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1430 CULVER [DRIVE NE, PALM BAY, FL 32907
• STATE OF FLORIDA DESIGN CRITERIA:
CERTIFIED BUILDING CONTRACTOR: •FLORIDA BMING CODE, RESIDENTIAL,
6TH EDITION (2017)
•ALL LOCAL AND STATE CODES
DR HORTON
HOMES
1430
CULVER DRIVE NE
PALM
BAY,
FL 32907
TEL:
(321)
733-7092
FAX:
(321)
733-7972
• STATE OF FLORIDA
PROFESSIONAL ARCHITECT:
MICHAEL C. ANDERSON
AR No. 17305
A.B. DESIGN GROUP, LLC
2194 HWY AlA, SUITE 301
INDIAN HARBOUR BEACH, FL 32937
Tel: (321) 802-3591
DRAWING / CONTRACT DOCUMENT
REVIEW BY BUILDER
THE BUILDER ASSUMES All LIABILITY FOR
INTERPRETATION OF THE CONTRACT DOCUMENTS.
IF ANY ASPECT OF THE CONSTRUCTION (AS
DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND
IN NEED OF FURTHER DETAILING OR EXPLANATION IN
ORDER TO BUILD THIS PROJECT BASED ON THIS
DRAWING SET, THE CORRECT PROCEDURE IS FOR THE
BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR
INFORMATION) TO THE ARCHITECT OR ENGINEER FOR
CLARIFICATION.
AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN
RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY
MANNER. AB DESIGN GROUP TAKES NO
RESPONSIBILITY FOR INTERPRETATIONS OF
CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE
BEEN GENERATED FOR UNCLEAR ASPECTS OF THE
,CONSTRUCTION BASED ON THE DRAWING SET.
*OCCUPANCY
•CONSTRUCTION TYPE
• MIN. INTERIOR FINISH
• BASIC WIND SPEED
*EXPOSURE
91—STORY RESIDENCE
•2—STORY RESIDENCE
— RESIDENTIAL, GROUP R3
— VB
— CLASS B
— Vult=160 MPH
Vasd=124 MPH
-C
— MAX. HEIGHT AS PER LOCAL
AND STATE CODES
SOFT. CALC.'S
LIVING 1612 SQ. FT.
GARAGE 432 SQ.FT.
ENTRY 38 SQ. FT.
LANAI 80 SQ. FT.
TOTAL 2222 SQ. FT.
A/C VOLUME 14381.E CU. FT.
Tel: (321) 733-7092
Fax: (321) 733-7972
ABBREVIATIONS
REVISIONS
INDEX OF DRAWINGS
ARV.
A;C.
ADJ.
ALT.
AMP.
BD.
CL
C.AB,
CLG.
(LR.
CONE,
CPT.
C.T.
D.
DBI..
D.G.
DIA.
DIM.
DISP.
DP.
DR.
D.S.
DTI..
D.W
EA.
FT.j V.
EQ.
FXH.
EXT.
F.G.LX.
F.G-
FIN,
FIR.
FLUOR.
FF. DR.
PTG,
QA.
GAR, DISP,
Q.F.1.
GL.
GYP. BD.
H.B.
TIC.
HDR.
HGT. OR HT
INSUL.
TNT.
ABOVE
AIR CONDITIONING
.ADIIJSTABLP.
ALTERNATF
AMPER ACE
BOARD
CENTER LINE
CABINET
CEILING
CLEAR
CONCRETE
CARPET
CERANTIC THT-.
DRYER
DOUBLE
DUAL GLAZED
DIAMETER
DIMENSION
DISPoSnI.
DEEP
DOOR
DOWNSPOUT
DETAIL.
DISHWASHER
EACH
ELEVATION
EQUAL,
EXHAUST
EXTERIOR
FIXED CLASS
FUEL GAS
FINISH
FLOOR
FLIJORP.SC'ENT
FRENCH DOOR
FOOTING
GAUGE
GARBAGE DISPOSAL.
GROUND -FAULT CIRCUIT
INFERRUPTER
GLASS
GYPSUM BOARD
HOSE BIB
HOLLOW CORE
HEADFR
FIRKA F
INSULATION
INTERIOR
TAV.
Li TM.
M.C.
MFR.
MIN,
M.T.
MTD.
MFL.
N.T.S.
O.C.
PT,
P.B.
PH.
PLT.
PLYND.
PR.
P.T.
xAD.
R.A.G.
REF,
RM.
R.O.
S.C..
S.D.
S.H.
SHT.
SHTHG.
SHWR
SIM.
SL
SL. GL
STD,
SWS
TEMP-
THK.
T.O.C.
T.O.P.
LO.S.
TYR
U.N.O.
V.P.
W.
FV-
I\'D.
W'D\A'.
W1H
W'.I.
LAVATORY
LUMINOUS
MEDK'INF CABINET
MANUFACTURER
MINIMUM
ME I AL THRESHOLD
MOUNTED
METAL.
NOT TO SCALE
ON CENTER
PROPERTYLINF
PUSH BUTTON
PHONE
PLATE
PLYWOOD
PAIR
PRESSURE TREATED
RISER
RADIUS
RETURN AIR GRILL
REFRIGERATOR
ROOM
ROUGHOPTNiNG
SOLID CORE EXT DR
SMOKE DFTECTOR
SINGLE HUNG
SHEET
SHEATHING
SHOWER
SIMILAR
SLIDING
SLIDING GLASS
STANDARD
SHEAR WALL
SECTION
TEMPERED GLASS
THICK
TOP OF CURB
TOP OF PLATE
TOP OF SLAB
TYPICAL
UNLESS NOTED
OTHERWISE
VAPOR PROOF
WASHER
WITH
WOOD
WINDOW
WATER HEATER
W'ROU C*HT IRON
DATE
DESCRIPTION
01/08/18
BID SET ISSUED
ARCHITECTURAL SHEET
DESCRIPTION
01/15/IB
2011 F5C UPDATE -
PG CI—COVERSHEET
PG GN— GENERAL NOTES
PG Al —FLOOR PLAN
PG A2C—ELEVATION "C"
PG E1—ELECTRICAL PLAN
PG PI —PLUMBING PLAN
PG Dl—DETAILS
PG D2—DETAILS
PG WA1—WALL ASSEMBLY DETAILS
PG WA2—WALL ASSEMBLY DETAILS
PG WA3—WALL ASSEMBLY DETAILS
PG WA6—WALL ASSEMBLY DETAILS
01129/18
SID SET RE -ISSUED
04/18AB
FOOTINCs REVISION PER M. SOUIES
02/22/i9
PLAN MAINTENANCE
03128/19
REVISED LINTEL SIZE AT FRONT ENTRY DOOR
04/24/19
ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON
04/24/19
REVISED HVAC VOLUMES ON SQFT CALL SCHEDULE
06/21/19
ADDED LED LIGHTS S KITCHEN t 6ATHROOMS PER MARK BOWES
01/01/20
REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS
STRUCTURAL SHEET #
DESCRIPTION
PG S1—FOUNDATION PLAN
PG S1.1A—DETAILS
PG 51.2—DOWEL PLAN
PG S1.2A—DETAILS
PG S2—LIFT BEAM PLAN AND NOTES
PG S2.1A—DETAILS
PG S3—FRAMING PLAN
PG S3.1A—DETAILS
PG S3.113—DETAILS
PG S3.1C—DETAILS
PG SN1—DETAILS
PG PAl —PRODUCT APPROVALS
l
R r E S
Px21
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Reviewed for Cade
Canpliare
Universal Engineering
10 Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SUBDIV. 8a LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672-ARIA"
GARAGE STATING:
RIGHT
PAGE:
COVER
SHEET
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO 17305
DA 08/13/20
SCALE: 1/4" =1' — 0"
SHEET
cI
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 BUILDING LOCATIONS 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 ARCHITECTIENGINEER 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 1" MIN. RIGID
ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
GARAGE.
4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT
LESS THAN 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 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 Y=THE HORIZONTAL
DISTANCE FROM THE NEAREST EDGE OF THE FOOTING.
5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS
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)
8, EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE.
PLUMBING
9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL.
REQUIREMENTS. 2, WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS.
3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH W. AMAFLEX.
10 CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH,
WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE.
COUNTY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED
6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES,
Qi 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2.
8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903,
9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE.
10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2.
EXTERIOR WALL COVERINGS
1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR
THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE
R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
EXTERIOR FINISHES
1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, X" 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 -15A AND R703.7.
FIRE RESISTANT CONSTRUCTION
UNDER STAIR PROTECTION:
1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED
ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7.
EXTERIOR CEILINGS
1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING
MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1
1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) .
11
'12.
SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP
DRAWING,
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."
TIMBER
1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED
HEREIN:
A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL)
B. NATIONAL FOREST PRODUCTS ASSOCIATION:
I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
C. SOUTHERN PINE INSPECTION BUREAU:
I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
D. TRUSS PLATE INSTITUTE:
I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014)
E. APA - THE ENGINEERED WOOD ASSOCIATION:
I. ENGINEERED WOOD CONSTRUCTION GUIDE
F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED,
3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS.
4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION,
5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1.
6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SO.
CONSTRUCTION OBSERVATION
CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AB DESIGN GROUP'S
SERVICES FOR THIS PROJECT.
IT IS UNDERSTOOD AND AGREED THAT ABDESIGN 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 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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4
C
Stminv. & LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
DdODEL:
4EAB
"1672-ARIA"
GARAGE STrMG:"
RIGHT
PAGE:
GENERAL
NOTES
160 MPH EXP. C
or
40
AF10jffECT-
STATE OF' F LORIDA
OCT 21 2020
MK*IAEL C. ANDRAI M
�AR NO 17305 J
rawar `
DATE: 081320 / /
SCALE: 1/411=19-0 to
-0"
SHEET
G N
SHINGLE ROOF— _ - ------------
FOAM DRAIN TILES -- �Q. -
'
-401��
ppp
rrill!'11
Iro'X"
OR
_
' _r
„„
0
IIII
JI�II
FRONT
SCALE: 114 = 1'-0' TEXTURED FINISH
NOTE: WALL FENESTRATION FLASHING AS PER F5CR R103A
8'-81, 1BRCx. NCsT.
1'-0"
Z 45
II
0'-0" FIN. FLR.
MIN 4" GRADE
I�6
OFF RIDGE VENT
4' RAISED BAND
6' RAISED SAND
SRG. NGT.
�— OPT. COACH
LIGHT
9
A
o0'-0" FIN. FLR.
OFF RIDGE VENT
I�6
BRCS.
I
A
A
0'-0" FIN: FLR.; I I N
- _1 - — - — - — - - - — - — - — - — -
®-®" FIN. FL-R.
RIEA ELEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
---------------------------------------- --- -- 08 -8" 5R3. 1 G7C
■
'
i r
n
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --
LEFT ELEVATION
SCALE: 114 = 1'-0' TEXTURED FINISH
OFF RIDGE VENT
OFF RIDGE VENT
12
6
8'-8" 13RG- HGT.00 a, all BRC-. NC
o„
I 4i3
TYP.
I(
0'-0" FIN. FLR: --- -- ------ I I �'_0" FIN. FLF
------�-----�------------------------- MIN. 4" GRAD
RIGHT EILEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
0'-O' FIN. FLR.
