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GENERAL NOTES
1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR)
6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER
FBCR 6TH EDITION (2017) UNO.
2, WHERE BUILDINGLOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR
BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY
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. 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. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION
OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK.
THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE
CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR
FABRICATION OF THE WORK.
5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES,
OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES.
6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR
SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING
CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS.
8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER.
9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC, UNLESS SPECIFICALLY DETAILED,
GARAGES AND CARPORTS
1. GARAGE DOOR
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
2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING'
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH
SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN
1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS.
3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE
DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO, 26 GAGE (0.48 MM) SHEET STEEL V 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 1/2 -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 I EQUIVALENT.
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
PROTECTED BY NOT LESS THAN''/2-INCH GYPSUM BOARD OR EQUIVALENT.
SITE WORK
1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT),
2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES,
SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL
DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL
FINISH GRADES, PLANTING AND IRRIGATION.
3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE
ARCHITECT.
4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN''/=THE HORIZONTAL
DISTANCE FROM THE NEAREST EDGE OF THE FOOTING.
5. ALL BAGKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYER
AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE
SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
7. DO NOT',BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
3. EXCAVATIONS TO BE A MINIMUM OF 3'- 0" BEYOND NEW FOOTING LINE.
3. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE
0 CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY
WHICH COMPLIES WITH ALL LOCAL DES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND
COUNTY BUILDING AND ZONING COCODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED
TO PLACE THE FINISHED FLOOR ELEVATION MIN V-0" ABOVE THE BFE, PER FLORIDA BUILDING CODE.
1. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP
DRAWING.
2. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:
"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES.
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
AGRICULTURE AND CONSUMER SERVICES."
TIM�t
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,
S
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 . SQ.
PLUMNG
1. S IVITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL.
2. WgER SUPPLY LINES SMALL BE CPVC OR UPONOR Pt "A" (CROSS-0POLYETHYLENE) WITH F1960 FITTINGS.
3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH v 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
R,W1.2(3), MANUFACTURED SOFFITS SHIALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
EXTERIOR FINISHES
1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, V/" 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-C1063-12a.
3. LATH & ACCESORIES PER ASTM-C-1063.11A &'R703.7.1. ALL STUCCO APPLICATION DETAILS, 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-C1063-15AAND 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.
..
Reviewed for Code
Compliance
Universal Engineedng
Sciences
2194 HWY A1A; SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
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FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH F5C R302.9A
FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R302.I0.5
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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 5ETWEEN THE GARAGE AND RESIDENCE SHALL
5E EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35
MM) IN THICKNESS, SOLID ORHONEYCOM5-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 5E EGRESS POINT WHEN THE HOME IS SHUTTERED.
- REFER TO BUCKING DETAILS FOR SUCKING AND RO NOTES.
-FRAMED WALL SEPARATION 5ETWEEN THE UNCONDITIONED
GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION
R VALUE OF R-13.
CEILING R VALUE TO BE R-30 INSULATION A50VE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED 5Y THE HVAC CONTRACTOR AND ARE OF THEIR
CLOSEST ALLOWA5LE SOFTWARE TOLERANCES.
-OPENING INFORMATION 5ELOW IS DIRECTLY FROM THE PLAN SET.
U-VALUE AND SHCG ARE INFORMATION PROVIDED 5Y THE
MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT
SPECIFICATIONS
Fr,� MQ
SQ.FT.
CALC. S
LIVING
GARAGE
ENTRT
LANAI
1612
432
38
96
SQ. FT.
SQ. FT.
SQ. FT.
SQ. FT.
TOTAL
2238
SQ. FT.
A/C VOLUME
14381.6
CU. FT.
COWON Nr AND CL.ADDM WIND LOADS
BASIC WIND EIFOSIM FOR 3 SECOND OUSTS
OPEWC,S SOUAFE ZONE
AND TYPE FOOTA(E
160 WH WID NO al
MIN. WINDOW
10
5
34/-45
CRITERIA
EXTERIOR SWING
21
5
32/-42
DR. MIN. CRITERIA
SlsD. MIN.
12
5
30/-31
x, CRITERIA
8010 O.H.D.
56
5
32.5/-38.0
iq
16010 O.H.D.
112
5
30.9/-34.4
SOFFIT
N/A
5
31b/-38.8
-6829/
IF
ROOF TILE
N/A
3
-582S
APPLICABLE
BASIC WIND SPEED MPH =
160 (Vult) INTERNAL
PRESSURE COEFFICENT• = t 0.16 BLDG. CAT.=II,
j EXP.=C, MEAN ROOF HT. '= 15'-9"
PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED.
� (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR
NOMINAL WIND LOAD VALUES
FROM THE PRODUCT
_ MANUFACTURER.
COWOROLDATE:03/20/3
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Reviewed for Code
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Sriencm
StMDIV. 8e LOT
CREEKrSIDE
PHASE 2
LOT #75
PROJECT* 1.
04321.200 075R1 I1
MODEL:
4EAB
"1672—ARIA"
�;, AFLAGE SWING:
LEFT
b
PAGE:
FLOOR
PLAN
160 MPH EXP Ck
°ARCHITECT=
STATE OF FLOFiIDA
N
r"
E.
r�
h F:<
MAY 2 7 C�
1,MICHAEL C. ANDS I
AR NO 1730
PRINT
DATE: 05/20/20
SCALE: 1 /4"=1' — O"
SHEET
Ew.
0'-0" FIN
8'-8" ERG. HGT.
0'-0" FIN. F-R.
FRONT ELEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
NOTE: WALL FENESTRATION FLASHING AS PER F5CR R-103.4
Ij
OFF RIDGE VENT
I�6
,HINGLE ROOF
OAM DRAIN
ILES
FRIEZE
SAND
BRG. IHGT
>'XW'
fECORATI VE
HUTTER
" RAISED
AND (TTR)
0'-0" FIN: FLR. 0'-0" FIN. FLR
I
OFF RIDGE VENT
HGT. - - ---------- - ----------
11-01,
IWA
I I
FLR:y
Ty"-
------ ------ --___._-------- --------------------------
LEFT ELEVATION
SCALE: 1/4 = 1'-0" TEXTURED FINISH
OFF RIDGE VENT
OFF RIDGE VENT
i
N
---. — _ —— -- _---- - -- --- — � — — — — — — --
RI 11T ELEVATION
SCALE: 1 4 1'-0' TEXTURED FINISH
I�6
-------- -T --
REAR ELEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
-8" ERG. HGT.
_- 0'-0" FIN. FLR.
8'-8" BRG: HGT.
8'-8" BRG. HGT.
BRG: HGT.
I I
I 413
A
TYP.
I I
AhOl-O" FIN. FLR.
/ e \
fa I
DECO. DETAIL
A SCALE: 1/2 = 1'-0'
MODEL 1672-ARIA
AREA OF ATTIC
2318 SQ. FT.
NET FREE V ENTI LATI ON AREA
REQUIRED
1/ 300
REQUIRED VENTILATION AREA
2318 /300
- 7-73 SQ. FT:
T73
- 1112.64 SQ. IN.
MIN. REQUIREDVENTILATION IN
= .4X 1112,64
UPPER PORTION OF ATTIC-
_, 445,056 SQ. IN.
(BALANCE TO BE PROVIDED IN
SOFFITVENTS)
OFF RIDGE VENTILATION AREA
_ 138 SQ. IN. PER VENT (net free area)
TOTAL#OF VENTS REQUIRED
_, 3.23
TOTAL#OF VENTS PROVIDED`
= 4
SOFFIT VENTILATION AREA
7 SQ. IN. PER LINEAR -FT (netfree
area)
LINEAR FEETOFSOFFITREQUIR'EC
63.58'
Reviewed for Code
Lij Compliance
Universal Engmeedrp
scones
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORI DA 32937
PH 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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04321.200 075R1
MODEL
c
4EAB
"1672-ARIA"
GARAGE SWING:
,a
LEFT'
_,.
;PAGE•
ELEVATION "C"
Fin
160 MPH E (Ij
�t
ARCHITECT
STATE OF FLORIDA
�iE,51 - C. ANDEI
AR NO 17305
TDSCCAAT
INT 05 20 20
TE: / /
E: 1/4"=1' — O"
tJ:i )L14�
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
1211 OUTLET
20 AMP SINGLE POLE
110V OUTLET
II0v OUTLET
1/2 OF OUTLET WIRED
I SWITCH
m
GFI
110V OUTLET
EQUIPED WKeI IND FAUL
INTERUPTER(TAMPER
RESISTANT TYPE)
220V OUTLET
(4) WIRE CONNECTION
CFI
WATERPROOF
FAULT GRDLM
OUTLT
INTERRUPTER
SWITCH
tSWITCH
3-WAY OPER
Nt4
SWITCH
4-WAY OP'ER
WALL MOUNTED
LIGHT
CEILING LIGHT
LO
LED CLG LIGHT
O 1/P
LED VAPOR
PROOF LIGHT
O VP
VAPOR PROOF
LIGHT
ORECESSED
CAN
eVENT.
FAN
1 OEM PER SQ. FT.
VENT. FAN
W/LIGHT
I CFM PER SQ. FT.
VANITY LIGHT
FIXTIlIeE
(SPEC'S TOD BY
BUILDER)
®
41X21
LIGHT
2-BUL5 WRAPESCENT
AROUND
(RECESSED)
®
41X2'
FLUORESCENT
LIGHT
2-5UL5 WRAP
AROUND
(SURFACE MNT-)
2' FLUORESCENT
� k
*FLUORESCENT
4' TRACK LIGHT
®
PANEL
own
METER
BAIT. BACK-UP
OSMOKE
S.U.
DETECTOR
W/ HARDWIRE
WALL MOUNTED
BATT. BACK-UP
S.P.
SMOKE DETECTOR
W/ HARDWIRE
BATT. BACK-UP W/
CAF45M MONOXIDE
SMOKE DETECTOR
COM50
HARDWIRE
INTER -CONNECTED
SHALL BE A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
I_l^�
NATURAL GAS
rV
OUTLET
.
TELEPHONE JACK
WATER HEATER
IGNITION SOURCE
TO BE ELEVATED
DISCONNECT
AIR. CONDITIONING
TO BE 210V UND.
'a
DISCONNECT
SEE AHU ON
THSHEET
TV
TELEVISION JACK
CEILING BOX REQUIRED
JO
J-50X
TO BE SUPPORTED IN
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
CEILING BOX REQUIRE
TO BE SUPPORTED IN
X
CEILING FANLIGHT
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
�.�
24' INCANDESCENT
LIGHT STRIP
n n n n n n
36' INCANDESCENT
LIGHT STRIP
nnnnnnnn
0
48'INCANDESCENT
LIGHT STRIP
FLOOD LIGHT
KP
OPT. SECURITY
KEYPAD
HE P8.
PUSH-BUTTON
FOR CHIMES
6--—►
U55 PORT
• LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO
BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION
MEETRNG.
- ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF FBCR
6TH EDITION (2011) 4 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 CCEM INTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION MITI 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 FBI 6TH ED (2011).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 6TH ED (2011).
- ALL LAMPS SHALL BE SELECTED BY BUILDER AND
15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER
FJ3L. ENERGY CONSERVATION (RESIDENTIAL ENERGY
EFFICIENCY) 20I1. 6th EDITION R404.1
TEMPO
UNDER
OPT.
COACH\��v`�
LIGHT `-- -----
ELECTRICAL PLAN
SCALE: 1/4' = V-0'
WP Panel MAIN - A
PANEL: 8/16vpertbreaker VOLTAGE: 120 1240 V -1Ph MAIN: 150Amp hyLC.E3
FEEDER :3-#1CluTHWN&1-#6€n(G)in11/2"C. OR 3-#2/OALTHWN&146Cu(G)in110"C.
Wire
Pole
Bkr
Description
Watts
Circuit
Circuit
Watts
Description
Bkr
Pole
Wire
#12
1
20
Exterior Receptacle GFI For TUG
1200
'1
2
Space
#12
2
20
Irngation Pump
1000.
3
4
ISP3,e
5
6
4690
AIC CUA
30
'2
#10
Space
7
8
PANEL -A
PANEL: 40 Crt. breaker VOLTAGE: 1201240 V -1 Ph MAIN: 150 Amp IM LO,
FEEDER. 3-#1CuTl&1-#6Cu(G)in11/2''C. OR 3 #2/0AL.THVV/N&1-#6Cu(G)in1112"C
Wire.
Pole
Bkr
Description
watts
Circuit:
Circuit
Watts
Description
Bkr
Pole
Wire.
# 12
1
20
Small Appliance
1500
1
2
8000
Range
50
2
#6
# 12
1
20
Micro./a e l Food GFI
TWO
3
4
#12
#12
1
1
20
20
Small Appliance
Refrigerator GFI
1500
150D __.
5
_.. /
6
8
4500
Water Heater
2S
2
#to
#12
1
20
Dining Receptacles AFCI
1500
9
10
1200
Disposal GFI
20
1
#12.
#12
1.
20
Bath GFI Receptacles
1200
11
1.2.
1500
D1sh".astrer GFI
20
1
#12
#12
1
20
Foyer / Hall / LaundryAFCI
1200
13
1.4
5000
Dryer GFI
30
#10.
#14
1
15
Great Room, Lanai & Lining Lights AFC(
900.
15
16
.Space.
17
18
1500
Washer GFI
20
1
#12
#14
1.
15
SD & C/O AFCI
900
19
1000
Garage Door Open erON
20
1
#12
#12
1
20
Bed #2 & #3 / Bath 92 AFC[
1200
21
_20
22.
1200
Garage Lts & Receptacles GFI
20
1
#12
_
Space.
