. 2 Ij2" m€r,. e'dge disiame, 12' 0/c rrox, sussing. Can he headed ? MAY 2 2 2020
f* R N/A a tar - 20 a.f.
pane@ �Y FG, {arrAvv or all (tread Ntst \\riffs #f� ntdNi. p.. _
�k"AEL C. ANDerSON
> x Vie. s#arrrl : a st�f 1 Car fzt C� Frnelaaaate nth eaninutna arntedaYtert l gta r. _ AR NO T 305
1j2" min, edge E•ts,tan e" 1.?°' off, r i��: s a3ein Can be h"de3 i �
Huf'fkane stenaro s eEsra r lc r rr <:s xfdg g I .t.
panel NIWG. f A ,screw or all thread but with Wing rtFh9:s. 1A iir' • 2ti p,8,f. pR
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r. Reviewed for Code
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@nstall Fare naanufa; urea\ no'mmended er •tr n enis. ®Univeraal Enginrasrjrd0 J
NA NJA N/A
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