/ \
f ae 1
y� V
DECO. DETA��_
A SCALE: In = I'-0'
MODEL 1672-,ARIA
AREA OF ATTIC
_ 2318,SQ. FT.
NET FREE VENTILATION AREA
REQUIRED
1/ 300`
REQUIRED VENTILATION AREA
_ 23181300
- 7.73 SQ. FT.
7.73
= 1112,64 SQ. IN.
MIN. REQUIREDVENTILATION 1N
= 4X 1112.64
UPPER PORTION OF ATTIC
= 445.056 SQ. IN.
(BALANCE TO BE PROVIDED IN
S O FF IT V ENTS)
OFF RIDGE VENTILATION AREA
138 SQ. I N. PER VENT (netfree area)
TOTAL# OF VENTS REQUIRED
- 3.23
TOTAL# OF VENTS PROVIDED
= 4
SOFFIT` VENTILATION AREA
7 SQ. IN, PER LIN EAR FT (net free
area)
LINEAR :FEET OFSOFFIT REQUIREC
63.58
2194 HWY A1A, SUITE 3Q
INDIAN HARBOUR BEACH
FLORI DA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672-ARIA"
GARAGE ;"'T' 'NG:
RIGEII
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F -AGE:
L'
ELEVATION
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STATE F FLORIDA
AUG 14 2020
:
MICHAEL C. ANDERSON
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ELECTRICAL LEGEND
SYMM50L
DEFINITION
NOTES
125V OUTLET
20 AMP SINGLE POLE
II0V OUTLET
I/2 OF OUTLET WIRED
110V OUTLET
TO SWITCH
GFI
IIOV OUTLET
EQJIPED W/GRND FAUL
INTERUPTER (TAMPER
RESISTANT I.
220V OUTLET
(4) WIRE CONNECTION
WATERPROOFT
GFI
OUTLET
NTERidIPTER
SWITCH
SWITCH
3-WAY OPER
Y4
SWITCH
4-WAY OPER
WALL MOUNTED
LIGHT
CEILING LIGHT
LO
LED C1.G LIGHT
O VF
LED VAPOR
PROOF LIGHT
O VP
VAPOR PROOF
LIGHT
ORECESSED
CAN
VENT. FAN
I CF M PER Sa FT.
VENT_ FAN
W/LIGHT
1 CF1'T PER SQ FT.
VANITY LIGHT
FIXTURE
("DEC's TOP BY
BUILDER)
®
4ES
LIGHT
2-BULB WRAPFLUORESCENT
AROUND
(RECESSED)
®
41X2'
FLUORESCENT
LIGHT
2-BULB WRAP
AROUND
(SURFACE MNT.)
2' PLUOR'-SCENT
4'FLUOWSCENT
4' TRACK LIGHT
0
PANEL
METER
BAIT. BACK-UP
OiS.D.
DETECTOR
SMOKEUl/
HARDWIRE
UA-L MOUNTED
BATT. BACK-UP
$D.
SMOKE DETECTOR
W/ HARDWIRE
BATT. BACK-UP W/
CAI®ON MONMIDEi
SMOKE DETECTOR
COMSb
4ARDWIRE
INTER -CONNECTED
SHALL BE A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
F> LIB
NATURAL GA"
OUTLET
►
TELEPHONE JACK
WH
WATER HEATER
ICdNMON SOURCE
TO BE ELEVATED
DISCONNECT
AIR CONDITIONING
TO BE 210V UNA.
DISCONNECT
SEE AHU ON
THIS SHEET
TY
TELEVISION JACK
CEILING BOX REQUIRED
OJ-BOX
TO BE SUPPORTED IN
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
CEILINGBOX RTED RED
TO BEEF'O "UPRTED IN
IN TO
C%
CEILING FAN/LIGHT
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
24' INCANDESCENT
LIGHT STRIP
nnnnnn
36' NCANDESCETNT
LIGHT STRIP
nnnnnnnn
0
48'INCANDESGENt
LIGHT STRIP
FLOOD LIGHT
OPT. SECURITY
KP I
KEYPAD
P.B.
PUSV4-BUTTON
FOR CHIMES
USB PORT
• LOCATION OF: TV JACKS 4 PHCNE OUTLETS 4 FANS TO
BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF FBCR
6TH EDITION (2011) 4 NEC 210.12 2014 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GP[ • ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF
50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION M150'13 FBGR 6TH-EP ON (2.017).
• LAUNDRY ROOM RECEF'TACLE SHALL BE GROUND
FAULT CIRCUIT -INTERRUPTER PROTECTION FOR
PERSONNEL ON FEEDERS
• WIRING METHOD SHALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF FBCR 6TH ED (2011).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 6TH ED (20I1).
• ALL LAMPS SHALL BE SELECTED BY BUILDER AND
15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER
F.BL. ENERGY CONSERVATION (REBIDMMAL ENI!N2M
EFFICIENCY) 2011. 6th EDITION R404J
ELECTRICAL PLAN
SCALE: 1/4' = 1'-03
/ OFT.
COACH
------- LIGHT
'ITER
FIELD
'ERIFY
Loa
I
I
l
I
I
LED LIGHTING
@ DOUBLE LAV.
OWNER'S BATH
150 AMP ELECTRICAL RISER
NOT TO SCALE.
GENERAL NOTES:
A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS O' THE FBCR 6tH
EDITION (2011). LOCAL CODES, AND ALL LOCAL POWER
COMPANY REQUIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/tHWN UNLESS
NOTED OTHERWISE.
POWER COMPANY
TRANSFORMER
MZS•)�
PROVIDE 150 AMP, 1201240 VOLT, I PHASE SECONDARY -
ELECTRICAL SERVICE. PROVIDE 3 h COPPER (Cu) IN
1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3
02/0 ALUMINUM (AL) N 2" DIA SCHEDULE W PVC
CONDUIT UNLESS SERVICE 15 PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
LED LIGHTING
10416 SINGLE LAV.
0 5ATH *2
PROVIDE 3+2/0 CU, THWN + 1% CU IN 2' CONDUIT OR 3
04/0 AL, THWN + 1% CU IN 2' CONDUIT OR 2/0 AL. S.E.R.
(CONDUIT TO TERMINATE ABOVE SOFFIT ® OVERHANG.)
COMBINATION SERVICE
DISCONNECT SWITCH AND
M ELECTRIC METER IN
NEMA 3R ENCLOSURE
150ARP
MCB
TELEPHONE SERVICE
ENTRANCE
EQUIPMENT
INTERSYSTEM BONDING
TERMINAL AT LOW
VOLTAGE CONNECTIONS
150 AMP
i/240 VOL
I PHASE
MLO
PANEL
CABLE TELEVISION
SERVICE ENTRANCE
EQUIPMENT
Reviewed fw Code
U,unplMn
niversai Engmeedng
Sciences
104 CU SERVICE GROUND CONNECTED TO
CONCRETE ENCASED TOOTER STEEL PER
ELECTRICAL PROVISIONS OF THE FBGR 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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SUBDIV. 8e LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
RIGHT
PAGE:
ELECTRICAL
PLAN
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO T7305
PRINT
08/13/20
SCALE: 1 /4"=1' — 0"
SHEET
El
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1 �ill
MODEL
y
4EAB
"1672-ARIA" '.
GARAGE SWING:
r^
RIGHT
PAGE:
PLUMBING
PLAN
�i
160 MPH ESP
ARCHrrECT-
STATE OF FLORJDA
AUG 14 2020 -
U-i-,-NEL Cp.. AND¢�EgRSON fi,J�y
DATE. 03/13/20
a SCALE: 1/4"=1'-0"r
SHEET
1
MECHANICAL 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 WD — EXTERIOR
R-13
CEILING
UNDER ATTIC
R-30
EQUIPMENT SCHEDULE
2.5 TONS
MFG
CARRIER
C.U.
25H5C530A•030-
A.H.U.
FX40NC5FX031L
HEAT
5 KLU
SEER
15 SEER
TOTAL CAP
28400
ELECTRIC
208/230/I1=14
5RKR
C.U_ 30 A.H.0 35
REF LINES
3/4" 4 3/8"
Reviewed for Code
Compel n e
Universal Lngineedng
Sciences
F
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SUBDIV. & LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT:
4321.200 040R1
MODEL
4EAB
"1672-ARIA"
GARAGE SWING:
RIGHT
PAGE:
MECHANICAL
PLAN
160 MPH EXP. C
r
AUG 14 2020
SHEET
m i
Lo
2X4 TOP PLATE
PER FLR.
PLAN
PRE-FAB TRUSS
1/2' CLG. BOARD
1/2' DRYWALL
SECURE BT. 2X4 WOOD
PLATE TO SLAB STUDS a24'
W/ Iod MASONRY O.G.
NAIL + 32' O.C.
MAX
0'-0.
FIN. FLR
TYP. INT. WALL
SCALE: 3/4' =
FIBERGLASS SHINGLES
OVER *30 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.1.1
ON �m,' OS.B. SHEATHING
OR is CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
PRE-ENG TRUSS
MTL. DRIP EDGE
2x FAE ;IA PER
ELEVATIONS
VENTED SOFFIT
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0' FIN. FLR
SLAB
NU I >_: b I UlUt7 IN
PARTITIONS SUPPORTING
WALL HUNG PLUMBING
FIXTURES AND WALL
CABINETS SHALL BE NOT
LESS THAN 2x4, WHERE
SPAGED NOT MORE
THAN lro' O.G. OR, NOT
LESS THAN 2xro, WHERE
SPACED NOT MORE
THAN 24" O.G.
ATnAT— RRr
5/8' GYPSUM 5
OR 1/2' HIGH
STRENGTH CLG.
BOARD
SEE ENERGY CODE FORMS
INSULATION R-VALUES
REFERENCE STRUCTURAL
J PER ELEVATION
�R-4.1 INSULATION
WINDOW ATTACHMENT
AS PER MANUFACTURES
SPECIFICATIONS
REFERENCE
STRUCTURAL
Ix2 P.T. FURRING
STRIPS ® 24' O.G.
8' CMU
1/2' GYP. WL. BD.
WOOD BASE
-4.
dv ". A
ad° A 4`
P
n W/ WINDOW OPENING
H
FIBERGLASS SHINGLES
OVER *30 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R90511
ON J' OS.B. SHEATHING
i OR s 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
OL
0'-0' FIN. FLR
B TYP. WALL SECTION
NO 0 =E N I N NOTE:
PER SECTION S05.1.1 - FOR ROOF
SLOPES 2:12 TO LESS THAN 4:12, A
5 1-STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM
)1 SCALE: 3/4'=1'-0' IS REQUIRED. FOR ROOF SLOPES
OF 4:12 OR GREATER, (1) LAYER
UNDERLAYMENT IS PERMITTED BUT
MUST BE PER ASTM D226 TYPE 11,
ASTM D 45&cJ TYPE Iv, OR ASTM D
(015-7
CAULK AND SEAL
GAS LIFE
I;' Pvc SLEEVE FOR QM LME
o' CMU
V!' GYP. UL. W.