23
24
000
OvinWr SSuite-AFCI
15
1
#14
Space
20
26
900
OVrnuls Bathroom. AFCI
15
1
#14
Space
27
28
'1000
Exterior Lights and F,ecpt: GFI
20
1
#12
Space
29
30
1000
Irrigation contrdc only,
20
1
#12
Space.
Space
31
33
32
4.
Space
Space. _.. __..
_..
Space
39
36
Space
Space
37
38
Space
#S
2
35
A/C Ali
(Heater 5. KVA at.65%
5120
39
40
Space
41
42
Space.. .
Load subject to demand factor calculations I line
15400
27700
Load subject to demand factor calculations /line
Demand Factor Calculations!
ABBREVIATIONS:
AFCI: ARC. FAULT CIRCUIT INTERRUPTER
NC: NON -COINCIDENT LOAD
GFC GROUND FAULT INTERRUPTER
Total load subject to demand factor
431p0
First 100I)Dwatts at 1001%
10o0
Remaining vratts at 40% f
13240
Total A)c load
9801)
1(No for: tutu re. gradth
LOAD CALCULATION IS BASED ON AIC NON -COINCIDENT LOAD
Total Connected Load Watts
33040
Total limps l'+'ratts / 240 volts)
137:.7
I
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I ° I
I I I L I
LED LIGHTING
lkc�@' DOUBLE LAV.
OWNER'S 5ATH
150 AMP ELECTRICAL RISER
NOT TO SCALE -
GENERAL NOTES:
A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 9AH
EDITION (2011). LOCAL CODES, AND ALL LOCAL POWER
COMPANY REQUIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS
NOTED OTHERWISE.
POWER COMPANY
TRANSFORMER
GRADE
PROVIDE 190 AMP, 120/240 VOLT, I PHASE SECONDARY -
ELECTRICAL SERVICE. PROVIDE 3 01 COPPER (CU) IN
1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3
02/0 ALUMINUM (AL) IN 2" DIA SCHEDULE 80 PVC
CONDUIT UNLESS SERVICE IS PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
LED LIGHTING
@ SINGLE LAV.
g 5ATH 02
PROVIDE 302/0 CU, THWN + 1@6 CU IN 2' CONDUIT OR 3
04/0 AL, THWN + 1% CU IN 2' CONDUIT.
(CONDUIT TO TERMINATE ABOVE SOFFIT ® OVERHANG.)
COMBINATION SERVICE ISO AMP
DISCONNECT SWITCH AND 120/240 VOLT
ELECTRIC METER IN I PHASE
NEMA 3R ENCLOSURE MLO
M O
PANEL
150A/2P
MCB
TELEPHONE SERVICE
ENTRANCE
E=IPMENT
INTERSYSTEM BONDING
TERMINAL AT LOW
VOLTAGE CONNECTIONS
CABLE TELEvISION
SERVICE ENTRANCE
EQUIPMENT
1 "4 CU SERVICE GROUND CONNECTED TO
CONCRETE ENCASED FOOTER STEEL PER
ELECTRICAL PROVISIONS OF THE FBCR 6tH
EDITION (2011).
5/8" DIA X 8 FT LONG COPPER CLAD GROUND ROD
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE 2
LOT #75
ROJECT#
4321.200 075R1
ODEL•
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
ELECTRICAL
PLAN
160 MPH EXP C
ARCHffECT;
STATE OF FLORIDA
MAY 2 7 2020
IlEL C. ANDEI
AR NO 17305
PRINT DATE 05 20 20
SCALE: 1/4"=1' — 0"
SHEET
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PLUMBING PLAN
SCALE: 1/4 = 1'-0'
u
KITCHEN
SINK W/
AUTO VENT
2' V.T.R.
2 JI`
T 2, 1 v21
1 1/2 1 1/2°/I 1/2'
2' 1 T-----(�11�,
11/2'
,� I
WC. i I WASHER
LAV. AV.
3' I SNWR
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2' V.T.RJIL
2 1II/2
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4'
PLUMBING RISER DIAGRAM
Reviewed for Code
Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321802-359 I
www.abdesigngroup: on`
AA #: 0003325
SUBDIV. Ac
CREEKSI -E
PHASE
LOT PtEl
PROJECT#
04321.20OZ 0 5R1
MODEL
4EAB
"1672-AR A
GARAGE SWING:
LEFT
PAGE:
PLUMBING
PLAN
160 MPH EXP
ARCHITECT:
STATE OF FLORIDA 1
/ 1
1 ti
MAY 2 7 2020
MICHAEL C. ANDERSON
AR NO 17305
PRINT DATE: 05 20 20
SCALE: 1/4"=1' — 0"
SHEET
N
HVAC PLAN
SCALE: 1/4 = V-0'
R-VALUE SCHEDULE
FLOOR
SLAB ON GRADE
R-0
EXTERIOR WALLS
CMU - INT INSUL
R-4.1
FRAMED WD - ADJACENT
R-13
FRAMED WO - EXTERIOR
R-13
CEILING
UNDER ATTIC
R-30
EQUIPMENT SCHEDULE
2.5 TONS
MFG
CARRIER
G.U.
25H$C530A*030*
A.H.U.
FX4DN(8,F`)031L
HEAT
5 KU1
SEER
15 SEER
TOTAL GAP
28400
ELECTRIC
208/230/I1=H
BRKR
G.U. 30 A.H.0 35
REF LINES
3/4" E 3/8"
Reviewed for Cods
Compliance
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PHASE 2
LOT #75
PROJECT*
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
QARAQE S W.CNG:
LEFT
PAGE:
HVAC
PLAN
160 MPH EXP C
risaar a DATE: 05 20 20
SCALE: 1/4"=1'-0"
SKEET
mI
PERFL"
PLAN
1/2' CLG.
1/2' DRYWALL
SECURE BT. —
PLATE TO SLAB
W/ 10d MASONRY
NAIL B 32' O.C.
MAX
FIN. FLR.
2X4 TOP PLATE
PRE-FAB TRUSS
2X4 WOOD
STUDS 624'
O.G.
SLAB
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.C.
TYP. INT. WALL (NON -BRIG.
SCALE: 3/4' _
FI5ER31-A55 SHINGLES
OVER 030 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION RS05.1.1
ON J' OS.B. SHEATHING
OR }' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
PRE-ENG TRUSS
MTL. DRIP EDGE �71
2x FASCIA PER 1 -0"
ELEVATIONS TYP.
o.H.
VENTED SOFFIT
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0' FIN. FLR
5/8' GYPSUM Bc
OR 1/2' HIGH
STRENGTH CLG.
BOARD
PER _l=LEVAT ION _la
SEE ENERGY CODE FORMS
INSULATION R-VALUES
REFERENCE STRUCTURAL
PER ELEVATION
I �--R-4.1 INSULATION
WINDOW ATTACHMENT
AS PER MANUFACTURES
SPECIFICATIONS
REFERENCE
STRUCTURAL
1x2 P.T. FURRING —
STRIPS ® 24' O.G.
8' CMU
1/2' GYP. WL. BD. -
WOOD BASE
.
a. o
AV e
a.
d
W/ WINDOW OPENING
H
a
FIBERGLASS SHINGLES
OVER 030 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.1.1
ON �,,' O.S.B. SHEATHING
OR J' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
STRUCTURAL
PRE-ENG TRUSS
MTL- DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
1/2' THiCK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
_4L_0'-0' FIN. FLR
e <A
d
a
TYP. WALL SECTION
`-% OPENING NOTE:
PER SECTION 905.1.1 — FOR ROOF
SLOPES 2:12 TO LESS THAN 4:12, A
-STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM
SCALE: 3/4' =1' -0'
�y IS REQUIRED. FOR ROOF SLOPES
OF 4:12 OR GREATER, (1) LAYER
UNDERLAYMENT iS PERMITTED BUT
MUST BE PER ASTM D226 TYPE II,
ASTM D 4869 TYPE IV, OR ASTM D
6751
AND SEAL
iAS LNE
1, PVC SLEEVE FOR oAe LNE
alU
2' GYP. ILL. BD.
A00D BASE
W
4:
�21 GAS LINE THRU BLOCK
2V SCALE: 1/2'.P-0'
FIBERGLASS SHINGLES
OVER 030 FELT PAPER OR
SYNTHETIC PRODUCT,
INSTALLED PER SECTION
R905.1.1 ON a, 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
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0" FIN. FLR,L
8' CMU
1/2' THICK, 2 COAT -
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
GALv.STEEL
TRACK BRACKETS
FASTENED TO
WOOD JAMB PER
PRODUCT
APPROVAL R°Q
GALv. STEEL --
VERTICAL TRACK
BY MAUF.
FASTENED TO
TRACK BRACKETS
W/ PRODUCT
APPROVAL REQ.
CORNER EIEAD
Ka' CMU SEE
STR ICTURAL FOR
R° INFORCEMEN7
2x6 P.T. LLD
ATTACHED TO FILL
CELL AS PER
PRODUCT
APPROVAL REQ
SEALANT i
BACKER ROD
WEATHER STRIP
MOULDING ALL
AROUND (BY
DOOR MANUF.)
BY
GARAGE DOOR JAMBS
SCALE: 1 1/2' =1' —0'
—2X4 SPF 24' O.C. MAX.----,
SECURE W/ (2) 12d NAILS
o EA. END
2x BLOCKING BETWEEN TRUSSES
—PER STRUCTURAL DETAILS—
o ► � o
lei r, FINNNIM ►____.11m-
'7
CONT. 2x RAT RUN SECURED PER
STRUCTURAL DETAILS
SEE ENERGY CODE FORMS FOR -
INSULATION R-VALUES
PER ELEVATION
5/W GYPSUM BOARD OR 1/2'
HIGH STRENGTH CLG. BOARD
e. a
d
m.
AV ', e
a
d
a:
n W/ WINDOW OPENING
t1
R-4.1 INSULATION
WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
REFERENCE
STRUCTURAL
1x2 P-T. FURRING
STRIPS A 24' O.C.
1/2' GYP. WL. BD.
WOOD BASE
FIBERGLASS SHINGLES
OVER K'30 FELT PAPER OR
SYNTHETIC PRODUCT,
INSTALLED PER SECTION
RS05.1.1 ON �6' 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
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
CMU
' : _ 0'-0' FIN- FLR.
a a
a G '
TYP. WALL SECTION
NO OPENING
1-STORY GABLE BLOCK WALL
SCALE: 3/4' = I' -O'
a
Note: WALL FENESTRATION 1=LASHING PER 1=5CR 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 buildings
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 500 or ASTM C920 Class 25 Grade NS
or greater for proper joint expansion and contraction, ASTM C1281, AAMA 812, or other aeviewedfor CO&
cornpitance
approved standard as appropriate for the type Of sealant. Fluid -applied membranes univ®rsalEngneer"
used as flashing in exterior walls shall comply With AAMA -114. The flashing shall extend to SC
the surface of the exterior wall finish.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
WWW.abdesigngroup.com
AA #: 0003325
W
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SUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT*
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
ARCHffECT
STATE OF FLORIDA
j
1EL C. ANDEI
AR NO 17305
JV- a 0520 ®
DATE:
SCALE: 1/4"=l'
SHEET
D 1
TOP:
2X6 P.T.. CENTER OF DOOR HEADER SECURED
W/ (U 1/2' X 8' J-BOLT
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/5' WASHER : NUT
OR
W/ (2) 1/2' X 8' ANCHOR BOLTS
W/ 4' MIN_ EMBEDMENT
W/ 2' X 2' X 1/5' WASHER 4 NUTS
0
0
`SECURE 2x4 ON —
FLAT TO BLK
W/ MASONRY 0
NAILS.
SIDES:
2X6 GARAGE BUCK SECURED
W/ (5) 1/2' X 8' J-BOLT OR ANCHOR
BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2' �O
X 2' X 1/0' WASHER 4 NUT. (1) WITHIN
8' OF TOP, (I) WITHIN 8' OF THE BTM,
(3) EVENLY SPACED.
of I
NOTES:
ALL ANCHORS SHALL BE IN ACCORDANCE TO
MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE
SUCH INSTRUCTIONS ARE MOB STRINGENT
GARAGE DOOR
MBUCK ATTACHMENT
D2 SCALE. I/9'.r-W
8' CMU
Ye' DRYWALL
1'X4" OR I'X2' P.T. NAILER
1x4 P.T. OR 5/4'X4' MIN.
❑ SECURE THRU FRAME 4
EXTEND 1-Y4' INTO BLOCK
❑ W/ )(6' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I-Y4'
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
DAWINDOW TO BLOCK +3/4 OR +5/4
SCALE: N.T.S.
2X4: cm
SECURE TO BLOCK W/ Wfi'
TAPCONS OR
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
2X6:®
SECURE TO BLOCK W/2-%'
TAPCONS(MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4') —
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
2 X8: CEO
SECURE TO BLOCK W/2-Wr.'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH ENDY
18' O.C. MAX SPACING.
8' CMU
❑r—l'X4'
)6" DRYWALL
OR 1'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 Y4')
DOOR JAMB TO BLOCK +1-1/2'"
WINDOW TO BLOCK +1-1 2"
B SCALE: N.T.S.
2X4=
SECURE TO BLOCK W/
TAPCONS (MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y49
WITHIN 8' OF EACH END 4
NOTE: STRUCTURAL 2X
18" O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2Xrocm
SECURED THROUGH
SECURE TO BLOCK W/2-3(6'
NON-STRUCTURAL 3i(6'
TAPCONS
TAPCON MIN. 144'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE .300
8" CMU
MIN. EMBEDMENT I Y4')
X2' DRYWALL
WITHIN 8' OF EACH END 4
18' O.C. MAX SPACING.
1'X4' OR I'X2' P.T. NAILER
I� 2X8:
❑
SECURE TO BLOCK W/2-4(6
3(j6' O.S.B. X 4' MIN.