UD= BASE
11
e % a .
y
2 GAS LINE THRU BLOCK
D 1 SCALE:
FIBERGLASS SHINGLES
OVER *30 FELT PAPER OR
SYNTHETIC PRODUCT,
INSTALLED PER SECTION
R905.1.1 ON �' OS.B.
SHEATHING OR is 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. p
1/2' THICK, 2 COAT -
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
GALV. STEEL
TRACK BRACKETS
FASTENED TO
WOOD JAMB PER
PRODUCT
GALV. STEEL
APPROVAL REQ.
VERTICAL TRACK
1' MIN.
BY MAP
SLIDE
FASTENED TO
TRACK 15RACKET9 RODE
w/ PRODUCT
APPROVAL REG.
a, cm SEE
STRUCTURAL FOR
REINFORCEMENT
]x& P.T. M
ATTACHED TO FILL
CELL AS PER
PRODUCT
APPROVAL REa
SEALANT 4
BACKER ROD
HEATHER STRIP
MOULDING ALL
AROUND (BY
DOOR MANUF.)
OVERHEAD DOOR
BY OTHERS
GARAGE DOOR JAMBS
SGALE- 1 1/2'=1'-0"
2X4 SF'F 24' O.C. MAX.
SECURE W/ (2) 12d NAILS
o EA. END
2x BLOCKING BETWEEN TRUSSES
—PER STRUCTURAL DETAILS—
STIFFBACK AT ALL UPRIGHTS
7
CONT. 2x RAT RUN SECURED 1
STRUCTURAL DETAILS
SEE ENERGY CODE FORMS F1
INSULATION R-vALUES
gI[,PER ELEVATION
Y
5/8' GYPSUM BOARD OR 1/2'
HIGH STRENGTH CLG. BOARD
8' GMU - A < A A c
d'
14.
a d° A 44
P .
W/ WINDOW OPENING
A
R-4.1 INSULATION
WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
REFERENCE
STRUCTURAL
Ix2 P.T. FURRING
STRIPS m 24' O.C.
1/2' GYP. WL. BD.
WOOD BASE
FIBERGLASS SHINGLES
OVER *30 FELT PAPER OR
SYNTHETIC PRODUCT,
INSTALLED PER SECTION
R905.1.1 ON �&' OS.B.
SHEATHING OR is CDX
PLYWOOD SECURED PER
_o FASTENER SCHEDULE
TYP. MTL. DRIP EDGE
o.H.
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
PLATER APPLIED
is DIRECTLY TO MASONRY
a:
14
n TYP. WALL SECTION
�'-1 NO OPENING
1-STORY GABLE BLOCK WALL
SCALE: 3/4' = I' -0'
CMU
0'-0' FIN. FLR
Note: WALL FENESTRATION FLASHING PER FBCR 103.4 -
Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to
prevent entry of water into the wall cavity or penetration of water to the building
structural framing components. Self -adhered membranes used as flashing shall comply with
AAMA 111. All exterior fenestration products shall be sealed at the juncture with the
building wall with a sealant complying with AAMA 800 or ASTM G920 Class 25 Grade NS
or greater for proper joint expansion and contraction, ASTM C1281, AAMA 512, or other
approved standard as appropriate for the type Of sealant. Fluid -applied membranes
used as flashing in exterior walls shall comply With AAMA 114. The flashing shall extend to
the surface of the exterior wall finish.
Reviewed for Code
CompUance
Universal Engrneedng
ScrenCes
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SLTBDIV. 8e LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SITING:
RIGHT
PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO T7305
D TE 08/13/20
SCALE: 1/4"=1' - 0"
SHEET
1) 1
TOP:
2X6 P.T. a CENTER OF DOOR HEADER SECURED
W/ (1) 1/2' X 8' J-BOLT
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/0' WASHER 4 NUT
OR
W/ (2) 1/2' X S' ANCHOR BOLTS
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/8' WASHER 4 NUTS
O
9
0
0
SECURE 2x4 ONJ
FLAT TO ELK 0
W/ MASONRY
NAILS.
gIDE6:
2X6 GARAGE DOOR BUCK SECURED
9 W/ (5) 1/2' X 8' J-BOLT OR ANCHOR 9
BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2-
X 2' X 1/8' WASHER 4 NUT. (1) WITHIN
e' OF TOP, (1) WITHIN 8' OF THE BTM,
(3)EVENLY SPACED.
91 to
IN for
NOTES:
ALL ANCHORS SHALL BE IN ACCORDANCE TO
MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE
SUCH INSTRUCTIONS ARE MORE STRINC;ENT
GARAGE DOOR
1 BUCK ATTACHMENT
p SCALE:In'.r-®'
8' CMU
V DRYWALL
1'X4" OR I'X2' P.T. NAILER
1x4 P.T. OR 5/4'X4' MIN.
❑ SECURE T14RU FRAME 4
EXTEND 1-Y4' INTO BLOCK
❑ W/ Wjb 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
WINDOW TO BLOCK +3 4 OR +5 4
A SCALE: N.T.S.
2X4:
SECURE TO BLOCK W/ XW
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-Y*m
TAPCONS(MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4') —
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
2X8: cam
SECURE TO BLOCK W/2-%'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END
W O.C. MAX SPACING.
8' CMU
El5
" DRYWALL
I'X4' OR I'X2' P.T. NAILER
T 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/ 3if6'
TAPCONS (MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END 4
NOTE: STRUCTURAL 2X
W O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2X6am
SECURED THROUGH
SECURE TO BLOCK W/2-3(6'
NON-STRUCTURAL'
TAPCONS
TAPCON MIN. I-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK
MIN. HEAD SIZE .300
8" CMU
MIN. EMBEDMENT 1 )14')
)J' DRYWALL
WITHIN 8' OF EACH END
18' O.G. MAX SPACING.
1'X4' OR I'X2' P.t. NAILER
2X8:®
❑
SECURE TO BLOCK W/2-3(6'
}(6' OS.B. X 4' MIN.
TAPCONS
(MIN. SHANK SIZE .145
DOOR CASING
MIN. HEAD SIZE 300
DOOR JAMB OR WINDOW
MIN. EMBEDMENT 1 Y4')
ATTACH TO 2X PER
WITHIN 8' OF EACH END 4
MANUFACTURES DETAILS.
IV O.G. MAX SPACING.
NOTE: SHIM AS NEEDED TO PLUMB JAMB
(DO NOT EXCEEp 41)
DOOR JAMB
TO BLOCK +1-IV"
WINDOW TO BLOCK +1-15
C
SCALE: N.T.S.
2X4:®
SECURE TO BLOCK W/
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE .300
MIN. EMBEDMENT 1 Y4')
WITHIN 8' OF EACH END 4
18' O.C. MAX SPACING.
2X6am
SECURE TO BLOCK W/2-%
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300 _
MIN. EMBEDMENT 1 Y4')
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING.
2X8:cm
SECURE TO BLOCK W/2-3,W`'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8" OF EACH END 4
18' O.G. MAX SPACING. - /
NOTE: STRUCTURAL 2X
MUST BE ON OUTSIDE 4
SECURED THROUGH
NON-STRUCTURAL 3ii6'
TAPCON MIN. I-Y4'
EMBEDMENT INTO BLOCK
CMU
Y' DRYWALL
1'X4' OR I'X2' P.T. NAILER
r 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 +2
WINDOW TO BLOCK +2 1 4"
1 4'
i1
" SCALE: N.T.S.
2X4sw
SECURE TO BLOCK W/ �{6'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIX 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8 OF EACH END
4 NOTE: STRUCTURAL 2X
18 O.C_ MAX SPACING.
MUST BE ON OUTSIDE 4
2Xg;cm
SECURED THROUGH
SECURE TO BLOCK W/2-6
, NON-STRUCTURAL
TAPCON MIN. 1-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT EMBEDMENT INTO BLOCK
MIN. HEAD SIZE 300 8' CMU
MIN. EMBEDMENT 1 )4') V DRYWALL
WITHIN 8' OF E aCH END 4 I'X4' OR I'X2' P.T. NAILER
15' O.G. MAX SPACING. El
SECURE TO BLOCK W/2-%-
TAPCONS DOOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4') DOOR JAMB OR WINDOW
WITHIN 8" OF EACH END 4 ATTACH TO 2X PER
18' O.C. MAX SPACING. MANUFACTURES DETAILS.
NOTE: 8141M AS NMDED TO PLUM JAM (DO NOT EfacEED Y.)
DOOR JAMB TO BLOCK +3"
WINDOW TO BLOCK +3"
E SCALE: N.T S.
2X4=
SECURE TO BLOCK W/
TAPCONS
(MIN. SHANK SIZE J45
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 W12-%.'
NON-STRUCTURAL 3X,&'
TAPCONS(MIN. SHANK SIZE
TAPCON MIN. 1-Y4'
.145
EMBEDMENT INTO BLOCK
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
8' CMU
WITHIN 8' OF EACH END 4"
DRYWALL
18' O.G. MAX SPACING.
❑
I'X4' OR I'X2" P.T. NAILER
2X8:®
SECURE TO BLOCK W/2-3fe,'
2ND 2X SECURE TO
TAPCONS(MIN. SHANK SIZE
STRUCTURAL MEMBER
[IJ/(2)l2d
.145
WITHIN 8' OF EACH
MIN. HEAD SIZE 300
END 4 6' TO 8' O.C. MAX
MIN. EMBEDMENT I Y4')
DOOR CASING
WITHIN 8' OF EACH END 4
DOOR JAMB OR WINDOW
18' O.C. MAX SPACING.
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4')
DOOR JAMB TO BLOCK +3"
WINDOW TO BLOCK +3"
SCALE: N.TS.
2X4
SECURE TO BLOCK W/Y4'
TAPCONS(MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
NOTE: STRUCTURAL 2X
WITHIN 8' OF EACH END 4
MUST BE ON OUTSIDE 4
18' O.G. MAX SPACING.
SECURED THROUGH
2X6:®
NON-STRUCTURAL 34"
SECURE TO BLOCK W/1-1/4'
TAPCON MIN. 1-4'
TAPCONS(MIN. SHANK SIZE
EMBEDMENT INTO BLOCK.
.145
MIN HEAD SIZE 300
8" CMU
MIN. EMBEDMENT I Y4')
DRYWALL
WITHIN 8' OF EACH END 4'
18' O.G. MAX SPACING.
I'X4' OR I'X2" P.T. NAILER
2X8zmm
❑
SECURE TO BLOCK W/1-1/4'
3fb' OS.B. X 4' MIN,
TAPCONS
(MIN. SHANK SIZE .145
DOOR CASING
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4
ATTACH TO 2X PER
18' O.G. MAX SPACING.
MANUFACTURES DETAILS.
NOM Siam AS NEEDED TO MAPS JAM (DO NOT Ex(.4•PD 'J
DOOR JAMB TO BLOCK +3-7/16'
WINDOW TO BLOCK +3-7 16"
G SCALE: N.TS.
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
18' O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2X6am
SECURED THROUGH
SECURE TO BLOCK W/1-1/4' NON-STRUCTURAL 3fb"
TAPCONS
TAPCON MIN. I-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK,
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4') 8' CMU
WITHIN 8' OF EACH END 4DRYWALL
18' O.C. MAX SPACING. ❑ 1'X4' OR I'X2' P.T. NAILER
2X8cEm
SECURE TO BLOCK W/1-1/4' ° P.T. X 4' MIN.