TAPCONS
(MIN. SHANK SIZE .145
POOR 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.G. MAX SPACING.
NOTE: SHIM AS NEEDED TO PLUMB JAMB
(DO NOT EXCEED Y4')
DOOR JAMB
TO BLOCK +1-15/
WINDOW TO BLOCK +1-15 16'
C
SCALE: N.T.S.
2X4:®
SECURE TO BLOCK W/
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
2X6cm
SECURE TO BLOCK W/2--Xe,'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN_ EMBEDMENT I Y4')
WITHIN 8' OF EACH END 4
18' O.C. MAX SPACING.
2X8cm
SECURE TO BLOCK W/2-3(e,
TAPCONS
(MIN. SHANK SIZE .145
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 �(6'
TAPCON MIN. I-Y4'
EMBEDMENT INTO BLOCK
'—" 8' CMU
74' DRYWALL
I'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"
/"n1 WINDOW TO BLOCK +2 1/4"
D SCALE: N.TS.
2X4=
SECURE TO BLOCK W/ W&'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4') NOTE: STRUCTURAL 2X
WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4
18' O.G. MAX SPACING. SECURED THROUGH
SECURE
,NON-STRUCTURAL 3/fib'
t0 BLOCK W/2-3i(6 TAPCON MIN. 1-Y4'
(MIN. SHANK SIZE .145 TAPCONS EMBEDMENT INTO BLOCK
(M
MIN. HEAD SIZE 300 8' CMU
MIN. EMBEDMENT I Y4') -' DRYWALL
WITHIN 8' OF EACH END4MANUFACTURES
I'X4' OR 1'X2' P.T. NAILER
18' O.G. MAX SPACING.2X8SECURE TO BLOCK W/2TAPCONSDOOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')DOOR JAMB OR WINDOW
WITHIN 8" OF EACH ENDATTACH TO 2X PER
18' O.G. MAX SPACING. DETAILS.
NOTE. eWIM AS NMPEP TO DUMB JAM = Nar p 9')
DOOR JAMB TO BLOCK +3"
WINDOW TO BLOCK +3"
E SCALE: N.TS.
2X4cm
SECURE TO BLOCK W/ �(6'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 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 W/2-WW
NON-STRUCTURAL 3i(6'
TAPCONS(MIN. SHANK SIZE
TAPCON MIN. 1-4-
.145
EMBEDMENT INTO BLOCK
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
8' CMU
WITHIN 8' OF EACH END 4
DRYWALL
18' O.C. MAX SPACING.
❑
I'X4' OR I'X2" P.T. NAILER
2X8:®
SECURE TO BLOCK W/2-3((,'
2ND 2X SECURE TO
TAPCONS(MIN. SHANK SIZE
STRUCTURAL MEMBER
[ENE)
145
W/(2)12d WITHIN 8' OF EACH
MIN_ HEAD SIZE 300
4 6' t0 8' O.G. MAX
MIN. EMBEDMENT 1 Y4')
POOR CASING
WITHIN 8" OF EACH END 4
DOOR JAMB OR WINDOW
18' 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 +9"
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 I Y41)
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
300 I E D Z
M N H A SI E
—81, CMU
MIN. EMBEDMENT 1 Y41)
V DRYWALL
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
I'X4' OR PX2' P.T. NAILER
2X8cEm
❑
SECURE TO BLOCK W/1-1/4'
3{e' O.S.B. X 4' MIN.
TAPCONS
(MIN. SHANK SIZE .145
POOR CASING
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4
ATTACH TO 2X PER
113' O.G. MAX SPACING_
MANUFACTURES DETAILS.
Karr. SWIM AS NEEDED TO r°LUM JX'M (DO NOT ExCEEP N)
DOOR JAMB TO BLOCK +3-7/16"
WINDOW TO BLOCK +3-7 16"
G SCALE: N.T.S.
2X4:®
SECURE TO BLOCK W/Y4'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8 OF EACH END
4 NOTE: STRUCTURAL 2X
O.C. MAX SPACING.
MUST BE ON OUTSIDE 4
SECURED THROUGH
SECURE TO BLOCK W/1-1/4 ' NON-STRUCTURAL 3(6°
TAPCONS
TAPCON MIN. 1-4-
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4') 8' CMU
WITHIN S' OF EACH END 4 J§' DRYWALL
18' O.G. MAX SPACING. ❑ 1'X4' OR 1'X2' P.T. NAILER
2X8
SECURE TO BLOCK W/1-*MANUFACTURES
P.T. X 4' MIN.
TAPCONSOOR CASING
(MIN_ SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')OOR JAMB OR WINDOW
WITHIN 8' OF EACH ENDTTACH TO 2X PER
18" O.C. MAX SPACING. DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4')
DOOR JAMB TO BLOCK +3 3/4"
WINDOW TO BLOCK +3 3 4"
H SCALE: N.T.S.
Reviewed for Code
Complianoo
Universal Engww& rq
sdenow
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SVHDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
ARCHFECT
STATE OF FLONDA
MAY 2 1 2020
kEL C. ANDEI
AR NO 17305
05/20/20
SCALE:1/4"=1'-0"'
SHEET
O1. FOLD INWARD • PT. A
OI. FOLD INWARD •
FT. A
s. CREASE • PT. B
3. CREASE • PT. C
® ®FOLD
• m.
DRIP EDGE. OVERLAP 3_
EXPEND 112' BELOW
SI-EATHNG, MECHANICALLY
FASTEN 4' O.O. MAX
Ee
1, FOLD INWARD • PT. A
7. CREASE • PT. B
d) KIC KO UT
DETAIL
'1/16' ZIP SHEATHING
SYSTEM (INSTALLED PER
MANUF. SPECS.) OR
®
1. FOLD INWARD a PT. A WOOD SHEATHING OR CMU
� }:
7. CREASE • PT. B. `. UJR5 LAYER 01,
3. CREASE . PT- c STUCCO WRAP (FRAME ONLY)
4- FOLD PT. O OVER PT.
B TILL PT. C TOUCI-IEB '„yd
BOTTOM FLANGE s.;
THICK, 3 COAT CEMENT
ji�j� r L PLASTER (FRAME), 1/2" 2 COAT
ice, C CEMENT PLASTER (CMU)
J' T♦•IICK, 3 GOAT CEMENT
PLASTER !FRAME), im 2 COAT
CEMENT PLASTER (CMU)
WRB LAYER 7, FORTIFIBER
BUILDNG PAPER (FRAME ONLY)
WRB LAYER "I,
STUCCO WRAP (FRAME ONLY)
LAP LAYERS OF BUILDING WRAP
OVER NAILNG FLANGE, STOP
WIM Ae�s. 1 K' ABOVE
SHINGLES (FRAME ONLY)
PRX'E OR
EXTERIOR Q'1U
WATER TIGHT
SEAL. FOLD, G_Q
NOT CUT -
WATERTIGHT SEAL (SEND OR
SOLDER DO NOT CUT)
ROOF
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
5 ), L )f
N.T.S.
METAL LATH (FRAME ONLY)
LAP UJR5 E TAPE OVER
ROOF/UJALL SCREED
5'X5" "L" TYPE CONTINUOUS
GALV_ METAL FLASHING
(NAIL TO ROOF DECK, NOT
UJALL SHEATHING)
CAP SHINGLE - DO NOT NAIL,
INSTALL UJITH ROOF CEMENT
ROOF PER ELEVATIONS
FLASHING
Iml
DRrAIN,AGTE PLANE (UJRB
LAYER #1, STUCCO UJR)4P)
UJRB L,AYEiR *2 (FORTIFIBER —---------
5U LD INCZ PAPER)
1�ETAL LATH X X X X
a
WOOD SHEATHING
OR -7/1/v 11 ZIP SHEATHING SYSTEM
( INSTALLED PER MANUF. SPECS.)
5ELF-ADHE51VE—
NOTE
1 IETAL LATH: LATH TO PE PER SECTION
R-103.1.1 / AST1"I C-B4l-OS, r-11N. 2.5 L55.
PER SQ. YT ARD (UTILITY OR—NO1'wI'INAL
LATH DOES NOT 1IEET SPEC I� ICAT IffUne�m�I,a �°°°,
iv®rsal
ScAencm
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
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F
A
SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL.
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP C
ARCHFrECT-.
STATE OF FLORIDA
►EL C. ANDEI
AR NO T7305
rL%LJN-a 2020
DATE: 05 / /
SCALE: 1/4" =1' — 0"
SHEET
LEGEND
DRAINAGE PLANE (WRB
LATER #1, STUCCO WRAP)
WRB LAYER 02 (FORTIFIBER ......
— —
BUILDING PAPER)
METAL LATH x—x—x—x
STUCCO
WOOD -5 4EATH ING
OR 1/16" ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPECS.)
SELF-ADPE51VE FLASHING - - - - NOTE -
METAL LATH: LATH TO BE PER SECTION
R-103.-T.1 / ASTM C-841-0c3, MIN. 2.5 LSS.
PER SQ. YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
STUCCO
FINISH
6' SELF ADHESIVE
OVER TOP E SIDES
SELF
FLASHING
UNIT
PREMANUF. DR'r'ER
VENT CAP (SET IN
CONT. SEALANT)
SEALANT 6
TOP 4 SIDES
9 DRYER VENT (BLOCK)
BUILDING PAPER
OVER 'QUICK
FLASH'
PIPE THROUGH /
WALL
1
6' SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
BUILDING PAPER —
UNDER 'QUICK FLASH'
A VENT PENETRATION
SCALE: N.T.S.
ELEC. 1" 1ETEF
VERIFY LO
/ MMA ICJ 1t=td1✓I V=
STUCCO SCRATCH COAT
4 1 COAT OF PAINT W/BACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
:C. METER FIELD
:IFY 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
"�� "� "� SIl"IILAR)
APPLY A SILICON
BASE SEALANT AT POINT
THAT ELEC. WIRE PENETRATES
7,O SCRATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER CAN
COMBO OR METER CAN AND
DISCONNECT
O ELECTRICAL CONDUIT
PENETRATION
GUT OPENING IN
APPROVED HOUSEWRAP
FOR BOX INSTALLATION
WRB LAYER "1,
STUCCO WRAP
WOOD SHEATHING
APPROVED
HOUSEWRAP
BELOW
CUT SUCH THA
NO MEMBRANE
ENTERS BOX,
APPLY TO FA
EDGE
STEF #1
ST F 1*3
APPLY E-Z BEAD °a
OVER 60 MIN
GRADE 'D'
ELT -PROVIDE
L SEALANT AT ALx''
JOINTS AND
FINTERSECTIONS o
1/16' ZIP SHEATHING SYSTEM
INSTALLED PER MANUF. SPECS.) OR
WOOD SHEATHING
WRB LAYER "I,
STUCCO WRAP
WRB LAYER 02, FORTIF15ER
BUILDING PAPER
METAL LATH
WOOD t 1/8' TEXTURED
CONSTRUCTION FINISH ® WOOD
FASTEN TO WOOD STRUCTURAL
MEMBER • -1' OTC. MAX
8' CMU
Ye' TO MID -WALL
WEEP SCREED
�J
V .-
6' WIDE STRIP SELF
ADHESIVE FLASHING, CLEAN
MASONRY BEFORE APPLYING
191,IpPG
�B HORIZONTAL WEEP SCREED
(FRAME TO BLOCK)
NOTE:
IF ZIP SHEATHING SYSTEM 15
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WR5 LAYER "I,
STUCCO WRAP
CUT 'X" INTO
SELF -ADHERING
MEMBRANE FLASHING
APPLY SELF -ADHERING
MEMBRANE FLASHING
OVER BOX AND OVER
APPROVED WRB LAYER
"1
APPLY 60 MIN -
GRADE "D' FELT
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
In
6T E F 1*2
5T E fi
WRB LAYER 01,
STUCCO WRAP
SELF -ADHERING
MEMBRANE FLASHING
WRE3 LAYER 02, FORTIF1 ER
5UILDING PAPER
ELASTOMERIC
COATING OVER
STUCCO/ G.V. FINISH
(SEE TYPICAL WALL
SECTION)
METAL LATH
5T E F # 5T E F *1(cp
ELECTRICAL RECEPTACLE Reviewed for cods
Compliance
L-9 Universal Engineerirq
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
0
U
0
0.
w
r7
Q
F
A
SLTBDIV. LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP C
ARCHrrECT-.
STATE OF FLORIDA
PIAY 2 1 232'3
4EL C. ANDEI
AR NO 17305
rscaaa-a- 052020
DATE: / /
SCALE: 1/4"=1'-0"
DRAINAGE i=LANE (WRS
LATER #1, STUCCO UJR,41=)
UJR5 LXrER #2 (FORTIFIBER — - — - — - — —
BUILDING PAPER)
METAL LATa—I x x x x
STUCCO :... a..:..: ;
WOOD SHEATH INC:
OR 1/1ro' ZIP SHEATHING SYSTEM
( INSTALLED PER MANLIF- SPECS.)
SELF—ADHESIVE FLASHING — — — — —
2 1/2"
-- ---4-
14B1CORNER BEAD
CORNER BEAD
(FASTENER 4 SPACING a I" O.C.)
Cl" IU
V THICK, 3 COAT CEMENT
PLASTER APPLIED
DIRECTLY` TO MASONRY
0D BLOC]K
A
geviewed for CAde
GomPilance
Universal Englneenn9
sconoss
2194 HWY A1A,
SUITE
SUITJ301
INDIAN HARBOUR BE
FLORIDA 32937
PH: 321-802-359
www.abdesigngroup
AA #: 00013325
W
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U
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A
F
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ti
SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT*
04321.200 075R1
MODEL:
4EAB
"1672—ARIA"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP C
ARCHrrECT.