TAPCONS OOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4 TTACH TO 2X PER
18" O.G. MAX SPACING. MANUFACTURES 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"
11 SCALE: N.T.S.
Reviewed fw Code
Compliance
Unrveisal EngmeenN
sciences
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.corn
AA #: 0003325
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PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672- ARIA"
GARAGE SWING:
RIGHT
PAGE:
DETAILS
160 MPH EXP. C
ARCHfTECT-
STATE OF FLORIDA
AUG 14 2020
WCHAEL C. ANDERSON
AR NO 17305
PRINT OS 13 20
DATE: / /
SCALE: 1/4"=1' — 0"
SHEET
�2
O1. FOLD INWAI® • PT. A
OL FOLD INWARD • Pr. A
2. CREASE • PT. B
FO.
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FOLD INWARD •
O
I. FOLD INWARD • PT. A
PT. A
2. CREASE • Pr. B
2. CREASE • PT. B
3. CIRMASE • PT. C
3. CREASE • PT. C
4. FOLD PT. C OVER PT.
B TILL Pr. C TOUCHES
BOTTOM FLANGE
I VC/ I G:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
SHINGI..E ROOFM —/
DRIP EDGE: OVERLAP 3',
EMEND 1/2' BELOW
SHEATHING, MECHANICALLY
FASTEN 4' OL. MAX
BOTTOM
FLAN aE
TH10r, 3 COAT CEMENT
.ASTER (FRAME), 1/2' 2 COAT
MENT PLASTER (CM)
UNE, LAYER •2, FORTIF15ER
MIL-ONG PAPER (FRA-e ONLY)
UA2E°) LAYER 01,
STUCCO WRAP(FRAME ONLY)
LAP LAYERS OF BUILDING WRAP
OVER NAILING FLAME, STOP
LLRB APPR4X I V ABOVE
SHINGLES (FRAME ONLY)
FRAPIE OR CM
EMERIOR
FASCIA WRAP
WALLFLASHING
FLAS44NG (SEE
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SEAL FOLD, 22
bIgL CUT.
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LWALL INTERSECTIONS
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WATER TIGHT SEAL (BEND OR
SOLDER DO NOT CUT)
7/16' ZIP SHEATHING
SYSTEM (INSTALLED PER
MANUF. SPECS.) OR
WOOD SHEATHING OR CMU
WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
J' THICK, 3 COAT CEMENT
PLASTER (FRAME), 1/2" 2 COAT
CEMENT PLASTER (CMU)
METAL LATH (FRAME ONLY)
LAP WRB E TAPE OVER
ROOF/WALL SCREED
_Z 5'X5' 'L" TYPE CONTINUOUS
Y GALV. METAL FLASHING
z' (NAIL TO ROOF DECK, NOT
WALL SHEATHING)
ry CAP SHINGLE — DO NOT NAIL,
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ZW4
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
L"
5 N.T.S.
ROOF PER ELEVATIONS
FLASHING
LEGEND
DRAINAGE fi LANE (Wf;R5
LArE1R #1, STUCCO WfRAP)
WfR5 LXEIR 1*2 (FOIRTIF18ER
BUILDING 1=A=ER)
METAL LATH
STUCCO
WOOD SHEATHING
CR 111(o' ZIP 5HEATHING 5Y5TEM
C INSTALLED PER MANUF. SPECS.)
5ELF-A7,)HE5IVE FLASHING
NOTE:
x
x
x
x
0
1"IETAL
LATH. LATH TO E3E
FER
SECTION
1R103.1.1
/ A5Tl" l C - a4l - 09)
1„I IN.
2.5 LE35.
FER 50_ YAIRD (UTILITY OF NOl" l INAL
LATH DOES NOT 1„IEET SPECIr-ICA e,)Ircode
Goinpaalve
Universal Enfoer"
Solence
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www, a b d es i g ngro u p. com
AA #: 0003325
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siJBDIV. & LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL•
4EAB
"1672-ARIA"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO 17305
rL"SiLim i
DATE: 0813 20 /
SCALE: 1/4"=l'-0"
SKEET
LEGEND
DRAINAGE PLANE (LURE
LAYER 01, STUCCO WRAP)
WR5 LAYER *2 (FORT11=15ER - - - - - - - -
35UILDING PAPER)
METAL LATH x---x-x-x
STUCCO ..
WOOF.) SHEATHING
OR 1/16' ZIP SHEATHING SYSTEM
( INSTALLED PER MANUF. SPECS.)
SELF-ADHESIVE FLASHING - - - - -
NOTE:
METAL LATH: LATH TO 8E PER SECTION
Ri03.1.1 / ASTM C-541-09, MIN, 2.5 LBS.
PER SQ. YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
DRYER )
BUILDING PAPER
OVER 'QUICK
FLASH'
PIPE THROUGH
WALL
6" SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
BUILDING PAPER
UNDER 'QUICK FLASH'
STUCCO
FINISH
6" SELF ADHESIVE
OVER TOP 4 SIDES
SELF
FLASHING
UNIT
PREMANUR DRYER
VENT CAP (SET IN
CONT. SEALANT) WOOD
CONSTRUCTION
'1/16' ZIP SHEATHING SYSTEM
LINSTALLED PER MANUF. SPECS.) OR
_WOOD SHEATHING
/ WRB LAYER "I,
STUCCO WRAP
WRB LAYER 02, FORTINBER
BUILDING PAPER
o METAL LATH
1/8' TEXTURED
��F[NISH • WOOD
FASTEN TO WOOD STRUCTURAL
SEALANT g 4 MEMISER • l' O.G. MAX
TOP 4 SIDES a' CMu
Ye' TO )j' MID -WALL
WEEP SCREED
OCK I I R:♦�`
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A VENT PENETRATION
SCALE: N.T.S.
ELEC. METEF
VERIFY LO
A r-A I v M=Ll=I v>=
STUCCO SCRATCH COAT
4 1 COAT OF PAINT W/5ACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
ELEC. METER FIELD
VERIFY LOCATION
APPLY STUCCO SCRATCH COAT
AND ONE (1) LAYER OF PAINT
PRIOR TO INSTALLING ELEC.
METER
CAVITY TO 5E FILLED
WITH RIGID POLYMERIC
I80CYANOTE-POLY5LEND FOAM
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APPLY A SILICON
BASE SEALANT AT POINT
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7,O SCRATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER CAN
COMBO OR METER CAN AND
DISCONNECT
O ELECTRICAL CONDUIT
PENETRATION
CUT OPENING IN
APPROVED HOUSEWRAP
FOR BOX INSTALLATION
WRB LAYER 01,
STUCCO WRAP
WOOD SHEATHING
APPROVED
HOUSEWRAP
BELOW
CUT SUCH THA
NO MEMBRANE
ENTERS Box,
APPLY TO FA(
EDGE
APPLY E-Z BEAT
OVER 60 MIN
GRADE 'D'
FELT -PROVIDE
SEALANT AT ALL
JOINTS AND
INTERSECTIONS
5TE :I
-
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6' WIDE STRIP SELF
ADHESIVE FLASHING, CLEAN
MASONRY 5EFORE APPLYING
FINISH a MASONRY
7B HORIZONTAL WEEP SCREED
(FRAME TO BLOCK)
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WRB LAYER M,
STUCCO WRAP
CUT 'X" INTO
SELF -ADHERING
MEMBRANE FLASHING:
APPLY SELF -ADHERING
MEMBRANE FLASHING
OVER BOX AND OVER
APPROVED WRB LAYER
01
APPLY 60 MIN
GRADE 'D' FELT
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
I,]
5TF
WRB LAYER 01,
STUCCO WRAP
SELF -ADHERING
MEMBRANE FLASHING
WRB LAYER 02, FORTIFIBER
BUILDING PAPER
STF #4
ELASTOMERIC
COATING OVER
(SEE TYPICAL WALL
SECTION)
—METAL LATH
1
ELECTRICAL RECEPTACLE
Revewed for Code
Kv
Unive�suerw"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE II
LOT #40
PROJECT*
4321.200 040R1
MODEL:
4EAB
1672- ARIA"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO 17305
rs_.ar' a 08 13 20
DATE.
• / /
SCALE: 1/4"=l'-0"
SHEET
WA2
L E G E JL 'tl U
DRAINAGE FLAKE (U)RB
LA`rER #1, STUCCO UJRAP)
UJRB LAVER 1*2 (FORTfFIBER
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METAL LATH
STUCCO
0
LJOOD SHEATHING
OR 1116' ZIP SHEATHINCs SYSTEM
( INSTALLED PER MANUF. SPECS.)
SELF-ADHESIVE FLASHING - - - - -
2 1/2 "
CORNER BEAD
CORNER BEAD
(FASTENER 4 SPACING a -l" O.G.)
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DfRECTLY TO MASONRY
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Universal Engineeti[W
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2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SVBDIV. 8a LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
AUG 1 4 2020
WCHAEL C. ANDERSON
AR NO 17305
Erscain-i 2013
DATE: OS / /
SCALE: 1/4"=1'-0"
SHEET
A3
2x6 SUB -BAND
W/1 "x4" NOTCH 6
END, WRAPPED IN
Rr-r-L 4 STICK
DRIP EDGE
1/0" TEXTURED
FINISH a WOOD
1/2" TEXTURED
FINISH a CMU
1\
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METAL FASCIA \
WRAP Ya' FROM \
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{ WRB LAYER el,
$ STUCCO WRAP (FRAME ONLY)
WR5 LAYER 02, FORTIFI5ER
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ROOF KICK OUT REMOVED
FOR CLARITY
ROOF DECK (BEYOND)
DRIP EDGE, 1" OFF WALL
(NOT INTO STUCCO)
�— 11/5" TEXTURED FINISH
WOOD, 1/2" TEXTURED
i
/ FINISH a CMU
`-! 2x& SUB -BAND W/1"x4" NOTCH a
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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 TRU55 TO BE CUT 6
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4"x4' - ®'
5CA55ED TO TRUSS
W/126 NAILS 6'-8"
O.G. MAX.
2x SUB -BAND W/lY"x4"
NOTCH a END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL Cap WALL
SUB BAND DETAIL C WALL
W./KICK—OUT-
FRAME OR CMU
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
WAHx4" NOTCH 6
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT a
ROOF 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 4 STICK
*ROOF CEMENT a
ROOF EDGE
OMITTED FOR
CLARITY
Reviewed for Code
Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a bd esigngroup.com
AA #: 0003325
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SXMDIV. 8e LOT:
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"1672-ARIA"
GARAGE SWING:
RIGHT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
160 MPH EXP. C
ARCHITECT:
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO 17305
rZSLJN a DATE: 08 13 20
SCALE: 1 /4" =1' — 0"
SHEET
A6
38'-8"
12,;0" 26'-8"
4 10'-8" 91_611 13'-4
EXTEND
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FOUNDATION NOTES
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE+-0 0'.
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION +-0'-0", SEE SURVEY PLOT FOR NAVD.
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.
ll.OINDICATED #5 BAR, OINDICATES #6 BAR,OINDICATES#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 1N 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 -1 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 W1.4xW14OVER
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE11,
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY. p
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF.