STATE OF FLORIDA
IMAY 2 1 2029
m
ICHAEL C. ANDERSON AR NO 17305
PRINT 20 20
DATE- 05 % %
SCALE: 1/4" fn =1'-0
SFIEET
2x6 SUB -BAND
W/1 "x4" NOTCH Q
END, WRAPPED
PEEL 4 STICK
DRIP EDGE
1/5" TEXTURED
FINISH -s WOOD
1/2" TEXTURED
FINISH a CMU
IN
�t
1t
It
It
I t
I t
I t
I t
/ t
/ t
METAL FASCIA i
WRAP Ya" FROM t
STUCCO, V FROM tt
WOOD WALL t
EXTERIOR WALL t
t
(FRAME OR CMU) t
�\ NOTE: NOTCH FOR 2X6
SUB BAND ONLY
( )ELEVATION
AN A
METAL FASCIA WRAP
2X6 SUB BAND
nt
1/5' TEXTURED
FINISH a WOOD,
1/2' TEXTURED
FINISH ® CMU
METAL LATH
J11 OWRODUSHEATHING
L:! WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
'� WRS LAYER 02, FORTIFISER
5UILDING PAPER
(FRAME ONLY)
ROOF KIGK OUT REMOVED
tt FOR CLARITY
TROOF DECK (BEYOND)
t DRIP EDGE, 1" OFF WALL
NOT INTO STUCCO)
�-1/5" TEXTURED FINISH w
/ WOOD, 1/2" TEXTURED
i
FINISH 6 CMU
2x& SUB -BAND W/1"x4" NOTCH Q
END, WRAPPED IN PEEL 4 STICK
METAL FASCIA WRAP 1" OFF
WOOD WALL. SUB BAND 2"
OFF WOOD WALL
ROOFING CEMENT
DRIP EDGE
METAL KICK OUT
NOTE:
IF ZIP SHEATHING SYSTEM IS INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PROCEDURES
PRE-ENG'D TRUSS TO BE CUT 6
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4 "x4' - ®"
SCABBED TO TRUSS
W/12d NAILS (o"-a"
O.G. MAX.
2x SUS -SAND W/ly"x4"
NOTCH 6 END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL 0) WALL
SUB BAND DETAIL CP WALL
W/KIC K- OUT
FRAME OR CMU
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY, FOR WALL OFF -
BET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -SAND
W/IYHx4" NOTCH a
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT -s
ROOfi EDGE
OMITTED FOR
CLARITY
FRAME OR CMU
WALL KICK -OUT FLASHING
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY, FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
W/%"x4" NOTCH -a
END, WRAPPED IN
PEEL 8 STICK
*ROOF GE1" LENT 6
ROOF EDGE
OMITTED FOR "jgWedVC-Ode
GLARITY w Compliance
'e universal Engmeerinp
,Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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sxmDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
160 MPH EXP C
ARCHffECT
STATE OF FLORIDA
MAY270'"]
MICHAEL C. ANDERSON
AR NO 17305
rt LiN'l 2020
DATE: 05 / /
SCALE:
SHEET
L 1�
3'-10"
a
I I I Ell-
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12'-0"
9`4' �
10'_8"
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2'-8'
16'-0"
-,
2'-0"
4'14"
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2'-6"
81_611
3
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I
FOUNDAI
ION
LAN
SCALE: 1/4" = T_O
v
a0
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 ACCORDANCE WITH 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
WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT.
11.11111INDICATED #5 BAR, MINDICATES #6 BAR,■INDICATES #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 900
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, 6th EDITION
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W1.4xW1.4OVER
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
FM-12x18
12"
CONTINUOUS
181.
(2) #5's
FMC-1208
12"
CONTINUOUS
18"
(2) #5's
#5 IN CURB
VARIES
F-24x24
24"
24"
12"
(2) #5's
(2) #5's
(-)0"- "
FM-12x12
12"
CONTINUOUS
12"
(2) #5's
(-)O'-4"
TE-1
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PLAN
8"
(1) #5's
0-_0'-
6ECURE
STRAP TO
A/C SIMPSON W�
GONG. W/
UNIT ROLL STRAP
(2)-3 '
OR EQUAL
TAP--CONCON S
EACH CORNER
Op UNIT
GONG.
SECURE STRAP TO
SLAB
UNITS W/ (2) "SA 114
SHT MTL SCREWS
A/C
CONNECTION
TO
PAD DETAIL
Reviewed kw Code
Compliance
Universal Engineering
_. _. Sciences
CREEKSIDP
PHASE 2
I
LOT #75
PROJECT#
04321.200 07 , Rl
D fODEL.
4EAB
"1672- ARIA"
GARAGE SWING:
LEFT
PAGE:
FOUNDATIMN
PLAN
160 MPH EXP
ARCHffECT T K
STATE OF FLORIDA
I I
MAY 2 7 2929.
MICHAEL C. ANDERSON,';
AR NO 17305
�=L
PRINT DATE: 20 20 '
SCALE: 1/4"=1'-0"
SHEETC
a, S 1
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
ayL SPACING REQUIREMENTS
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EXT. PORCH SLAB d °
EX . P ISOLATION ° e 4" CHAMFER (1-STORY)
VV/6"CHAMFER (2-STORY)
JOINT (WHERE j
APPLICABLE) Z SEE SCHEDULE
FOR WxD, BAR SIZE
CNI AND BAR QUANTITY
BAR SIZE
48 BAR DIA.
#3
181.
#4
24"
#5
30"
#6
36"
#7
42"
, EXTERI.OR MONO -FOOTING'
BOLLARD
LAP NP PLATE A MIN. OF48"
AND NN W/ 16d COMMON
NAILS, 2-NQWS, 4" O/C BTM.
LAP TO OC(NJR OVER STUD
2x4 OR 2x6 WOO EARING —
WALL W/ SYP No 2 llDS SEE
PLANS FOR SPACING, SING
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLAT
SCALE: 3/4"=1'-0"
2" CAPPED
GALVANIZED PIPE
W/FLANGE @ BASE
0
cn SECURE FLANGE TO
SLAB W/(4) 1/4" X2 1/4"
TAPCONS
SCALE: 3/4"=1'-0"
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCK G
RE B . PLATE TO
LA ! d MASONRY NAIL
TAGGERED.
IONAL METAL
NECTORS NOT
QUIRED WHEN NO
UPLIFT IS PRESENT.
-SEE SLAB SCHEDULE
X SEE SCHEDULE
FOR WxD, BAR SIZE
D BAR QUANTITY
INT IOR FOUNDATION OD WALL
9 SCALE: 3!4'=1'-0" (N O L I FT)
z
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Q a I
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°
EXT. PORCH SLAB
Ila
4" CHAMFER (1-STORY)
W/ 1/2" ISOLATION'
°
6" CHAMFER (2-STORY)
JOINT (WHERE
SEE SCHEDULE
APPLICABLE) z_ _
Q'
FOR WxD, BAR SIZE
AND BAR QUANTITY
N
MONO -FOOTING
(DEXT�EIQR
GARAGE
SCALE: 3/4"=1'-0"
W
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NEW REINF. BAR
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<
USE AND
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PREPARATION OF
C0 v
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Z
W
J
Q-
Q�
4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
ADDING BAR
TO
MONOLITHIC
FOUNDATION
SCAL
: 3/4"=1-0"
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
° SEE SLAB SCHEDULE
Z
"ISOLATED COLUMN PAD
co "• CENTERED UNDER WALL AND
\'II
r POURED MONOLITHICALLY WITH
_ ---- FOUNDATION AND SLAB
d SEE SCH ULE
NV FOR WxD, BA SIZE
AND BAR QUAN TY
7 MB NED EXTERIO MONO-
OOTING AND COL. P
SCA :3/4"=1'-0"
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30"
MIN. EACH WAY
MONOLITHIC FOOTING
° b p O P PV"
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CORNER BARS, SAME SIZE AS BAR
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9 ^I. IN FOUNDATION WITH 30" LEG EACH
$ ? WAY AT ALL CHANGES IN DIRECTIONS
.s - !°I SO THAT THE STEEL REINF. IS CONTINUOUS
pl MATCH AMOUNT OF CONTINUOUS BARS
ILLwWwwEm
CONTINUOUS STEEL MONOLITHIC
FOOTING REINFORCEMENT SEE SCHEDULE
NSITIONS ARE MADE FROM FOUNDATIONS HAVING
DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO
MONOLITHIC FOUNDATION
3 CORNER BARS DETAIL
SCALE: 3/4"=1'-0"
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 D BEARING 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 5-1/2" EMBED. MIN, @ 16" OC
SIMPSON SPH4 OR SPH6 AX
BTM AND TOP PLATE
ANCHORS Wl10d x 1 1/2"
COMMON NAILS FILL ALL
HOLES, DO NOT USE 10d W_
x 3" Ilk 10� rSEE SLAB SCHEDULE
T TOP OF SLAB � . e:• g , n.
e ,• < ° •a
EQ. EQ. SEE SCH ULE
FOR WxD, BA IZE
AND BAR QUANT
INTERIOR CURB FOUNDATION WOOD WA
SCALE. 3/4"=1'-0" (W/ U P L I
POURED LINTEL CONT. (TYP.)
8" CMU FILLED CELL (TYP.)
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
BLOCK WALL CONNECTION
SCALE: 3/4"=1'-0"
RECESS AROUND GARAGE
DOOR OPENING
SCALE: 3/4"=1'-0
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
FOR
NRY
SET
EV
NAILS, 2-ROWS, 4" O/C BTM. I
I — VERIFY HEIGHT
LAP TO OCCUR OVER STUD
0 WALL WI PLAN
2x4 OR 2x6 WOOD BEARING
PROVIDE BLOCKING
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
SECURE BT. PLATE TO
0' 01.
TOP OF SLAB
SLAB W/10d MASONRY
NAIL 16" O/C STAGGERED.
ADDITIONAL METAL
CONNECTORS NOT
REQUIRED WHEN NO
UPLIFT IS PRESENT.
WU-1��
SEE SLAB SCHEDULE
tY
Q
\' ..4. o
d. '
0 4 °
EQ. EQ. SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR CURB FOUNDATION WOOD WALL
SCALE: 3/4"=1'-0" (NO UPLIFT)
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-359
tnn;vw. abdesigngrola p.Com
AA #: 0003325
ARCHfTECT
STATE OF FLORIDA
� /) /V 11 /i `.I
n�•r
MAY 2 7 211
,-IICHAEL C. ANDERSOI
AR NO 17305
`PRINT 05 20 20
RevCewed� SATE:
Universal Compliance
k a ISCAT : 1 /4"= V — 0"
scm,c { r'
FiEET
S t e 1 A
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23'-10"
t6'-10"
10 6
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17'-0"
DOWEL PLAN
SCALE: 1/4" = V-0"
1'-10"
8'-10"
A
rm
v
4 H WY A1A, SUITE 301
IAN HARBOUR BEACH,
FLORIDA 32937 j
PH: 321-802-3591
wabdesigngroup.com li'
AA # 0003325
A U DIV. 8e LOM
CREEKSIDIE
PHASE 21
LOT #75
Ea
PROJECT#
04321.200 075R1a
MODEL
4E AB
"1672—ARIA"
GARAGE SWING:
LEFT:
PAGE: I'
DOWEL
PLAN
a,
160 MPH EXP C
ARCHITECT:
STATE OF FLORIDA
PRINT 05 20 20
DATE- / /
Reviewed for Code SCALE: 1/40
1-11-01'
Compliance..n.
Lid scminow I f S 1 2'
Universal Enginwrft SHEET
M3
Z_ W
O
O
h
TIE VERTICAL REBAR
TO HORIZONTAL
REBAR W/ 10" HOOK
-GROUTED BOND BEAM
°-
°
li'
a °-
a °
° �A
HORIZONTALNERTICAL
REINFORCING
SCALE: 3/4"=V-0"
z
Q a-
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O c
0
co
EXT. PORCH SLAB)
W/ 1/2" ISOLATION
JOINT (WHERE
APPLICABLE) Z
6" PVC CHASE
THRU FOOTING
VARIES PER ELEV,
CLEAN OUT REQUIRED
FOR INSPECTION
OIL 0'-0" FIN. FLR
TIE VERTICAL 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
as ° SEE SLAB SCHEDULE
4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
= f
a MATCH STEEL
REINFORCEMENT
PER SCHEDULE
�SEESCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
TOP OF SLAB
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
PVC CHASE
4 THRU FOOTING
SCALE: 3/4"=1'-0"
REINFORCEMENT
PER SCHEDULE
NG
#5 BARS
ZICMU UNIT DIMENSIONS
ARE NOMINAL SIZES
MASONRY SYMBOLS
3 SCALE:3/4"=V-0"
geviewed for cods
Compliance
Universal Engineemq
s
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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W
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W
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0.
V
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SUBDYV. & LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
ARCHFECT
STATE OF FLORIDA
MAY 2 7 2323
\EL C. ANDEI
AR NO 17305
PRINT DATE: 05 20 20
SCALE: 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, FILLALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
Ij 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")
S. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL,
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" " x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
1Z ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE,
HEADS SCHEDULE
MARK !,
SIZE &
DESCRIPTION
REMARK
O
(2) 2X8
BEAM SCHEDULE
ZNRZM INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F E S. =FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
fc
(psi)
(P )
SIZE
WxH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
"CAST-CRETE" SAFE LOAD TABLES
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
SAFE LATERAL
8" PRECAST & PRESTRESSED
LOADS
IFOR
U-LINTELS
SA E UPLIFT LOADS
FOR 8"
PRECAST
& PRESTRESSED
U-LINTELS
*1aT-10119nrr
SAFE
LOAD
POUNDS
PER
LINEAR
FOOT
Cj��
SAFE
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
sue
eF1Fm
VIM
VIM
W,2M
BF2448
KGB
VSM
TYPE
LENGTH
8ll8
8F8
RCMU
�. TYPE
LENGTH
�-+T
V12-IT
WIS-1T
SF204T
W24-IT
aE'I6IT
evaatt
willn
Isms
OF164B
eFs04B
6FM-4B
WA49
W32-10
aFazr
V12-21'
aFIW
V211-U
aF24aT
&wA-2T
V3M
8'4• (427 PRECAST
7291
3000
9719
am
am
aoa4..
mm
10061
TO (42' PRECAST
1025
1024
1
TO (42' PRECASTIaee
1699
28M
eq4
4304
aM
0132
70M
SOa9
490E
0113
7547
M74
103B4
11809
28M
3624
4304
5M
0132
70M
40 (48r) PRECAST
198E
2M1
27sl
3a20
4890
am
70M
0107
4'-W (48) PRECAST
765
M1309
W0 (487 SST
1989
2806
30M
3816
46M
am
am
2a�
4a0e
M1a
7547
89r4
10884
11809
1989
2M5
SeeO
sMa
4a70
easy
a079
4,4, (�' PRECAST
1599
IM
2110
201
S7a9
JIM
am
am
4$' (54') PRECAST
5Q2
591
1078
1!,( 7PRECAST
1207
2040
27W
a875
4043
4711
a879
21M
4M6113
7547 w
66r2
10284
11809
1207
2DI0
2707
3375
4048
47,1
Will
F-C (847 PRECAST
1217
,aw
14M
7988
25M
3123
am
4249
U-40 (64-) PRECAST
411
411
746
Ste• (841 PRECAST
1016
ITI
22M
M
3111111111
SM1
46n
tees
s9eo
asM
T647ss
7842rys
e7ssa,1
1Mz$nq
Isle
Ina
2278
288B
8899
211111111
4622
5'-10` l PRECAST
1082
1105
1173
1a81
2090
2549
8009
3470
8-10• (70•) PRECAST
840
3�
818
5-10' (70') PRECAST
go16tt7n6
26w
3101
9820
41380
1451
sets
4WD
71all
8036M
71Mpq
a928pg
16a7
2m0
208
310?
2e20
4133
84' Mn PRECAST
80S
Ins
2177
34W
3031
3707
4388
SHI
8'4' (787 PRECAST
5V
721
490
6'4• (7n ` PRECAST
am
1407a
IM%o
2a2B
2'►e4w
8ffi1pq
a71z1,e
lzae
z1n
34e0
Mal
am
10391w
am5„4
an
1407
leas
2928
27flo
anal
3712
T4• (90') PRECAST
748
1M7
1729
2882
220E
2M
$191
eee6
T4' (90') PRECAST
424
534
888
T4' Min PRECAST
727
1
ie9lpe
Mile
242T
arts
tmt
1720
seal
seas
aBB1
84e7,q
a%sem
721
1284
104
zozs
240
zs't,
322e
9■P (112') PRECAST
S54
no
11w
1a26
21111,11
34M
2918
E902
94' (112') PRECAST
WS
512
230
VI (112') PRECAST
691
70B
III
1474pq
181
216T
2600
712
,24E
INS
2ee4
3M
4705m
amm
6M
a82
1318
1843
I=
X04
2"9
104• ( 1 PRECAST
476
686
880
1247
2M2777
2103
2M6
70$, (12r) PRECAST
284
401
180
10'4• (128' PRECAST
690
676
Ma
11M�
1461m
1788m
Mile
Ma
10M
1W8
22M2M3943w
47Me6
no
aM
1180w
1472 Oq
IMM
2M
2346
1114` (188') PRECAST
882
M2
as
I=
1MB
24n
S727
408e
11"1 (186' PRECAST
200
452
164
11'�4• (13" PRECAST
474
M1
ow
1087#q
127
151
170
an
M6
18a8
1B16
2128
9727
40M
404
am
1042M@
1372ee
1943
1915M
21U w
Mr (144� PRECAST
887
6w
M1254
1BM
2193
2aM
3562
17-0• (144' PRECAST
244
402
187
17-0•
(1441 PRECAST
470
4M
724
M pq
11
1
15M
640
878
1254
1aM
2198
2906
Sees
470
660
9110m
1312tial
1610y
,8181n)
297E
IT -I (180•) PRECAST
296
471
7M
107a
1429
1888
2810
2M
IT-47 (18n PRECAST
217
324
110
13W (16n PRECAST
419
811
a07
7M
954
11
1325
47,
7M
Iola
1428
,ese
2318
2aM
42B
4eDw
780 w
11Wpe
141e"
Ieeaw
t897ep
14'-0• (186� PRECAST
279
424
708
1002
I=
1007
2127
200
14'-0• (ion PRECAST
2D6
299
100
14'-0' 188�' PRECAST
394
3M
MO
724
an
1
1220
412
708
1002
1828
1W7
2127
2890
410
425
717 w
1088
1
1
18D7
14'4• (17n PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
III (17W) PRESTRESSED
N.R.284
91
111 '(17W) PRESTRESSED
239
aM
NO OR
art
=
M1131
4M
783
ISM
1002
ZH5
2517
2112
240
305
88a a
980 oe
1
151
1734
15 4' (164� PRESTRESSED
N.R.1ST'
NR
NR
NR
NR
NR
NR
NR
� (184') PRE8TRESSm
N.R.2�
0
15 4` (184� PRESTRESSED
284
319
4M
82r
7W
oil
1
412
710
1ffi0
1789
20M
28'!0
2MB
280
8M
618
90B w1
i240=1
1400mi
16Mpq
1T-4` (208") PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
I'PI PRESTRESSED
N.R.194
84
111" 1 PRESTRESSED
191
213
405p4
a2Ian
63B
M
878
80D
am
M
M
Ion
1B4B
2017
192
806
608 w
740 ryq
110061111111
1271
1478
IV4• (282') PRESTRiMED
N.R.
NR
NR
NR
NR
NR
NR
NR
1V4 • PRESTRESSED
(�) PRESTRESSED
N.
148
52
19'4 (282')
1e2
22B oa
M9 om
447 ra,
617
8A
747 pq
2M
420
7e0
1087
I=
Isla
1710
1ae
28a
429
On tra
11141
1
12Lr
21'4` (2667 PRESTRESS®
N.R.
NR
NR
NR
NR
NR
NR
NR
21,4. Rom') PRESTRESSED
N.R
125
41'
- (� PRESIRESBED
Z7 4
142
2D4
WIF ec
399 ae
4M
M
aM a4
100
340
5B8
Ma
1114
1350
148E
142
zas
373
ear CM
rn
a05
1048
22"W (�7 PRESTRESS®
N.R
NR
NR
NR
NR
NR
NR
NR
�� ' PREAMIESSED
N.R.
118
40
2T-0' ( 7 PRESTRESSED
137
107 M
295 as
379
400
5NI ae
880
165
916
5M
70
1047
1205
1999
187
2P8
aM
a18
8M
BOB
999 ee
24-0• (288`) PRESTRCt48®
N.R.
NR
NFt
NR
Nit
NR
2VI (2 n PRESTRESSED
N.R.
01
—184
88
24-0• (A) PRESTRESSED
179 M
287 pp
M2
4101e1
40 Re
bar
�0
45D
aM
aa/
109R
1222
184
202
310 Oil
4M tW
8Xqgj
7670*
are
(#) THE NUMBERS IN PARENTHESIS
REDUCTIONS FOR GRADE
40 FIELD
ARE
ADDED
PERCENT
REBAR.
(#) THE
REDUCTIONS
NUMBERS
IN
FOR GRADE
PARENTHESIS
40
ARE
FIELD ADDED
PERCENT
REBAR.
-ALL VALUES TAKEN FROM •SAFE LOAD TAB" BY CASTCREIE MAY 2015 EDITION PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS PROVIDE MINIM JMrOF BEARING', PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONT OL.NOTICE :OF ACCEPTANCE F.E.C.P CORPORATION-CASTE-CRETE
DIVISION ACCE TANCE # 16-0126 03
1
1 8F16-1T/0M/0B 8F16-1T/0M/0B 8F16-1T/OM/0B o91
l
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1
1
1
1
ml
1
1
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1
1
L1
1
1
1
1
1
LINO, PROVIDE BB1 WHERE
ROOF TRUSSES BEAR, TOP
1
1 OF WALL EL. 8'-8", LINO.
1
1
1
1
1
1
-
1
1
1
1
1
L — — — — — ♦♦„
1
1
0
1
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1
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1
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1
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1
1
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1
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aa— — — — Ij
rrrrrrrrr,c
4ii� rrrrr rrrr rrrrrrrrrrrrrr�rrrrr�rrrrr�rrr .'
LIFT BEAM PLAN
SCALE: 1/4" = T-0"
Reviewed for Cod;.
Compliance
Universal E ngi new
ED Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 3293-1
PH: 321-802-35¢1
www.abdesigngroup.com
AA #: 000332E
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SUBDIV 8e X,O'T:
CREEKSII)E
01
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING C{
LEFT
PAGE:
LIFT BEAM
PLAN AND
NOTES
160 MPH EXP ,' {
ARCHITECT.
STATE OF FLORID,
,
MAY 2 1 2020'
ICHAEL C. ANDERSOM'l=
AR NO 17305
PRINT DATE: 05/ 20/ 20
SCALE: 1/4 1 —0"
pi
SHEET
S 2 f
1`
NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8" -o 1#5
1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. Ii
PLACE STEEL 3. HEIGHT.
MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING
OF REINFORCING (1-2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
\A AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5
TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8"xl6" co
�P\ 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM
COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED- THE STEEL
#5 CORNER BAR W,' 30" LAP FOR EACH / #5
COURSE OF BOND BEAM REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE
TOP OF THE LINTEL. 8"
6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
VERTICAL REBAR W/10" HOOK �g� �Fi� _.
8x16 DBL. BOND -- TOP OF
BEAM W/ (1)#5 BAR = BOND BEAM
EACH COURSE
• \�G ZLALr-
8x8 BOND BEAM TOP OF
• Oe�� W/ (1) #5 BARI
BOND BEAM
F = FILLED W/ GROUT
30" TYPICAL I .�V\p U = UNFILLED GROUT SOLID FROM TOP
NOMINAL LINTEL TO TOP OF BONDOF OPENING
WIDTH # OF #5'S, IN 2ND BOND BEAM, IF FILLED LINTEL.
#5 BAR IN BOND BEAM BEAM COURSE SEE NOTE 5 --
A\� p 16-1 T/ 1 M /0 B 8x8 PRE -CAST CONCRETPQRp �NOMINAL LENGTH OLINTEL W/ F BAR = WI(DTH MASONRY
HEIGHT # OF #5'S, TOPCORNER OPENING-2"BEAM DESIGNATION
IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR 2THAT XFXX - 1T/1M/DB INDICATES A DOUBLE BOND BEAM #OF#5'S, BOTTOM 8x8 PRE -CAST CONCRETSCALE 3/4"=1'-0"
AND XFXX - 1T/0Mi0B INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL W/O STEEL (L1) RIT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONSTOP
AND XUXX - 1T./IM/08 INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED
OF OPENING
LINTEL
AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL
PRECAST HEADER(MIN)
DBL. BOND BEAM
AT HIGHER ELEVATION TA (MIN 2 X 3) PCON OR DRIVEIVE PIN (MIN
SHANK SIZE.145 MIN HEAD
DBL. BOND BEAM SIZE .300 MIN EMBEDMENT 1
AT LOWER ELEVATION WINDOW 1/4") 8" FROM EACH END AND
18" O.C. MAX. MIN 1-1/4"
#5 BAR BENT EMBEDMENT
AS SHOWN
2x6APCON
OR (MIN 2 X 3) MIN S ANK
.a 3 1kl" OR DRIVE PIN (MIN SHANK
PRE -CAST SIZE.145 MIN HEAD SIZE .300
d N
WINDOW z 'e MIN EMBEDMENT 11/4")8"
SILL z FROM EACH END AND 18"
v
SLOPE O.C. MAX. MIN 1-1/4"
o � EMBEDMENT
_ M
2x8 (MIN 2 X 3) 2-3/16
OPEN FACE SHELL SO TAPCON OR DRIVE PIN (MIN
AS TO ALLOW BENT SHANK SIZE.145 MIN HEAD
BAR TO BE PLACED IN SIZE .300 MIN EMBEDMENT 1
2X4 SOLID BLOCKING
UPPER AND LOWER 1/4") 8" FROM EACH END AND SECURE TO SHEATHING W/
#5 MIN. REQUIRED IN
BOND BEAM O.C. MAX. MIN 1-1/4"
MIN. 2-12d PER BLK EA- END
EACH CELL HOOKED IN EMBEDMENT
TOP BOND BEAM W/
STANDARD ACI HOOK /7/16" OSB SHEATHING
CORNER BARS TYPICAL MASONRY WINDOW CMUWALL
3 AT CORNER STEP SILL CONSTRUCTION ARCHWAY FRAMING DETAIL
SCALE: 3/4"=V-0"
PROVIDE 3" DIA. HOLE IN
LINTEL SO THAT VERT.