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SHORT
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FM-12x18
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24"
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24"
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12"
(2) #5's
(2) #5's
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VARIES
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1
FMC-12X13181 SECURE A/C SIMPSON i k14STRAP TO UNIT ROLL STRAP
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CREEKSIDE
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LOT #40
7 ROJECT*
4321.200 040R1
11:ODEL:
4EAB
"1672-ARIA"
9
GARAGE SWING.
r�i
RIGHT
ItF
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FOUNDATION
PLAN
160 MPH EXP. C
ARCHITECT:
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSOI
�AR NO 173C5 a
T 08/13/20
1/4"=1'-O„
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STEEL REINFORCING IN GROUTED
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2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591'
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DETAILS
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ARCHITECT
STATE OF FLORIDA
G
AUG 14 2020
I
I I'ICHAEL C. ANDERSON
AR IVO a'� OS
SCALE: 1/4"=f—o
SHEET
Yam./ l e 2 1 $
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 Wl 10d x.1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
6. BOTTOM OF LINTELS ARE TO BE PLACED ATTOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR UNLESS
NOTED OTHERWISE.
HEADE
SCHEDULE'
MARK
DESCFUPTIIO
REMARK
(D
(2) 2X8
BEAM SCHEDULE
INDICATES OPENING BELOW / T.O.B.= TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
fc
(Psi)
SIZE
REINFORCEMENT
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
"CAST-CRETE" SAFE LOAD TABLES
SAFE LATERAL LOADS FOR
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
8" PRECAST & PRESTRESSED
U-LINTELS
SAFE UPLIFT LOADS
FOR 8"
PRECAST
& PRESTRESSED
U-LINTELS
SAFE
LOAD
-POUNDS
PER
LINEAR
FOOT
Wr4o Ir
*
SAFPL
OAD
C�p�4t74i9�
SAFE
LOAD
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PER
LINEAR
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TYPE
LENGTH
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W&W
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MI&M
WM
OF2400
BF2&0
IFU40
TYPE
LENGTH
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8P3,2r
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8FIGJr
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8F24-V
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TO (42') PRECAST
2291
3m
3779
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1025
1024
1598
8'$• (42') PRECAST
1569
2956
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4005
6113
7547
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10a94
11609
law
205
3624
4394
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$132
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4'-0' (417 PRECAST
low2N3
2661
2751
30D
4690
am
7084
81W
4'4' (48) PRECAST
m
m
1808
NO (48' PRECAST
1383
22M
m
3615
4570
am
am
4W5
6113
7547
BW4
10a94
11009
1303
2305
8080
3615
45T0
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4'�' (547 PRECAST
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1969
2110
2991
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4678
54M
4'�' (547 PRECAST
592
591
1073
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12W
2010
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3W5
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5V0
2189
1 4875
1 6119
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1029/
11809
1207
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4048
4711
6879
6�' (84� PRECAST
1217
1349
14M
19W
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3123
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4249000
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411
411
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9-10' (70') PRECAST
1082
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3470
8'-10' (M PRECAST
340
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818
5-10' (M PRECAST
909
15Wpq
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259Ew
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1451
2622
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71e6"
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3107
302D
4133
8'$' PRECAST
(
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4989
60M
8' 8' (78-) PRECAST
507
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490
8°fi' (78') PRECAST
636
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7$' (90") PRECAST
424
534
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328
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1643
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10'4' (12n PRECAST
475
596
m
1247
20M
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2103
2630
1041! (12n PRECAST
254
401
180
10'4' (128') PRECAST
m
575
910
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643
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163E
209a
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630
606
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2055
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11'�' (138� PRECAST
882
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2423
3127
4008
11'�' (138� PRECAST
280
452
154
11'+14' (738') PRECAST
474
504
600pq
1037pq
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17ftm
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1366
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2423
3127
4000
494
MIT
104*ol
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1015w
21Ca
1" (1441 PRECAST
337
a40
673
1254
1094
2103
2905
3W2
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244
402
137
lro (144' PRECAST
470
4W
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11
1
1501
50
673
1264
1664
2193
2806
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470
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1NOm
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20M
13'4' (150') PRECAST
208
471
745
1075
1420
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2310
2088
13W (180I PRECAST
217
324
110
ISW (I80') PRECAST
418
30
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786 on
954 n
11
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471
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1075
1420
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428
400
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14'-0' (188� PRECAST
219
424
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1002
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289
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14'-0' (188� PRECAST
394
Mom
m724
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1
127E
442
700
laps
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2127
263p
410
425
717 w
11083m
1366pq
150m
18Wpq
14'4' (178) PRESiR
N.R.
NR
NR
NR
NR
NR
NR
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14'4' (178') PRESTRESSED
N.R
284
91
14'48' (178n PRESTRESSED
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334
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672
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m
1370
1902
2245
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2112
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900 m
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1734
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NR
NR
NR
NR
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15'-' (184' PRESTRESSED
N.R.259
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313
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148
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24'-0' (2887 PRTs4TRE38FD
N.R.,
91
W
24%7 W1 PRESTRESSED
i24
17964
2W
as
416
4N
W1Z9
MO
40
VAON
1002
1222
IN I
M 1
319 ml
40M
Mai
767
W6 pn
(#) 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'BAFE LOAD TABLES' BY CASTCRE7E MAY 2015 EDITION PRECAST 13Y OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
-ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINII IIUM 4' OF BEARING PAST EACH SIDE OF VANDOW OPENING
PRODUCT CON ROLNOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE-
DIVISION ACCE TANCE#:16-0126,03
1
1
1
1
1
1
1
1
1
1
1
1
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1
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100
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8F16-1T/0M/0B 1 i 8F28-1T/0M/1B
M"amWA �7'2��A ac:::::.mL .rmmm mom m m mm m m m==m mmm ter. r. r. Em
Reviewed for cafe
LIFT BEAM PLAN sal
Universal Engineering
$Genes
SCALE: 1/4" = V-0"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F-
a
%{
Q
'
CREEKSIDE
PHASE II
LOT #40
PROJECT#
4321.200 040R1
MODEL:
4EAB
"Iarjo ADTA"
ARAGE SWING:
RIGHT
PAGE:
LIFT BEAM
PLAN AND
NOTES
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
AUG 14 2020
ICHAEL C. ANDERSON
.AR C ?7005
DATE. -
SCALE: 1/4"=fG ti
SHEET
S 2
#5 CORNER BAR W/ 30" LAP FOR EACH
COURSE OF BOND BEAM
VERTICAL REBAR W/ 10" HOOK
NOTES TO THE INSPECTOR/CONTRACTOR
1. PLACE LINTEL ACROSS TOP OF OPENING.
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL.
3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING
PLACE STEEL
HEIGHT.
REINFORCING (L2)
4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN.
STRUCTURE. ADOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST
TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE.
5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM
COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL
REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE
TOP OF THE LINTEL
2 a
6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
8xl6 DBL. BOND —
BEAM W/(1)#5BAR
Q¢�
6
EACH COURSE
W$(BOND AM ) #5 BAR.+� • BOND BEAOM
BOND�1#5
BOND BEEAM
TYP.8"xl6' �p
BOND BEAM
TOP OF
BOND BEAM
AOQ O U = UNFILLED
D GROUT GROUT SOLID FROM TOP W
30" TYPICAL I (�
LINTEL TO TOP OF BOND OF OPENING
NOMINAL VI/J # OF #5'S,1N 2ND BOND
WIDTH L
BEAM COURSE BEAM, IF FILLED LINTEL.
SEE NOTE 5
#5 BAR IN BOND BEAM
A �� in R 8x8 PRE -CAST CONCRETE �+
QR� O NOMINAL
OMIN L—��1 Uri —, 1 V 1/ LJ LENGTH OLINTEL W/ F BARBAWIDTH OF MASONRYHEIGHr
BOND OP OPENING-2" BEAM DESIGNATION
'{j CORNER ITS THIS ENGINEER'S INTENT M COURSE OR ' 2
C h A /� THAT XFXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8X6 PRE -CAST CONCRETE
REINFORCING OF BOND BEAM AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (Li) REFER
1 IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS
SCALE: 3/4"=1'-0" AND XUXX- lT/1M/OB INDICATES A DOUBLE BOND BEAM ABOVE'.. UNFILLED TOP
,- OF OPENING
LINTEL
r; AND XUXX 1T/0M/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL
PRECAST HEADER(MIN)
DBL BOND BEAM
H AT HIGHER ELEVATION 2x4 (MIN 2 X 3) 1-3/16
TAPCON OR DRIVE PIN (MIN
j SHANK SIZE.145 MIN HEAD
DBL. BOND BEAM SIZE .300 MIN EMBEDMENT 1
j AT LOWER ELEVATION WINDOW 1/4") 8" FROM EACH END AND
Iz,. 18" O.C. MAX.. MIN 1-1/4"
#5 BAR BENT EMBEDMENT
AS SHOWN
2x6 {MIN 2 X 3} 2-3116 TAPCON
.319, OR DRIVE PIN (MIN SHANK
PRE -CAST
SIZE.145 MIN HEAD SIZE .300
WINDOW n- MIN EMBEDMENT 1 1/4") 8"
_ 70„ y SILL � FROM EACH END AND 18"
2 SLOPE O.C. MAX. MIN 1
EMBEDMENT
' 2x8 (MIN 2 X 3) 2-3/16
>d TAPCON OR DRIVE PIN (MIN
OPEN FACE SHELL SO
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/
#S MIN REQUIRED IN
k
18" O.C. MAX. MIN 1-1/4" MIN. 2-12d PER BLK. EA. END BOND BEAM EACH CELL HOOKED IN
TOP BOND BEAM W/ EMBEDMENT
STANDARD ACI HOOK 7/16" OSB SHEATHING
CMU WALL
CORNER BARS TYPICAL MASONRY WINDOW
AT CORNER STEP SILL CONSTRUCTION ARCHWAY'FRAMING DETAIL
SCALE: 1 1/2„=l'-0, 5 SCALE 3/4„_t _0„
SCALE3/4"=V-0
PROVIDE3" DIA. HOLE IN
LINTEL SO THAT VERT.
REINF. BAR CONTINUES
THROUGH LINTEL.
SINGLE #5 CORNER
BAR, 30x30 TURNEDUP
OR TURNED DOWN INTO STEEL REINF. OF
/
FILLED CELL BOND. BEAM
PROVIDE #5 BAR
LE REINF.,BAR(S), AT EACH SIDE
STEEL REINF. OF OF ELEVATION
3ROUTS BENEATH BOND. BEAM CHANGE
CHANGE IN
ELEVATION OF BOND BEAM.
SCALE 3/4"=T-0"
SINGLE LINTEL, MULTIPLE OPENINGS
I
Reviewed for Code
Compliance
Universa^l �Enflineering
Scwnces
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325''
t
FY
r�
T:
"
W
O
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A
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UBDIV. 8c LO1°°
CREEKSIDE
PHASE II
LOT #40
ROJECT#
4321.200 040R1
I ODEIz
F
4EAB
"1672-ARIA"
a GARAGE SWING:
RIGHT
PAGE:
DETAILS
k,.
60 MPH EXP. C
(:,y
ARCHnIECT'
STATE OF FLORIDA
-vv
AUG 14 2020
MICHAEL C. ANDERSON
AR NO 17305
d�arF
OS 13 20
A
S2
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 1 112" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S 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
SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC
PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE
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
ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE
THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW.