REINS BAR CONTINUES
THROUGH LINTEL
.>
SINGLE #5 CORNER
AI
BAR. 30x30 TURNED UP
S I OR TURNED DOWN INTO STEEL REINF. OF
FILLED CELL BOND. BEAM
II I U
II II
8x8 CMU PIER
LLLIII PROVIDE #5
W/ SINGLE OR DOUBLE REINF BAR(S), AT EACH SIDE
SEE PLAN. STEEL REINF- OF
OF ELEVATION
ENSURE THAT PIER GROUTS BENEATH
BOND. BEAM CHANGE
LINTEL
CHANGE IN
ELEVATION OF BOND BEAM
7 SCALE 3/4"=l'-0"
.. Reviewed for Code
Univer
SINGLE LINTEL, MULTIPLE OPENINGS �me
sal Er:naenng
6 SCALE: 3/4"=V-0"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a b d es i g n g ro u p. c o m
AA #: 0003325
F
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SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #75
PROJECT#
04321.200 075R1
MODEL:
4EAB
"1672—ARIA"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
ARCHITECT-
STATE OF FLORIDA
MAY 2 7 2320
►EL C. ANDE
AR NO T7305
rZF.L91 L 20
DATE- 05 20 / /
:KALE: 1 /4"=1' - Or,
SHEET
S2. IA a
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 CASTCRETE
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").
S. 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 FINALTRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8 LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
13. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING TRUSSES w/2X4 GIRDER/TRUSS TRUSSES w/2X4
SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC BOTTOM CHORD W12X6 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 BRACING/BOTTOM TRUSS BOTTOM CHOR BRACING/BOTTOM
THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. CHORD BRACING &WIMIN (4) 10d NAILS CHORD BRACING
END JACK
RE APPLICABI
a
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS / UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2 6 BTM. CHORD (MIN.)
2. COORDINATE AN TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAIN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
TRUSSE
CHORD OTTO ? I BOTTOMS CHORD
2x4 SCAB NAI ED TO
TRUSS BOTT M
CHORD W/MIN (4):1Od
NALLSFOR E4 H'..
CHORD CONNECTION
DIAGONAL
BRACING/BOTTOM
CHORD BRACING
BOTT04 CHORD BRACING @ END
FOR EACH CHORD
CONNECTION
/� DISSIMILAR BOTTOb CHORD BRACING @ MID RUN
CONNECTOR SCHEDULE
CONTROL 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) 16d 2-PLY, EMBED 4"
(8) 10d
x 11/1. 1-PLY; (6)16d 24TY, EMBED 4'
(2) HTA 16-13
2430
I2) META-16
1985
(12)10d x 11/2 1-PLY, EMBED 4"
(1U)10
1 x 1.1/2 1-PLY, EMBED 4"
HTA 16
1870
HETA-16
1810
(10) 10d X 11/2,(9) 16d 2-PLY, EMBED 4"
(9)10d
xll/2 1PLY,(8) 16d2PLY, EMBED 4'
HTA 20
1870
HETA-20
1810
(10110d x 11/2",(8),IEd 24TY, EMBED 4'
(9)10d
x 11/ 11-PLY, (8)16d2 PLY, EMBED 4"
}
(z)HTA-20
2430
(2)HETA-20
2035
(12) 10d x 11/2 1-PLY, EMBED 4'
(10)10
x 7/2 1-PLY, EMBED 4
2500
(10)16d 2-PLY, EMBED 4" `
(12)16
2-PLY,EMBED4
a
1U6T-2
1615
LGT-2
1111
BLK IS) 1/4"k 3 Wedge-80I1+Anc1011, WOOD (15) 10d
(7) 1/
"x 21/4 TITEN, WOOD (16116d
LUGT-3
3380
LGT3-SDS2.5
3480
CONC(4)3/8 XS Wedge -Bolt+ Anchors, WOOD 112) WS25
(12) SD;
1/4"x3 TO GIRDER (413/8 x5 TITEN. HD TO WALL
DHTA-20
2430
DUAL 20
24M
(16) - SOd x 11/2, 1 PlY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE
(18) -1
d x 11/2,1 PLYALTERNA MUSE OF (2) HETA 20 ACCEPTABLE
MUGT15+
3945
MGT+
3965
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED),(22) 10d TO WOOD) .,
(1) 5/8'
A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), 122) 10d TO WOOD
HUGT2+
9575
HGT-2+
10690
WOOD (8) 10d, MASONRY (2) 3/4" AIM
(2)3/4':A.T.R.
IN HIGH STRENGTH EPDXY (MIN. 12". EMBED), (16) 10d TO WOOD
HUGT3+
9860
HGT-3+
10690
WOOD (8) 10d, MASONRY (2) 3/4" A.T.R
(2) 3/4'
A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EM BED), (16) IW TO WOOD
LPTA
1510 PARALLEL TO WALL
1470 PERPENDICULAR TO WALL
LTA2
1210 PARALLEL
1210 PERPENDICULAR
WALL'
TO WALL
TO
(10)10dx 11/2
(10) 10
1 x 1-1/2
MUGTIS
3945
VGT
4440
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12"EMBED),(4)10dFOP/(5)10d FACE/(12) lOd BACK OF TRUSS
(1)5/8'A.T.R.
IN HIGH STRENGTH EFOXY (MIN. 12" EMBED), (16) SDS 1/4"x3"
HUGT
9575
(2)VGT
7185
(2) 5/8" A.T.R.IN HIGH STRENGTH EPDXY (MIN, 12' EMBED), (9) 10d
(2)5/8'
A,T,R. I N HIGH STRENGTH EPDXY (MIN. 12 EMBED),(32) SDS 1/4"x3" -
MTW 12
965
MTS-12
990
(14) 10d x11/2 , (141 10d i
(14)10.
X1112
HTW 16
1355
HTS-16
1310
(16) 10d X 11/2', (16)10d
(16)10.
711/2'
HTW 20
1355
HTS-20
1310
124)10d X 11/2", (20)10d
(24)10,
X 11/2
HTW 24
1355
HTS-24
1310
(24)10d X 11/2", (20)10d
(24) ld
1 x 11/2
LSTA 12++
930
LSTA-12++
925
(10) lOd .
(10)10,
LSTA 18++
1235
LSTA-18++
1235
(14) 10d
(14) 10
-
MSTA-18
1310
MSTA-18++
1315
(14) 10d
(14) 10
'
MSTA-24++
1640
MSTA-24++
1640
(IS) IOd
(18)10,
yx
LVCs1!
MSTA-30«
2065
MSTA-30++
2050
(22)10d
(22110
MSTA-36 ++
2065
MSTA-36++
2050
(26)10d
To
I
KS11216
276S
M5TI-36
3800
(36)10d X 11/2
(36) 10
X 11/2
KTS1248
5105
M91-48
5070
(48)10d X 11/2"
(48) 10
X1112'
LFTA6
980
H6
1055
(16) Rd x 11/2", (16) Ed)
(B)6dT
PIATES, (S) 8d TO STUDS i
SPT4
875
SP4
825
(6) 10d TO STUDS (6)10d TO PLATE' -
(6) 10d
x 1112 TO STUDS'
MP34
5251N Fl @ 150%
A34
430
(4) 8d x 11/2' TO BEAM, (4) Ed x 11/2" TO POST
(4) 8d x
11/2" TO BEAM, (4) 8d x 11/21, TO POST
HHCP2
680 -
-
HCP2
590
(10) 10d x 11/2 TO TRUSS, (10)10d X 11/2" TO PLATE
(12) Lod
X 11/2
ftT16A
1020
H10A
1040
(9)10dx 11/2" TO TRUSS, (8) 10d X 11/2" TO PLATE
(18)10
Kll/2.
MUG115&PH24A
4175
VGT&HDU4
4940
(28)ICWTOTRUSS,(10) W53 WOOD SCREWSTO POST W/5/8"THREADED ROD
(16)-SO
1/4':'x3 TO WOOD,(1O)-SDS 1/4"x21/2"W/THREADED ROD, (2) NUTSONASHER/2.PLY
MUGT15&PHD4A
4175
VGT&HD7B
4940
(28)10d TO TRUSS,(10) WS3 WOOD SCREWS TO POST W/5/8"THREADED ROD
(16)SD
1/4"x31 TO WOOD, (8)-3/4" STUD BOLTS W/THREADED ROD, (2) NUTSAVASHER/2PLY
PAU44
2535
6775
ABU 44Z
23W
7750
(1)5/8"A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED) IN CONC., (12) 16d TU WOOD
(1)5/8"A.T.R.
IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED.) IN CONC., (12) 16d TO WOOD
PAU66
2455
16005.`
ABU 66Z
21W
18205
(1).5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC., 12U6d TO WOOD -
(1) 5/8"
A.T.R. IN HIGH STRENGTH EPDXY, I MIN. I" EMBED.) IN CONC,(12)16UTO WOOD
LTS19 +++
1205
LTT19 +++
1310
(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. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONIC., (S)SDd TU WOOD
LT520B+++
11D0
LTT20B+++
1500.
(1)3/4' 'A.T. A.T.R.R.IN HIGH STRENGTH EPDXY, MIN Z"EM EMBED) IN CONIC.; 10)i0dx 11
) /2 TO WOOD
(1)'1/2"A.T.R.
IN HIGH STRENGTH EPDXY, (MIN, Tf EMBED.) IN CONO,(1D)YOd TOWOOD
H745
4160
HTT4
4455
-
(1)5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN., EMBED) IN CONC.,(18) 16dX 2 y2'
(1)5/8'A.T.R.
IN HIGH STRENGTH EPDXY (MIN. 7" EMBEg11N CONIC,(26)16d X21/2"
HTT45
5005
HTT5
5090
(1)5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED) IN CONC.,(26) 16d X 21/2".
(1)5/8
A.T.R.. IN HIGH STRENGTH EPDXY IMIN. 7" EMBED,) IN CONC.,(26) 16dX 21/2"
UPHD11+
14395
H5DQ11-SDS2.
11810
(1) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. TO" EMBED) IN CONC., (24) WS3 WOOD SCREWS
(1)1. AT.R.
IN HIGH STRENGTH EPDXY, (MIN. 1W EMBED.) IN CONC., (24)SDS A' x 2R" WOOD SCREWS
PHD5A
6525
HD7B
6645
(1) 5/8" A.B, IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) WS3 WOOD SCREWS
(1) 7/8
A B IN HIGH STRENGTH EPDXY, (MIN. 7' :EMBED.) IN CONC., (3) 3/4" STUD BOLTSTO WOOD
TD%8
7870
(1)t7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN, 7" EMBED) IN CONIC. (3)7/8" STI ID BBLTSTB WOOD
NFM35 %12U
2580
7130
MBHA
3.56/1125
3475
5330
T N SSTHAN 4
DYNABOLTSLF EVE ANCHOR BED W TLES"EMBEDI FROM ED6E OF CONIC W/3/4" DIA ITW RAMSET,IREDHEAD
DYNA OLT SLT W MNCHOR RED W/
/ NSTAII ED IN FACE. (14)10d AT JOIST
(1)3/4
EPDXY,
A.T.B. IN HIGH STRENGTH EPDXY, jMIN.675" EMBEDMENT) INC.M.U. TOP, (1)3/4" A.T.R IN HIGH STRENGTH
MIN. 6,75"EMBEOMFNT)IN C.M.U. FACE, (16)10d TO BEAM
HU54121F
3615
2710(100%)
HUSC412
.WOOD)
3435
26351100%L(10)
16d TO H EAGER, (10) TO WOOD
( )
(10)16
TO HEADER, (10) 16d TO WE)OD
332S(125%)
3220 (12$%1
Fy�E
W
HD4101F (CMU.
195D
3080
HUC410
(CMU)
180D
45U0
(18)1/4 "' x 3' WS3 SCREWS, (10)10d TO
WOOD USP (2013/16 TAPPER+, (10)10d TO WOOD
(18) 114
x2 3/4 TITEN IS PER FLANGE) TO CMU, (10) 10d TO WOOD
HD210-21F CMU
( )
1950
3080
HUC210-2
(CMU)
1800
WO
z3' WS3 SCREWS, (10) 10d TO
WOOD.
WOOD.USP .(20)3/16:"" TAPPER., (10) 10d TO WOOD
(18)1
x 2-3/4" TITEN (9 PER FLAN 'GE) TO CMU,(10) 10dTO WOOD:
HD210-31F ([MU)
2795
5015
HUC210-3
(CMU)
1800
4500
(18)1/4"'x3' WS3 SCREWS, (10) 10d TO
WOOD USP (20)3/16 TAPPER+, (10) 10d TO WOOD
(18)1/
t x23/4 TITEN 9PER FLANGE) TO (SOT lOd TO WOOD:
:
LGUM26-2
2125
6065
LGUM26-2 SD,1
1430
5595
(4)3/8"X4"Wedge Bat+ Anchors WOOD (4) WS3 WOOD SCREWS :
(4)3/9
4TITEN'NO ANCHORS (2 PER FLANGE) TO CMU, (4) 1/4 X 2-1/2 SDS SCREWS TO WOOD
TO Lo
U U U
2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE
NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON
NAILS & SECURE TO BM. W/SIMPSON LTA2 USED TO
BRACE TOP OF WALL
W
c�
FRAMING PLAN
SCALE: 1/4" = V-0"
Lo m I
i
0 U
O
k O
O G?
co o
Of N/p��
0 @
LL
0
Z
Z U
O Q
m
o �
O
x
U
Reviewed for code
Compliance
Universal EnglneeriNi
91 Scionoss
'' CREEKSIDE
PHASE 2(
LOT #75
PROJECT#
04321.200 075R1
DISODEI.:
4EAB
"1672-ARIA"j
GARAGE SWING: +:
�i
LEFT
PAGE:
I,i
i
FRAMING
PLAN
ti I.