1. ';ROOF GIRDERS W/ UPLIFT IN EXCESS OF2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2.'ICOORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3.ITRUSS COMPANY / ENG NEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4.'IAVOID PLACINGA TRUSSPERPENDICULAR TO ASTEEL COLUMN.
M' INTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
GIRDER/TRUSS
W/2X6 BOTTOM
CHORD
2x4 SCAB NAILED TO
END J AC--:K:::ff TRUSS'B0170M
CHORD W/MIN (4)10d
WH 'RE APPLICABLE NAILS FOR EACH
II HORD CONNECTION
TRUSSES W/2X4
BOTTOM CHORD
`DIAGONAL
BRACING/BOTTOM
CHORD BRACING
DISSIMILAR I BOTTOM CHORD BRACING @ END
TRUSSES W/2X4
BOTTOM CHORD
DIAGONAL
BRACING/BOTTOM
CHORD BRACING
DISSIMILAR II'I BOTTOM CHORD
OGF1L{. MIX
GIRDER/TRUSS
W/2X6 BOTTOM
CHORD.
2x4 SCAB NAILED TO
TRUSS BOTTOM CHOR
W/MIN (4) 10d NAILS
FOR EACH CHORD
CONNECTION
RACING - @ MID RUN
ISCALE. KLTA
CONNECTOR SCHEDULE
CONTROL DATE: 01/27/2020
MiTek USP
SIMPSON
MiTek USE
' SIMPSON.
DES
UPLIFT
GRAVITY
DES.
UPLIFT
GRAVITY
FASTENER
FASTENER
HTA 16 18
1625
META-16
1450
(8)10d X 11/2" 1-PLY, (7) l6d 2-PLY, EMBED 4"
(9) 10d x 111/2"
1-PLY, (6) 16d 2-PLY, EMBED 4'
(2)HTA 1618
2430
(2)META-16
1985
(12)10d x11/2"QPLY, EMBED 4"
(10)10dx
1/2" 1-PLY, EMBED 4"
HTA 16
1870
HETA-16
1810
(10)10d X 11/2", (8) 16d 2-PLY, EMBED 4"
(9)10d x 11/2"
1-PLY (8)16d 2-PLY, EMBED 4'
NTA 20
1870
HETA-20
1810
ITT)10d x 11/2", (8)16d 2�PLY, EMBED 4"
(9)10d x 1112
1-PLY (8)16d 2-PLY, EMBED 4
P
(2) HTA-20
2430
12PHETA-20
2035
(12)10d x 11/2", 1 PLY .EMBED 4"
(10)10d x
1/2" 1-PLV EMBED 4"
2500
10 16d 2-PLY EMBED 4"
( )
12 16d 2
( )
PLV EMBED4
LUGT-2
1655
LGT-2
1885
BLK (5)1/4"x3"Wed- eeolt+Anchors,WOOD 16) 10d
g (
(7)-1/4 x2
1/4" TITEN, WOOD (16)16d
WGT-3
3380
LGT3-SDS2.5
34M
CONIC (4) 3/8" X 5" Wedge-Bolt+Anchors, WOOD (12)M25
(12) 5D51
4'x3" Td GIRDER, (4) 3/8" x 5" TITEN HD TO WALL '
DHTA-20
2430
DETAL-20
2480
(16)-10d x I V2. I P LY ALTERNATE USE OF(2)WA-20 ACCEPTABLE
(18)-10d
11/2,1. PLY ALTERNATE USE OF(2)HETA.-20 ACCEPTABLE
MUGT15+
3945
MGT+
3965
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (221 10d TO WOOD)
(1)5/8" A.}.R.
IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (221 10d TO WOOD
HUGT2+
9575
HGT-2+
10690
WOOD (8) 10d, MASONRY (2) 3/4"A.T.R
(2) 3/4" A.
R. IN HIGH STRENGTH: EPDXY (MIN. 12" EMBED), (161 10d TO WOOD
HUGT3+
9960
HGT-3+
10690
-
WOOD (8) 10d, MASONRY (2) 3/4"A.T.R
(2)3/4" A.
R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) 10d TO WOOD
LPTA
1510 PARALLEL TO WALL
1470 PERPENDICULAR TO WALL
LTA2
1210 PARALLEL
1210 PERPENDICUIMITO
WALL
TO WALL
(10)10dx 11/2"
(10)10dx
1/2
MUGT15
3945
VGT
4940
(1) S/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/(6)10d FACE/(12) 10d BACK OFTRUSS
(1) 5/8 A
.R IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) SIDS 1/4"x3"
HUGT
9575
(2) VGT
7185
(2) 5/8" A.T. R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED),(8)10d
(2) 5/8 A
R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (32) SIDS 1/4"x3"
MTW 12
965
MTS-12
990
(14)10dx I1/2",(14)10d
(14)10dX
1/7"
HTW 16
1355
HTS-16
1310
(16)10d%12y V%(16)10d
(16)10d XL
1/2"
H7W 20
1355
HTS-20
1310
(24)10d X 11/2", (20)10d
(24) 10d X
1/21,
HTW 24
1355
HTS-24
1310
(24)10d X 11/2", (20)10d
(24) IOd x
1/2
LSTA 12++
930
LSTA72++
925
(10)IOd
(10)I0d
LSTA 18++
1235
LSTA-18++
1235.
(14)Wd
(14)10d
MSTA-18++
1310
MSTA-18+F
1315
(14) lod
(14) 10d
MSTA-24«
1640
MSTA-24,
1640
f18)10d
(18)l0d
MSTA-30++
2065
MSTA-30++
2050
(22) 10d
(22) 10d
MSTA-36++
2065
MSTA-36++
2050
(26)10d '(26)10d
KSTI236
2765
MSTI-36
3800
(36)10d X 11/2"
(361 lOd X
1/2
KT51248
5105
MSTI-48
5070
(48)10d X 11/2"
(48I 10d X
1/2
LFTA6
990
H6
1055
(16)8dxll/2",(16)8d)
(8)8d TOP
TES(8) 8d TO STUDS.
SPT4
875
SPA
925
(6)10d TO STUDS (6)10d TO PLATE
(6)10d x 11/2
TO STUDS
MP34
5251N F1 @ 160%
A34
430
(4) 8d x 11/2" TO BEAM, (4) 8d x 11/2 TO POST..
(4) 8d x 1
2 TO BEAM, (4) 8d x 11/2 TO POST
HHCP2
680
HCP2
590
(10) 10d x 11/2 TO TRUSS (10)10d X 11/2 TO PLATE
(12) lOd X
1/2
RT16A
1020
H1OA
1040
(9) IOd x l l/2 TO TRUSS (8)10d X l l/2 TO PLATE
(18) 10d X
I L
MUGTIS & PHD4A
4175
VGT & HOU4
4940
(28) 10d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/5/8 THREADED ROD
(16)SDS
4 x3' TO WOOD, (10)-551/4 x21/2' W/THREADED ROD, (2) NUTS/WASHER/2 PLY
MUGT15 & PHD4A
41J5
VGT & HD78
4940
T 58"THRE. �
(28) lOd TC TRUSS, (1C) W53 WOOD SCREWS TO POST W/ / ADED ROD �
16-SDS14"x3"TO
( I
WOOD 334"STUD BOLTS W.. THREADED ROD 2NU.5 ASHER 2PLV
, O /. / , (I (W /
PAU44
2535
6775
ABU 44Z
2300
7750
(1) 5/8"A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC., (12j 16d TO WOOD
(ll 5/8" A..k.
IN HIGH STRENGTH EPDXY, (MIN. ] EMBED.) IN CONIC, (121 i6d TO WOOD
PAU66
2455
16005
ABU 66Z
2190
18205
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., I12)16d TO WOOD
(1) 5/8" A..R.
IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC; (12)16d TO WOOD
LTS19 +++
1205
LTT19+++
1310
(I) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (8)10d TO WOOD
(1) 3/4" A..R.
IN HIGH STRENGTH EPDXY, (MIN. T' EMBED.) IN CONC., (8130d TO WOOD
LTS20B +++
1100
LTT20B+++
1500
(1) 3/4 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (10)10d x 1-1/2 TO WOOD
(1) 1/2' A..R.
IN HIGH STRENGTH EPDXY, (MIN ] EMBED.) IN CONC., (10)10d TO WOOD
HTT45
4160
HTT4
4455
(1)5/8 A.T.R. IN HIGH STRENGTH EPDXY {MIN.7" EMBED] IN CONC.,(18)16d X 21/2"I
(1)5/8 A.I.R.'
IN HIGH STRENGTH EPDXY (MIN. 7 EMBED,) IN CONC.,(26)16dX21/2'
HTT45
5005
TITS
5090
(1)5/8 A.T.R. IN HIGH STRENGTH EPDXY IMINJ" EMBED] IN CONC,(26)16d% 21/2",
(115/8"A
,R. IN HIGH STRENGTH EPDXY (MIN. 7EMBED,I INCONC.,(26) 16dX21/2"
UPHD11+
14395
HHD01l-SDS2 5+
11810
(1)1". A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED) IN CONIC., (24) W53 WOOD SCREWS
(1) 1" A.T..
IN HIGH STRENGTH EPDXY, (MIN 10 EMBED.) IN CONIC„ (24) SUS M" x 2%" WOOD SCREWS
PHD5A
TDXS
6525
7870
HDJB
6645
(1) 5/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONIC. (14) WS3 WOOD SCREWS
(1) 7/8" A..
IN HIGH STRENGTH EPDXY, (MIN.7 EMBED.) IN ICONC., (3) 3/4" STUD BOLTS TO WOOD
(I) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONIC. (3) 7/8" STUD BOLTS TO WOOD
NFM35X12U
2580
7130
MBHA
3.56/11:25
3475
- 5330
(1) 1/2- 1-BOLT W MIN 6" EMBED.& NOT LESS THAN 4" FROM EDGE OF CONC W/3/4"';DIA 1TW RAMSET/REDHEAD
DVNA BOLT SLEEVE ANCHOR OR EQ W/MIN S"EMBED INSTALLED IN FACE (14)10d AT JOIST
(1) 3/4 A,
EPDXY (MI4.
.R. IN HIGH STRENGTH EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. TOP, (1) 3/4" A.T.R IN HIGH STRENGTH
6.75"EMBEDMENT) INCM.U:FACE, (18)1Ud TO BEAM
HUS4121F
3615
2710(100%)
HUSC412
(WOOD)
3435
263S(100%)
O W
(10)l6d TO HEADER, (10)16d i0 WOOD
(10)16dT
HEADER, (101 16d TO WOOD
3325(125%)
3T20(12")
®
HD4101F(CMU
1910
3080
HUC410
(CMU).
1800
4500
(18)1/4 x 3p'pk WI3 SCREWS, (10) IOd TO
WOOD USP (20I3/16 TAPPER+, 110110d TO WOOD
(19)1/4x
3/4- TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD:
HD210-21F (CMU)
1950
3080
HUC210-2
(CMU).