160 MPH EXP '
ARCHfTECT
STATE OF FLORID
V v �
MAY 2 7 2020
ICHAEL C. ANDERSOI
AR NO 17305
�rvn;
DATINE: 05/20/20
SCALE: 1/4"=1' -- 0 °
J
Nm
ENGINEERED WOOD TRUSSES— PLYWOOD SHEATHING, SEE
@ 24" O/C. SUBMIT SHOP 'ROOF/WALLIFLOOR
DRAWINGS FOR REVIEW SHEATHING
AND APPROVAL FASTENER SCHEDULE"
A-(l) SIMPSON HETA16 TRUSS ANCHOR WITH PLYWOOD SHEATHING. SEE (1) SIMPSON HETA16 1100 UPLIFT SIMPSON
2
(9) 10d x 1 -b'NAILS TO TRUSS 'ROOF/WALL/FLOOR
SIMPSON
TRUSS ANCHOR WITH NOTE, A PT SYP #2 2" x 4", HTSM20 W11 0 10d TO
B-(2) ON HETA16 TRUSS ANCHOR WITH
SHEATHING (9) 1 Od x 1 -21" NAILS TO 6", 8" x 4'-0" MAY BE ADDED TRUSS AND 1/4"
(12) 16d x 1 J" NAILS TO TRUSS FASTENER SCHEDULE" TITEN 2 ANCHORS TO
DBL STRAP, 1 EACH SIDE WRAPS UP AND GIRDER. PROVIDE 5" W/ 1 Od NAILS, 2 ROWS, 3"
OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE CONT POURED LINTEL
i ADDITIONAL PLY MAX. TO
C-(l) SIMPSON LGT2 GIRDER TIEDOWN WITH EMBEDMENT. USED IN
NOTE: APT SYP #22"x4", CONJUNCTION WITH ACCOMMODATE GIRDER # 1900 UPLIFT (2) SIMPSON
(16) 10d x3'NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED HEAVY UPLIFT TIEDOWN REQUIREMENTS. HTSM20 INSTALLED ON PRE-ENG TRUSSOPPOSITE FACES OF
(2) SIMPSON HETA16 TRUSS ANCHORS W/ 10d NAILS; 2 ROWS, 3" CONNECTOR
WITH (12) 16d x 3 2" NAILS TO GIRDER O/C TO FACILITATE ONE BLOCK WALL W110 10d TO
wl�
ADDITIONAL PLY MAX. TO
A-(l) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN TRUSS AND (4) 1/4" x 2 1/4
ACCOMMODATE TRUSS TITEN 2 ANCHORS TO
ANCHOR REQUIREMENTS. 8 CONTINUOUS BOND BEAM
1 x2. 2x WOOD FASCIA 1WITH (4) 1" x 5" TITEN HID TO CMU AND (12) SIDS CONT POURED LINTEL
SEE ARCHITECTURAL , x 2 -21" TO GIRDER
4
2x SECURED W/ (3)16d B _(j) SIMPSON FGTR GIRDER TIEDOWN WITH
GALV. COMMON NAILS. ENGINEERED WOOD
1x2 SECURED W/ 10d TRUSSES @ 24" O/C, 1 x2, 2x WOOD FASCIA (2) 21" x 5" TITEN HID TO CMU AND (18) SIDS 4'x
GALV. COMMON NAILS 3" TO GIRDER rf
SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH
"T
12" O/C FOR REVIEW 2k SECURED W/(3)16d
AND APPROVAL GALV. COMMON NAILS. (2)12" x YTITEN HD TO CMU AND (18) SDS 14" x 3"
lx2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN)
GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED
SEE SCHEDULE
MASONRY BOND BEAM i O/C SOLID, 8" EACH WAY OF BOLTS
SEE SCHEDULE
A ALLOWABLE UPLIFT U: 1810 LBS, L:770 LBS (1 PLY) ALLOWABLE UPLIFT 3285 LBS (2 OR 3 P LY) TITEN 2 ANCHORS MIN.
ij B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) 2" COVER & 2" APART
C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.)
I-j
REPAIR OF MULTIPLE
Y A TRUSS/ MISPLACED EMBEDDED TRUSS ANCHOR
PIC L USS'
CONNECTORS)
TYPICAL ROOF 3 SCALE: 3/4"=V-0"
A SSTYPICAL
G�IRD�ER NNECTO'R(S S(j) C2C GIRDER CONNECTOR(S) SCALE: 314"=V-0"
(2) 2X4 No.2 SYP DIAG 2x4 BLOCKING BETWEEN
BRACE W/ (3) 12d @ EA TRUSSES WHERE
T�
TRUSS (DIAG. BRACE
X-BRACING IS PRESENT AT uk
1 COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING 'fg
0--0" TO 30--0"(1) "X" BRACE SEAMS)
30'-1 " TO 60--0 (3) "X" BRACE — —SECURE 2x8 PT. PLATE
(1) W'BRACE @ CENTER TO BLK Wl 1/2" DIA.
(2) 'W'BRACE DIVIDED EQUALLY 74 ANCHOR BOLT Wl 2" al
6--0" MAX (W/lX4) FROM CENTER TO END. WASHER SET IN HI
OR 10'-0" MAX (W/2X4) 2x WOOD FASCIA, STRENGTH EPDXY 6'H
MIN. EMBED- AT 32" OC
SEE ARCHITECTURAL
MAX.
PRE-ENG GABLE TRUSS GABLE TO 2x8 r/ SECURE GAE I
1 x4 DIAGONAL P.T. PLATE Wl 12d's 8"
BTM. CHORD C. MAX
(APER
BRACING, SEE STIFFBACK
j TRUSSS ENG) �CONT. 2X4 SECURED W/
PLAN FOR LOCATION
(2) 1 TRUSS
Od's @ EACH
MAY NOT BE
:D >- REQUIRED TO BE INSTALLED @
iv F IL
101-01, O.C. MAX.
r7
BTM. CHORD OF ld
-T
WOOD ROOF TRUSSES
zz 7z�lz
SEE SCHEDULE FOR
BOND BEAM REQ.
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 END
DEPICTED SEE PLAN
10'-0" O/C MAXSECURED W/ (2) 1 Od
COMMON NAILS AT EACH CHORD
ECTION TYP. SCALE: 3/4"=V-0"
INTERS
gTM. CHORD BRACING T NO
PRE-ENG'D TRUSS
F USED
41
NOT USED '
—NOTCH DEPTH 114*D THE USE OF ALTERNATE MATERIALS MAY BE
USED SO LONG AS THEY CONFORM TO THE
HOLE EDGE >5/8"
FOLLOWING
HOLE DIAMETER
< 2/5*D SGL. STUD
1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
K-N
OUTER 113 OF SPAN ONLY A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
EQUIVALENT OR GREATER UPLIFT AND LATERAL (Fl 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, Fl, AND F2
FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
o
SUBJECT TO Fl AND F2 FORCES. k"
BTF 1. HOLE DIAMETER
PLATE < 3/5*D DBL. STUD
r,j
ALTERNATE MATERIALS
FWiCocle
STUD NOTCHING NOT USED coevmpmdlifor �e
9 Univer�l Engmeoring
AND BORING LIMITS SCWnC40
2194 HWY AIA, SUITE 301
INDIAN HARBOUR BEACH,
FLORID 32937
PH: 321-J02-3591
I n.
ng4
www.abdesi roup.com
AA #: 0003325
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CREEKSIDE
PHASE 2
LOT #75
04321.200/075R1
MODEL:
4EAB
"1672—ARIA"
1GARAGE SWING:
LEFT
]PAGE:
DETAILS
160 MPH EXP `1
ARCHrrECT-
STATE OF FLORIDA
MAY 2 7 -2020
,HAEL C. ANDEI
AR NO 17305
t-,.C%4zm a
]DATE: 05/20/20
SCALE: 1/4"=1'-0'l
SHEET
S3. A
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT
® PRE-ENG'D WOOD
SHEATHING SEAMS) (BLOCKING
TRUSS (TYP) @ 24" O.C.
NOT SHOWN FOR CLARITY)
MAX
2X4 DIAGONAL BTM CHORD
BRACING SEE PLAN FOR
FOR STRAPPING
LOCATION
VERIFY
•y*�...
W/ TRUSS PLAN
SECURE 2x6 PT. PLATE
TO BLK-
a
W/ 1/2" DIA. ANCHOR B
LT Wl2"
;
WASHER SET IN HIGH
,STRENGTH EPDXY 6" MI
EMBED. AT 32" OC MAX.
SECURE GABLE TO 2x8
.T.
E PLATE W/ 12d's 8" O.C. MAX
CONC.POURED
LINTEL COURSE
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"=l'-0"
c
RevComplance tw code .'
r
Unive«t_ n� `�
Sae
2194 HWY A1A, UITE 301
INDIAN HARBOU BEACH,
FLORIDA 32 37 a
PH: 321-802- 591
www.abdesigngr{iup.com it
000335;''
AA #: 2
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CREEKSIDE
PHASE 2
f.
LOT #75
t PROJECT#
r�
04321.200
0721
MODE4EAB
r'�I
"1672-ARIA"
{GARAGE SWING
u
LEFT
k
PAGE:
ri
T m
jt W pFTAT
Jp >.
I J
y
160 MPH E� ._
ARCH
'n=CT
STATE OF FLORIDA
EAY2Tr°
MICHAEL C. ANDERSO
AR NO 17305
Ig", PRINT DATE: 05/ 20 20
SCALE: 1/4 =V-0"
SHEET
Sae IB
(2) 2X4 No.2 SYP DIAG. —
BRACE W/ (3) 12d @ EA_
TRUSS (DIAG. BRACE TO
COVER 5 TRUSSES)
0'-0" TO 30'-0" (1) "X" BRACE
30'-l" TO 60'-0 (3) X' BRACE
(1) X' BRACE @ CENTER
(2) "X" BRACE DIVIDED EQUALLY
FROM CENTER TO END.
PLYWOOD SHEATHING. SEE —
"ROOF/WALL/FLOOR
SHEATHING
FASTENER SCHEDULE"
SEE TYP. TRUSS CONNECTOR
DETAIL FOR STRAPPING INFO_
lx2, 2x WOOD FASCIA
SEE ARCHITECTURAL
2x SECURED W/ (3) 16d
GALV. COMMON NAILS.
1x2 SECURED W/ 10d
GALV. COMMON NAILS
12" O/C
MASONRY BOND BEAM
SEE SCHEDULE i
2x SUB -BAND
PRE-ENG GABLE TRUSS —
STIFFBACK AT ALL
UPRIGHTS OVER 4'-10" HIGH
(AS PER TRUSS ENG)
- 2x6 OUTLOOKER @ 24" O.C_
SECURED W/ SIMPSON H10A
CONNECTION PER
TRUSS MFG.
ENGINEERED WOOD
TRUSSES @ 24" O/C.
SUBMIT SHOP DRAWINGS
FOR REVIEW CONT. 2x4 RAT RUN
AND APPROVAL SECURED W/ (2) 12d's @
EACH TRUSS
GABLE END PRE-ENG'D TRUSS
W/ HIP RETURN SCALE 3/4"=1'-0"
SIDE VIEW
2
VTCR SPACING (1) AT EA,
n ni n w-n r)
PRE-ENGINEER`Lj
VALLEY TRUSS CONNECTION
SCALE: N.T.S.
Reviewed for code
Compliance
Lu Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PROJECT*
04321.200 075R1
MODEL:
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"1672-ARIA"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
ARCHrrECT:
STATE OF FLORIDA
r,AY 2 7 2'A
EL C. ANDEI
AR NO 17305
DAZE 05/20/20
SCALE: 1 /4"=1' - 0"
SHEET
S3oIC
GAELE-END
HIP ROOF fixF
ROOF WIND DESIGN PRESSURES
NET (GROSS) ASCE 7-10
ZONE 1 = 23.79 PSF (33.79)
ZONE 2 = 39.48 PSF (49.48)
ZONE 3 = 67.16 PSF (77.16)
"A'= 4'-0" END ZONE DISTANCE
BASIC WIND SPEED: 160 MPH
WIND EXPOSURE: "C"
RISK CATAGORY: II
APPLICABLE INTERNAL
PRESSURE COEFFICIENT +- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END.
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
SHANK
8d
RING SHANK,
2 1/2"
0.120"
170,000
RING
SCREW SHANK
(16-20 RINGS
PER INCH)
8d
SCREW SHANK
2 1/2"
0.120"
PNEUMATIC
SCREW -NAILS
1. NAIL SIZE PER ASTM F1664
2. INTERNATIONAL STAPE, NAIL & TOOL
ASSOCIATION (ISANTA) ESR-1539
EXTERIOR SHEATHING
USE 1/2" CDX OR 7116" 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" D.C. AT INTERMEDIATE SUPPORTS
OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUR SPECS.) SEE DETAIL.
8d RING SHANK GUN NAILS @ 4" O.C.
TOP & BOTTOM EDGES
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SPACES AT EACH END.
RAFTER OR TRUSS —�
ROOF SHEATHING
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TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED
GENE
AL NOTES: ES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM 033 MAXIMUM AGGREGATE SIZE SHALL BE 314".
STRUCTLFZAL
DRAWINGS SHALL
I
BE USED INCONJUNCTION WITH JOB SPECIFICATIONS AND
WOOD:
ARCHITECTURAL,
MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE S%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ARCHITECTURAL
DRAWING FOR SLEEVES, 'DEPRESSIONS, AND OTHER DETAIL NOT SHOWN
ON STRUCTURAL
DRAWING . APPLICABLE BUILDING CODE STANDARDS: FBC-R2017, 5th EDITION
ALL EXPOSED EDGES OF CONCRETEARE TO BE CHAMFERED 34'..
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318-1
BUILDING CODE !REQUIREMENTS
CRIPPLERS SILLS ETC. SHALL BE SOUTHERN NO 2 OR BE-
TTER. ETTER. Fb- 1100 PSI AND A MODULUS OF
FOR STRUCTURAL
CONCRETE ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF `
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD-FOF
WED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
DRALNINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT, DISODIUM
-
ALL DETA
LS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
FORMWORK:
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
SHALL BE
CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT WHERE
A DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE. WITH ACI 3,47, -
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK,
CONTAINS MORE THAN 1/2" OF HEARTWOOD.
ALL DIMEIMONSAND
CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWING
3. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT.
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION.; SEE NAILING SCHEDULE ON PLANS.
TO THE ATTENTION
OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
.WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE
RK
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 THETYPEOF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
SYP #2
THE STRUCTURE
IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
IS COMPLETE.
IT IS THE CONTRACTOR'SRESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES
TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE MESH?
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING ERECTION.
THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
'
TEMPORARY
BRACING GUYS OR TIE -DOWNS.
WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI
WOOD TRUSSES:
TYPICAL DETAILS, MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES WIRE MESH FOR SLABS SHALL BE
THE CONTRACTOR
SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
SUPPORTED WITH 2" CHAIRS SPACED T-0" OC, EACH WAY.
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
REQUIREMENTS
AND SLAB -ON -GRADE THICKNESS TO HANDLECONSTRUCTION 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 S1,ALE
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 601N MASONRY DEFORMED BARS, FREE FROM OIL SCALE, AND RUST AND PLACED IN ACCORDANCE
DESIGN
LOADS:
W1 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 "TPIANfCA BCSi V
ROOF:
LIVE LOAD FLOOR: LIVE 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"
L
TRUSS MANUFACTURER WILL PROVIDECALCULATIONSADDITIONAL DEAD LOADS FOR THE ROOF
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
AND V LEY LOCATIONS
LOCATIONS. WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
R
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
(7 psf wl 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/GIRDERS TO. COLUMNS. AND. WALLS FOR APPROVAL.
STAIRS LIVE LOAD 40 psf
WIND:
DEAD LOAD SPEED -160MPH 3- SECOND GUST
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 LOA
S: 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: 30 sf BALCONIES EXTERIOR
P ( )
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,'GU AND HANDRAILS: COMPONENTS: SOO PASSENGER
WITHOUT THE APPROVAL OF THE ENGINEER.
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
VEHICLE GARAGES:
psf, PING R OFILL
N SLEEPING
50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
4GpBf
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 5301 ASCE 5/TMS 402 BUILDING CODE REQUIREMENTS FOR
( Q
SHOP DRAWINGS
WILL BE REVIEWED -
R V EWEU FOR GENERAL COMPLIANCEWITH THE DESIGNING INTENT
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES AS E
)�
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
OF THE CONTRACT
DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE,
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
PROVIDED BY THE TRUSS ENGINEER.
COMPLIANCE
WITH THE CONTRACT DOCUMENTS AS TO QUANTITY,LENGTH, ELEVATIONS, DIMENSIONS, ETC.
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS. SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
ALL SHOP
DRAWINGS SHALLBE REVIEWED BY TH
. E CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
MANUFACTURED IN CONFORMANCE WITH ASTM C-90 GRADE fm = 1500PSI. BLOCK SHALL BE PLACED USING
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
DRAWING
SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE'�,.FORM
RUNNING BOND UNLESS OTHERWISE NOTED.. LAY-UP MASONRY WALLS TOOF TIE BEAMS BEFORE
ALL TRUSS TO TRUSS CONNECTIONS.
OF
OF REPRODUCIBLE
SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITEDI,
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO. FILL MASONRY CELLS SHALL COMPLY WITH
WITHOUT
HE 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
DOCUMEN
S WILL OVER THE SHOP DRAWGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
N
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/81,
WRITING
Y 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 2,000. Psf, FOOTING'
TYPE "M"OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
EXCAVATIONS 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
DROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557 TREAT ALL
CELLS TO BE FILLED.
SOIL FOR
ERMITEPROTECTION.
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANDIOR VERTICAL
THE OWN
R SHALE RETAIN THE SERVICES OF ANINDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
REINFORCING.
SUCCESSF
UL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEETTHE
GEO-TECHNICAL
ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED ATTHE
LAP VERTICAL REBAR 6X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONTRAC
OR'S.EXPENSE AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THATTHE
MINIMUM I
ESIGN BEARING CAPACITY, AND THAT: THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
STRUCTURAL STEEL: ,.
BE MADE
Y THE GEO TECH ',ENGINEER.
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
CONCRETE:
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,
2,50
PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
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
CONTRACTOR
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 PLACEMENT.:CONCRETE
SLUMP SHALL NOT EXCEED 5"+/-PRIOR TO THE ADDITION OF PLASTICIZER
BETIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
CONCRETE E
HALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC.
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.. J-BOLTS ARE TO BE STEEL.
CONCRETE 71CKETSSHALL
BE TIME -STAMPED WHEN 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 EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
DELAY IN SUCH
THAT A BATCH IS HELD FOR LONGER THAN 90. MINUTES. THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
RESPONSIBIIIITY
OF THE TESTING LABORATORY TO NOTIFY. THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
COMPLIANCE
WITH THE ABOVE
REQUIRED
DNCRETE COVERAGE'' OVER REBAR SHALL BE AS FOLLOWS
A. 3" FO
3 CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
B FOR
ONCRETE EXPOSED TO EARTH AND/OR WEATHER
1-
12' FOR#5AND:SMALLER
-
2
OR #6 AND LARGER
C. FOR
ONCRETE NOT EXPOSED TO WEATHER
3/4" FOR
SLABS, WALLS AND JOISTS
1-112 FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
FASTENER SCHEDULE
WINDOW AND
FASTENERS
DOOR BUCK FAST
FASTENER
APPLICATION
I
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
1x2 PT FURRING TO.
CASE HARDENED COIL
8 O/C
GARAGE DOOR BUCK
114" DIA,
TAPCON MASONRY
1 12" EMBED.. 4" END DIST.,
MASONRY I CONC.
NAIL 1 112 LONG.
TO MASONRY/CONC
NO WASHER
FASTENER
8 O/C
1112" EDGE DIST.
SGD, AL EXT. DOORS
CASE HARDENED COIL
9" DIG.
WINDOWIDOOR/ FASTENED
GARAGE DOOR BUCK
12" DIA W/
4" EMBED., 4" END DIST,
1x PT SEE NOTE 6
NAIL 1 1/2' LONG.
STAGGERED
INTO MASONRY/CONC.
TO MASONRY/CONC.
WASHER
EXPANSION BOLT
24" O/C
3" EDGE DIST.
WINDOW BUCK
CASE HARDENED COIL
91 O/C
WINDOW/DOOR/FASTENED
METAL STRAP TO
CONTACT THIS ENGINEER FOR SPACING
1x PT, SEE NOTE
NAIL 11/2'LONG.
STAGGERED
INTO MASONRY/CONE
.MASONRY/GONG
REQUIREMENTS
REQUIREMENTS
Y01C J
EXT. SWING DOOR
(2) 3/16"DIA.
"TAPCON'
18" DID
1 1/2" EMBED, 8" END,
NON -BEARING WOOD
12""
EXPANSION
4" EMBED. 4" END
BUCK 2� PT SEE NOTEBUCK 6
NO WASHER
FASTNER
DISSTE 1 1/2" EDGE DIST.
WALL TO CONE. SLAB
W/ WASHER
BOLT
2C4,�,
DIST., 3" EDGE DIST.
2x PT WINDOW D.1 PAS 'e 9 O/C ND. DIST 7 V2"
PTTO STEEL COL., SEE W/ WASHER STAGGERED EDGE DIST
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 FASCIAWATERIAL SHALL BE HAND FRAMED i
4. PAP SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF. THE NOA OR THE SPACING DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR ORWINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR. FRAME. 1x MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
®Reviewed for Code
Compliance
Universal Engineering
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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°LTBDIY. 8 LOT:
CREEKSIDE
PHASE 2
LOT #75
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PROJECT#
04321.200 075R1
MODEL•
4EAB
"1672-ARIA"
GARAGE
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LEFT
PAGE:
DETAILS
�R ARCHfTECT-
STATE OF FLORIDA,
MAY 2 7 2020
MICHAEL C. "ANDERSC
AR NO 17305
k;k�n4Y"� .eli ke:4. u,"T+t
DATE: 05/20/20
SCALE:1/4" V-0'
SHEET
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Planning & Development Services Department
Building & Regtalations Division
Product Review Affidavit
suitriatsg Wolin Produrt DeNip
saufa€tut r is �e riplPtsn Method of Attechmeot Pressure pac'sstar�
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€rna#, from et s ars, T 114" cs,rc of iamb, x i,`1 @ haad.:fl 1;'4" em dment. Tt xa
addYaticnai tata ons rloidspan aimk erne at tuAw frame fedfdlred ue is aPl} ea& side, i
Pty Gem Non ferspast ?.Pt=.ssalP per :r'fadtdfact,aeers reeErrrarxsandeslrettuPreaa7ants. (a-,tRl,t i 4iti (+5t11,�;-': €l
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P i rrfla.x from norneas, 8 lr°2 ` Lj% ar ,ram4.7, 6" @ hpad; i IX embedwient. t =ght
Wditlu tapeops, tote and botwm required hosiltantally', one, mitdsgaan s�rtically each
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FL161001 6i302R<?Lt i lenic;al Ivlull€o:r. g3 Ply Gem 1500 Ply Gem Nou hrszact o €tie lmtall Pee'nanufaar:3;i mts l4?C.taY3fr> *deal f'Kwkemems: NPA N/A
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stall ws Seiler, 4780 u=r snif 2tt 3e{4` tax Rx's elseai4 ate teP, i�tstlCaPly ar d botto 2 �r`"» man nmt�dmear>>t a33 s
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3.7Ci6. E RIV Roof X0 Caea+'d4 ge N/A =<abc s each csstoka. Do naN' sm4ght so that vzil head is flissh with, tKn: itiot cutting I �a'�£ f' t-i7 N/A
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R£, 1 !3Lz ??t9 NIA 'shank nails F"paceet tx'OX. at all laps and ttree xtaggard row°5 fsastene'd 12' Ct.£. in the? tdf
"r`t,'I52Iii = llrsderiaynxans R€arils. EA 2Q fsTta:-Fe:Fa
(KINDIFIG APPROVAL)
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3 458£= or A;k5G 14UType :
i ftx,fflf=,g ceanenEjarYashc to ties undersEce of stse vretit
I ( ;flange at l ith the imille. and o0side Redmeter and to mitinuously sun"a d and seal
I I the f z nge. Slide the top and side flanges of Ov vent undem-eatic the shingies arc
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0d =.,rerstte th a3ta lxed
I alPoev the toticsta, Mange to lie ar7 top of the ., .�ngPes. Attach rr.t g ,
e I or stainless steel roofing a7a s #sstFa a ensu 1? Ra shank, min 3i9°` diameterhead aM ,
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€ s ffaclent length to aseretrote through she sPs>athit g Iafng shank nabs shall be srd it
the livii"l. Nally shall &�y': Iracatc d I'" from the edge, of the lldnge and 8'iO'C alra � all
P L3 P R3t1i P: VENT b$' = H fog sides of t17_[e vent. € expQaed fastenere Shall Ua s"led w th roofing
fi 153IR:1 rR2 q/if 12026 Off 4€dge Venta g� f ! E ,AR tar
[[# Fttt7 'nt{'P7tdstar. all llo �ee d ahsngles Shall tw a0e$nad down, wit. roof
f 2=Cf:fS1¢?37r, FMdat=fi:. Refer lo,c dfollow ALL #t'E,�nf33i3Ctl!!�'t' ar?°a Ra tlf3rnE�a'3 dFiS:IrUCF1CNT'a. +.t"�R li
I € a ;is MA reponsibla for ar'rars.at=s ,; cions dr €ntorprtatatus of t is attssaliatica7 a9ethod.
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E i •t`f Rrataf ng Sealant on all seann, irtatde the Roof Coltar, Apply Rooflug. Sealant
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a a =ahintIle5 to god' dec* '30en ga; t, rlsasg to €?e Bing 1 34'4Ring S v� Am Nai§;a.,
t l€ ra3ste s tia5e Banns wl(l) nad ea ccnper ig!,1 fn>rn edge FartirF f c)0. We of ,raise
! € j rleange uning ;33 taaaia Sltrced noninal apg jrtund 1" from edge. €aster=T ate and
i ;+stun using jl nails spaced s funnimO 5" apaai and I` fTom, odge for a total of 22 '
Roof gent n, ^pk A L R h €y�4
FL3:'x#� 4 Rai ltjiEit?i3:7T. t r 3 Ff1�r� L,ta€r,anac:,,: tvi' . ;csiF"t€:a. Sr`a1 al# seaaats as stall baa€=s ant:. isxne sfi3r... fries. �e...er t.. as d fell
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I xaa Inteslrrtatinns of tN,, BaxstaEiatafa7 Njethod, AOR ez not responsible for Encws,
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;1/4,, x 2 stainless _twe# or ELco Pane4i,saate with zt•ssnirnum embedment ' 13/4„ it-
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a 3 i adore e e ' mason y, 2 lit" r aas, edgeIstanca; 12" o/c n ax, spacing, Can be beaded €
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1 f =cw"a: #* / mastxsr°y, 2 112 min
, edge &tans e, 1.1 ufd rnax, spac,tig. Cin be in"ded
s welder e € er�fs r+c rrlcaFte SRrara _ for Code
rP Ira; .t 2 € 12a'3li 16 24 AGE N/A s rew or alt thread atf but uft� vzeag ants. NdfA * � 20 p`s'# R Compliancee
t' Epan or nwe a :' Ganel hit a
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18. APOLLO BLVD.,
SUITE 202
MELBOURNE- FLORIDA 32901
PH; 321-8€12 3691
www.abdesigngroup.com
kA :0003325
tipq�mv. gg yr yL'"t .
COUNTY
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PROJECT
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EXTR E S
IIIN LE
GARAGE SWING:
PAGE:
U60 MPH EAT,
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MAY 2 7 iu",r
AR NO T7305
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PR NT '•
20
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SCALE: 11/4 � 1'-0
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