1800
4500
118)1/4 x3""W53 SCREWS, (lOJ lOd TO
WOOD USP(20I 3116 TAPPER+,(10) 10d TO WOOD
118)1/4 x
3/4 THEN (9 PER FLANGE) TO CMU, (10)10d TO WOOD:
_
H0210-31F (CMU)
Z795
5015
HUC210-3
(CMU)
Iwo
4500
(18)1/4 ' x 3"". WS3 SCREWS, (10)10d TO
W000. USP (20) 3/16 TAPPER+, (10) lOd TO WOOD
(18)1/4 x
3/4 TITEN (9 PER FLANGE) TO CMU, (10)10d TO WOOD:
LGUM26-2
2125
6065
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ARCHITECT -
STATE OF FLORID
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@ 241' O/C, SUBMIT SHOP "ROOF/WALLlFLOOR
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" AND APPROVAL FASTENER SCHEDULE"
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1 SHEATHING (1) SIMPSON HETA16 # 1100 UPLIFT SIMPSON
I (9) 10d x 1 Z' NAILS TO TRUSS ROOF/WALL/FLOOR TRUSS ANCHOR WITH NOTE, APT SYP #2 2" x 4", HTSM20 W/10 10d TO
B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH
I" 12 16d x 1 1 NAILS TO TRUSS (9) 10d x 1 Z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED TRUSS AND (4) 114" x 2 1!4"
( ) z FASTENER SCHEDULE" GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3"
TITEN 2 ANCHORS TO
DBL STRAP, 1 EACH SIDE WRAPS UP AND
OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O!C TO FACILITATE ONE CONT POURED LINTEL `
O NOTE: APT SYP #2 2" x 4", CONJUNCTION
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JUNCTION WITH ACCOMMODATE GIRDER # 1900 UPLIFT (2) SIMPSON
st (16) 10d x 3 4" NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED HEAVY UPLIFT TIEDOWN REQUIREMENTS. HTSM20 INSTALLED ON PRE-ENG TRUSS
E, (2) SIMPSON HETA16 TRUSS ANCHORS W/ 1Od NAILS, 2 ROWS, 3 CONNECTOR OPPOSITE FACES OF
WITH (12)16d x 3 z" NAILS TO GIRDER O/C TO FACILITATE ONE BLOCK WALL W/1010d TO
ADDITIONAL PLY MAX. TO TRUSS AND (4) 1/4" x 2 1/4"
A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN CONTINUOUS BOND BEAM
ACCOMMODATE TRUSS TITEN 2 ANCHORS TO )
1x2, 2x WOOD FASCIA WITH (4) J" x 5" TITEN HD TO CMU AND (12) SIDS CONT POURED LINTELN1SEE ARCHITECTURAL ANCHOR REQUIREMENTS. ;" x 2 z" TO GIRDER s
2x SECURED W/ (3) 1fid
B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH
GALV. COMMON NAILS. ENGINEERED WOOD ( e
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=1 GALV. COMMON NAILS s SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL
3" TO GIRDER
12" O/C FOR REVIEW 2x SECURED WL (3) 16d C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH
y' AND APPROVAL GALV.COMMON NAILS. (2)-!" x 5"TITEN HD TO CMU AND (18) SDS 4" x 3"
MASONRY BOND SCREWS TO GIRDER ( EACH TIEDOWN)
1x2SECURED W/10d BEAM
GALS. COMMON NAILS ENSURE THAT CELLS ARE GROUTED
SEE SCHEDULE ly
MASNRY
1C SOLID. 8" EACH WAY OF BOLTS
SEE SCHEDULE BOND
D BEAM A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) 12 O AA LOWABLE UPLIFT - 3285 LBS (2 OR 3 PLY) TITEN 2 ANCHORS MIN
B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) B AL OWABLE UPLIFT = 4725 LBS (2 PLY MIN.) 2" COVER & 2" APART ka
rj C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885LBS (2 PLY MIN.)
REPAIR OF MULTIPLE
TYPICAL TRUSS'
TYPICAL ROOF MISPLACED EMBEDDED TRUSS ANCHOR
1 a 1 b 1 C SCALE: 3/4"=1'-0" 3 SCALE: 3/411=1'-0"
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4 0'-0" TO 30'-0" (1) "X" BRACE SEAMS) -
X"BRACE 30'-1" TO 60 -0 (3) "
(1) "X" BRACE @ CENTER SECURE 2x1 PT. PLATE
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PLAN FOR LOCATION TRUSS ENG) CONT. 2x4 SECURED W/
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ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE 7
THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2
FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO F1 AND F2 FORCES.
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ARCHITECT
STATE OF FLORIDA
AUG 14 2020
08/13/20
SCALE: 1/4"=1'-0"
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PRE-ENG GABLE TRUSS
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LOCATION
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GARAGE SWING:
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PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
AUG 14 2020
MICHAEL C. ANDERSON
AR NO T7305
[DRAS
08/13/20
SCALE: 1/4"=1' - 0"
SHEET
3. IB
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HIP ROOF
ROOF WIND DESIGN PRESSURES
NET (GROSS) ASCE 7-10
ZONE 1 = 23.79 PSF (33.79)
ZONE 2 = 39.48 PSF (49'.48)
ZONE 3 = 67.16 PSF (77.16)
"A"= 4'-0" END ZONE DISTANCE
BASIC WIND SPEED: 160 MPH
WIND EXPOSURE: "C"
'RISK CATAGO RY: 11
APPLICABLE INTERNAL
PRESSURE COEFFICIENT+- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
CCEMENTITIOUSTILE AND METAL ROOFING, USE ROOF WALL FLOOR
MIN. 5/8 CDX EXT. PLYWOOD, WITH ad RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED SHEATHING
PANEL EDGES AND 8d RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE DETAIL FASTENER SCHEDULE
—
ROOF SHEATHING TO GABLE END FRAME USE
Sd GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IR4' OF GABLE_, NAIL SCHEDULE
END.
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
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170,000
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SCREW SHANK
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SCREW SHANK
2 1/2"
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PNEUMATIC
SCREW -NAILS
1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4'
2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST 2 FRAMING
ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END.
RAFTER OR TRUSS
ROOF SHEATHING
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
AND 8d RING SHANK GUN NAILS 4" O.C.TOP &
BOTTOM PANEL AND 8d RING SHANK GUN
NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS
OR 7116" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
8d RING SHANK GUN NAILS @ 4" O.C.
TOP & BOTTOM EDGES `
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C8d RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d x 2 1/2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12" 0.
FIELD J\
TYP. 3/4"T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
GENERAL
NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33, MAXIMUM AGGREGATE SIZE SHALL BE 3/4".
T
WOW:
STRUCTURAL
ARCHITECTURAL,
DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
MECHANICAL ELECTRICAL, PLUMBING AND SITE DRAWINGS CONSULT
PROVIDE 6°k AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
NON -BEARING. WOOD WALLS TOP PLATES & STUDS CAN BE SPF
ON STRUCTURAL
ON STRUC
URAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
URAL APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 34'.
ALL WOOD FOR BEAMS, BEARING WALLS., SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318 14
BUILDING CODE REQUIREMENTS F
BUILDING CODE
PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON
CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF
FOR STRUCTURAL
CONCRETE ACI 530-131ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF
ELASTICITY = 1,400,000 PSI. ALL WOOD IN. CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD -FORMED
STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND.AISC SPECIFICATIONS
.DRAWINGS. SEAMS LAPPED 61NCHESAND SEALED WITH ADHESIVE TAPE
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
ALL DETAILS
AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND "
FORM WORK:
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
SHALL BE
CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING; AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS,
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT VAHERE
A DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE. WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
CONTAINS MORE THAN Y=" OF HEARTWOOD.
ALL DIMENSIONS
AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWING
. 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
NTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING,. FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE WWW
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 THE TYPE OF 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'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES
TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE
MESH:
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING E
ECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
TEMPORA
Y 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
"NATIONAL
SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE DESIGN SPECIFICATIONS FOR
THE. CONTIIj�ACTOR
SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
STRESS-GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND
REQUIREMENTS
AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SCALE
DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL. DIMENSIONS PRIOR
REINFORCING STEEL:
CONNECTOR PLATES SHALL BE A.MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL
TO WORK
DERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
MEETING THE REQUIREMENTS OF ASTM A446,.GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
DESIGN
LOADS:
W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS. CONSTRUCTION:, AND "TPINVTCA BCSI 1"
LIVE LOAD FLOOR: LIVE LOAD 40
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
.ROOF:
psf
REVIEW.
WOOD TRUSSES.
20 psf TOP CHORD . -non -concurrent
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
.
10 psf BTM CHORD. -non -concurrent
#5BAR - 30" #7BAR - 42"
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF -
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR -.
DEAD LOAD DEAD LOAD
FOR ADDITIONAL INFORMATION.
INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WTH ANSI A58.1-1982.
15 pef TOP CHORD 20 psf TOP CHORD
(7,psf w/ASPHALT SHINGLES) Ito 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
i 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:.1 Opsf
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
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
WIND:
DEAD LOAD SPEED 1MPH
) U SECOND GUST
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
.DETERMINATIONS, FEASIBILITY &ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
(ASCE 7-10 (FBC R2017)'EXPOSURE C,. RISK CATEGORY II)
LAYOUT, SPANS& ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
LIVE LOA
S: UNINHABITABLE ATTIC WITHOUT STORAGE: 1.0psf, UNINHABITABLE ATTIC WITH LIMITED
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
STORAGE:
20psf, HABITABLE ATTICS AND ATTICS SERVED WITH 30 sf BALCONIES EXTERIOR
p P (EXTERIOR)
WITHOUT THE APPROVAL OF THE ENGINEER.
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES, THE TRUSS FABRICATOR SHALL
AND
GUARD COMPONENTS: SOpsf, PASSENGER
GUARDS AND.HATHER
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
CDECKS:
VEHICLE
VEHICLE GARAGES:
OFILL
SOpsf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 3ppsf, STAIRS
AGE THANSLEEPING
MASONRY' A
PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
40psf
-
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
LICENSED PROFESSIONAL ENGINEER.
SHOP DRAWING REVIEW:
"SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE.
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 SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm.= 1500, PSI. BLOCK SHALL BE PLACED USING
.AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
DRAWINGS SUBMITTED REVIEW WILL BE SHOP DRAWINGS IN THE
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
ALL TRUSS TO TRUSS CONNECTIONS.
(COOUNCCECKED.
OFWITHOUT
SEPIAS DRAWINGS
OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
DOCUMENTS
WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX. SHALL HAVE A MAXIMUM 3/8"
WRITING BY
THE ARCHITECT:
COURSE AGGREGATE, .AND SHALL BE PLACED W/A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE GROUT.:
FOUNDATION/
SITE PREPARATION:
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
FOOTINGS!
WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
EXCAVATIQNS
AND SLAB SUB -GRADE SHALL BE COMPACTED TO DRY DENSITY OF AT LEAST 95% OF THE
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED.. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
MODIFIED
SOIL FOR !TERMITE
(PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE NTH ASTM D-1557. TREATALL
PROTECTION
CELLS TO BE FILLED.
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
THE OWNER
SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
REINFORCING.
SUCCESSFUL
COMPLETION OF SITE PREPARATION EFFORTS:. LOCATIONS FAILING TO MEET THE
-
-
GEO-TECHNICAL
ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
LAP VERTICAL. REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONTRACTOR'S
EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
MINIMUM
ESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
STRUCTURAL STEEL:
BE MADE BY THE GEO-TECH. ENGINEER.
THE MATERIAL, FABRICATION, AND 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 2B DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING. SHALL BE ASTM A-500, GRADE B,
--
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy. = 35 ksi. TUBE AND PIPE'
2.50
PSI .REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
3,000
PSI.. REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5". STRUCTURAL TERRACE SLAB
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
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.
BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
-
CONCRETE SHALL
COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC.
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
CONCRETE
ICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED, THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
ADDED TOT
E MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
DELAY IN SUCH
THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED IT SHALL BE THE
RESPONSIBILITY
OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
COMPLIANCE
WITH THE ABOVE.
REQUIRED C
ONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS
A. 3' FIC
R CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)',
B. FOR
ONCRETE EXPOSED TO EARTH AND/OR WEATHER',
1-
/2 FOR #5 AND SMALLER
2"
FOR.#6 AND LARGER
FOR
C. FOR
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
DOOR BUCK FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
1x2 PT FURRING TO
CASE HARDENED COIL
8" O/C
GARAGE DOOR BUCKElf2"
IA
TAPCON MASONRY
8" O/C
1 1/2 EMBED, 4" END DIST,
MASONRY! CONIC,
NAIL 1 7/2" LONG.
TO MASONRY/GONG:
HER
FASTENER
1 112 EDGE DIST
SGD AL. EXT DOORS
CASE HARDENED COIL
9" OIC
IMNDOW/DOOR/ FASTENED
GARAGE DOOR BUCK
WF
BOLT.
24"O/Cix
4 EMBED 4 END DISTEXPANSION
PT, SEENOTE 6
NAIL 1 1/2" LONG
STAGGERED
INTO MASONRY/GONG.
TO MASONRVICONC
ER
3 EDGE DIST
CONTACT. THIS ENGINEER FOR SPACING
WINDOW BUCK
CASE HARDENED COIL
9"O/C .
WINDOWfDOOR/ FASTENED
METAL STRAP TO
lxPT, SEE NOTE
NAIL 112"LONG
STAGGERED
INTO MASONRY/GONG.
MASONRY/CONC.-
REQUIREMENTS
EXT SWING DOOR
(2) 3116"DIA:
"TAPCON"
i6" EEC
1 112" EMBED, 8" END.
NON -BEARING WOOD
1/2""
EXPANSION
24 O/C
4" EMBED 4 END
BUCK 2x PT, SEE NOTE 6
NO WAS
FASTNER
DIST., 1 1/2 EDGEDIST,
WALL TO CONC. SLP.B
WI WASHER
BOLT
DIST., WEDGE DIST
2x PT WINDOW BUCK 0.138" PAF x 2116" 9" O/C 4" END. DIST., 1 1/2"
PT TO STEEL COL, SEE W/WASHER STAGGERED EDGE DIST
NOTES
N07E8
1- STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMER
4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS C)II. EQUAL SAME DIAMETER AS SPECIFIED HEREIN.
5. FASTENER SPACING FOR THE. BUCKS SHALL @p THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING. DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR. WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W1 TAPCONS OR PAF TO THE SUBSTRATE.
Reviewed for Cod.:
Comphia ;-e
Universal Erlymea.�9A :
$omnIues
ARCH C17-
STATE O FLORIDA
AIG 16 21
MICHAEL C. ANIMEERSON
AID NO 17305
PRINT
�/2o
�T 11S, F
�; Ia _
Planning &Development Services Department
Building & Regulations Division
Product Review Affidavit
'FL#orMfami-Dade
FLORIDA PRODUCT
REVISION EXPIRATION
Product:
Model#
--
Manufacturer
Glass Description
Method ofAttachment
Building Design
Product Design
APPROVAL REVISION
DATE
Pressure
Pressure._..
1/4" concrete screw 6" edge distance @ head, 4' edge distance @ jamb; 4' each side
of transom centerline to bucking. Fastener spacing @ 15" o/c max. @ head and jamb.
FL5891.2
R6
12/31/2021
Swing door
Smooth Star
Therma-Tru
N/A
Min. embedment; of all anchors to be 1 1/4"
(+36) / (-47)
(+67) J (-67)
Type 1: 3/16 or 1/4" ELCO Ultracon anchor 6" max. from comers, 113/4" o/c at jambs
16" @ head. 1 1/4"'embedment. Type Il:3/16" or 1/4' ITW concrete tapcon anchor. 6"
max. from corners, 7 1/4' o1c at jamb, 101/4 @ head. 11/4' embedment. Two
additional tapcon midspan and one at lower frame required vertically each side.
FL16103.1
R14
2/28/2021
SH Window
Ply Gem 1500
Ply Gem
Non Impact
Install per manufacturers recommended requirements.
(+38) / (48)
(+50) / (-50)
Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6' max. from comers, 14" o/c at jamb, 10"
@ head. 1 1/4" embedment. Type II: 3/16" or 1/4" ITW concrete tapcon anchor. G"
max. from corners, 8 1/2" o/c at jamb, .6"@ head. 11/4" embedment, Eight
additional tapcon top and bottom required horltontally, one midspan vertically each
FL16100.1.
R7.
11/3012022.
Vertical Mullion
:Ply Gem 1500
Ply Gem.
Non Impact
side. Install per manufacturersrecommended requirements..
N/A
N/A
Type 1:3/16' or 1/4" ELCO: Ultracon anchor 6' max. from comers, 14' o/cat iamb; 16"
@ head/ sill. 1 1/4' embedment. Type 11:3/16" or 1/4" ITW concrete tapcon anchor,
6" max. from corners, 8 1/2" o% a t jamb, 101/2' @ head J sill. 1 1/4" embedment.
Five additional tapcon top and bottom required horitontally,two midspan vertically
FL16104.2>
IRS
11/30/2022
Fixed Window
Ply Gem 1500
Ply Gem
Non Impact
each side. Install per manufacturers recommended requirements.
(+38) / (-48)
(+55) / (-55)
1/4" concrete tapcon anchor. 2 1/2" minimum edge distance. 6" max c1cfrom comers
Builders Series 4780 w/
and 20.1/4" max o/c elsewhere top, vertically and bottom. 21/'2" min embedment.
FL14634.1.
R4
12/31/2022
Sliding Glass Door
Ply Gem
Non Impact.
(+33)./ ( 41)
(+50) / (-50}
Sill Riser
1/4' concrete screw 6' edge distance @' head, 4" edge distance @ jamb, 4" each side
of transom centerline to bucking. Fastener spacing @ 15" o/c max. @ head and jamb.
FL20461.17
R4
12/31/2021
Opaque single
Smooth Star
Thermo Tru
N/A
Min. embedment of all anchors to be 11/4'
(+36),/ (-47)
(+47) / (-47)
door with transom
Double Garage
3/8" x 2-3/4" Hilt! sleeve anchors 6" from ends 22" 01C
FL167117.3
R11.
12/3SJ2020
16.2x7 73 y}F6
Clopay.
NJRi
{+29)/ { 35)
(+36) / (-42')
Door
use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" dia.
heads, long enough to penetrate through' plywood or 3/4' into boards. Use 4 nails per
shingle placed 6-1, 8' above the butt edge, approx. 1' and 13' from each end and 1/2"
FL7006..1
R10
12/31/2020
Roof'
IKO Cambridge
N/A
above each cutout. Drive nails straight so that nail head is flush with,but not cutting
(+36) J (-47)
N/A
into shingle surface.
I
Miami -Dade approved corrosion risistant tin caps and 12 ga. 1.1/4" annular ring
FL15216.1
R7
32/3S/2020
Underlayment
Rhino u-20
Interweb
N/A
shank nails spaced 6"O.C. at all laps and three staggard rows fastened 12" O C. In the
N/A
field,
Position Vent Flan e beneath loosened shingles aligned w/ deck opening. Apply ASTM
D 4586 orASTM D 3409, Type I roofing cement/mastic to the underside of the vent
flange at both the inside and outside perimeter and to continuously surround and seal
the flange, Slide the top and side Flanges of the vent underneath the shingles and
allow the bottom flange to fie on top of the shingles. Attach the vent with galvanized
orstainless steel roofing nails having min 12 ga.shank, min 3/8" diameter head and
sufficient length to penetrate through the sheathing (ring shank nails shall be used in
the HVHZ). Nails shall be located 1" from the edge of the flange and 8' O.C. along all
FL16918.3
R2
9J9/2026
Off Ridge Vent
OFF -RIDGE VENT WITH
TAMCO
N/A
four sides of the vent. All exposed fasteners shall be sealed with roofing
NIA
N/A
BAFFLE
cementJmastic all loosenedshingles shall be adheared down with roof
cement/mastic. Referto and follow ALL Manufacturers installation instructions. AOR
is not res ponsible for Errors, Omss ions or interpri La Lions of this Installation Method.
Apply Roofing Sealant on all sears inside the Roof Collar. Apply Roofing Sealant
along all (4) sides of the bottom of the Vent Flashing. Install in location under
shingles to roof deck. Fasten Base Flang to Decking using 1 1/4" Ring Shank Nails,
Fasten Base Flange w/(1) nail ea comer @1" from edge Fasters each Side of Base
Flange, using (3) napes spaced nominal 5" apart and 1' from edge. Fasten Top and
Roof Vent
Bottom using (3) nails spaced a nominal5" apart and 1" fromedge fora total of 22'
FL3792A
R11
9/16/2021
770-D
Lomanaco
N/A
nails. Seal all seams and nail heads and loose shingles. Referto and follow ALL
N/A
N/A
(alternate)•.
Manufacturers installation instructions. AOR is not responsible for Errors, Omssfons
or interpritations of this Installation Method. AOR is not responsible for Errors,
Omssios or misinterpretations of this Installation Method'.
FL24161.1
NONE
12/31/2020
Soffit
Variform Soffits
PlyGem
N/A
FL24161 1
(+31.6) J (-38,8)
(+77.0)/(-73.6)
1/4" x 20 stainless steel or ELCO Panelmate with minimum embedment @ 1 314" in
Hurricane Panels
Hurricane Storm
concrete / masonry, 2 1/2" min. edge distance, 12"`o1c max. spacing. Can be headed
FL16293.1
R2
12/31/2020
Less than 6' span,
24 GAGE
panel MFG.
N/A
screw or all thread but with wing nuts
N/A
+ or - 20 p.s. f
1/4' x 20 stainless steel or ELCO Panelmate with minimum embedment @ 1 3/4" in
Hurricane Panels
Hurricane Storm
concrete / masonry, 2 1/2" min. edge distance, 12" o/c max. spacing. Can be herlded
FL1fi293'1
R2
12/31/2020
.
bspan or more
24 GAGE
panel MFG.
N/A
screw or all thread but with wing nuts:
N/A
+ or - 20 ps €
install per manufacturers recommended requirements.
-
FL17147.1
R4
6/27/2021
Zip System.
Wall Sheathing
Huller
N/A
N/A
N/A
Sheathing
Reviewed for
Sc en :es
CONTROL DATE O- 2
a
8. ;3. 20
•
q
1 / a f,-^ 9-O"
s