HomeMy WebLinkAboutBuilding PlanY
1430 CULVER C)RIVB NE, PALM BAY, F=L 32907
Tel: (321) 733-7092 Fax: (321) 733-7972
STATE OF CERTIFIED BU FLORIDA
DING CONTRACTOR:
DR HORTON HOMES
1430 CULVER DRIVE NE
PALM BAY FL 32907
r
TEL: (321) 733-7092
FAX: (321) 733-7972
CRITERIA:
ABBREVIATIONS
REVISIONS
INDEX OF
INDEX
DRAWINGS
-niORIDA BUILDING CODE,
7TH EDITION (2020)
-ALL LOCAL AND STATE CODESADJ.
-OCCUPANCY — RESIDENTIAL, GROUP R3
- CONSTRUCTION TYPE — VB
-MIN. INTERIOR FINISH — CLASS B
-BASIC WIND SPEED — Vult=160 MPH
Vasd=124 MPH
-EXPOSURE — C
-1—STORY RESIDENCE —
.2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL
AND STATE CODES
ABV.
A/C
ALT.
AMP.
BD.
cf.
CAB.
CEO.
CLR.
CONC.
CPT.
C,I'.
D.
DBL.
D.G.
D]A.
DIM.
DISP.
DP,
DR.
D.S.
DTL.
D.W.
FA.
ELEV.
EQ.
EXH.
EXT.
I'.GJFX.
F.G.
FIN.
FIR.
FLUOR.
FR. DR.
FTG.
GA.
CAR. DISP.
G.F.I.
GL.
GYP. BD.
H.B.
H.C.
NSUL. HT
INSUL.
INT.
ABOVE
AIR CONDITIONING
ADJUSTABLE
ALTERNATE
AMPERAGE
BOARD
CENTER LINE,
CABINET
CEILING
CLEAR
CONCRETE,
CARPET
CERAMIC TILE
DRYER
DOUBLE
DUAL GLAZED
DIAMETER
DIMENSION
DISPOSAL
DEEP
DOOR
DOWNSPOUT
DETAIL
DISHWASHER
EACH
ELEVATION
EQUAL
EXHAUST
EXTERIOR
FIXED GLASS
FUEL GAS
FINISH
FLOOR
FLUORESCENT
FRENCH DOOR
FOOTING
GAUGE
GARBAGE DISPOSAL
GROUND -FAULT CIRCUIT
INTERRUPTER
GLASS
GYPSUM BOARD
HOSE BIB
HEADER coxE
HEIGHT
INSULATION
INTERIOR
LUM.
M.C.
MFR.
MIN.
M.T.
MTD.
MIL.
N.T.S.
O.C.
PL
P.B.
PH.
PLT.
PLYWD.
PR.
P.T.
R.
RAD.
R.A.G.
REF.
RM.
R.O.
S.C.
S.D.
S.H.
SELL.
SHTHG.
SIIWR.
SIM.
SL.
sL.GL.
STD.
sws
TEMP.
TIIK.
T.O.C.
T.O.P.
T.O.S.
`LYP.
U.N.O.
V.P..VAPOR
W
WD.
WDW.
W/H
W.I.
LAVATORY
LUMINOUS
MEDICINE CABINET
MANUFACTURER
MINIMUM
METALTHRFSHOLD
MOUNTED
METAL
NOT TO SCALE
ON CENTER
PROPERTY LINE
PUSHBuLEON
PHONE
PLATE
PLYWOOD
PAIR
PRESSURE TREATED
RISER
RADIUS
RETURN AIR GRILL
REFRIGERATOR
ROOM
ROUGH OPENING
SOLID CORE EXTDR
SMOKE DETECTOR
SINGLE HUNG
SHEET
SHEATHING06/21/19
SHOWER
SIMILAR
SLIDING
SLIDING
STANDARD
SHEAR WALL
SECTION
TEMPERED GLASS
THICK
TOP OF CURB
TOP OF PLATE
TOP ICAL
TYPICAL
UNLESS NOTED
OTHERWISE
]IR F
WITH
WOOD
WINDOW
WATER IILA'TER
WROUGHT IRON
DATE
DESCRIPTION
06/26/11
2-STORY CMU CONVERSION
ARCHITECTURAL SHEET DESCRIPTION
12/15/11
APPLIED COMMENTS FROM M. SEAY
PG Cl—COVER SHEET
PG GN— GENERAL NOTES
PG Al —FIRST FLOOR PLAN
PG AlA—FLOOR PLAN SECTIONS/DETAILS
PG A2—SECOND FLOOR PLAN
PG A3H—FRONT & REAR ELEVATIONS "H"
PG A4H—LEFT & RIGHT ELEVATIONS "H"
PG El —FIRST FLOOR ELECTRICAL PLAN
PG E2—SECOND FLOOR ELECTRICAL PLAN
PG P1—FIRST FLOOR PLUMBING PLAN
PG P2—SECOND FLOOR PLUMBING PLAN
PG DI —DETAILS
PG D2—DETAILS
PG D3—DETAILS
PG WAl —WALL ASSEMBLY DETAILS
PG WA2—WALL ASSEMBLY DETAILS
PG WA3—WALL ASSEMBLY DETAILS
PG WA4—NOT USED
PG WA5—NOT USED
PG WA6—WALL ASSEMBLY DETAILS
OIA5118
RID SET ISSUED
02/13/18
ADDED ELEV. U t 'K' WITH SIDING PER MARK 50WES
02/20/16
51D SET RE -ISSUED
04A1/18
FOOTING REVISIONS PER M. 50WES
08AII18
ADDED VALLEY FRAMING DETAIL, UPDATED 5OLLARD DETAIL
01/26/19
DETAIL- 'ADDING BAR TO BOND SEAM' ADDED TO 612A
02l26A9
PLAN MAINTENANCE
03/29/19
REVISED LINTEL SIZE AT FRONT ENTRY DOOR
04/25/19
ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON
STATE OF FLORIDA
PROFESSIONAL ARCHITECT:
7�
MICHAEL C. ANDERSON
AR N o . 17305
A.B. DESIGN GROUP LLC
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH, FL 32937
Tel: (321) 802-3591
SQ
FT
CALC 'S
04/25/19
REVISED HVAC VOLUMES ON SQFT CALC SCHEDULE
IST FLR. LIVING 1104 SQ, FT.
2ND FIR. LIVING 1501 SQ. FT,
TOTAL LIVING 2605 SQ. FT.
GARAGE 43'1 SQ. FT.
PORCH III SQ. FT.
COVERED LANAI 80 $0. FT.
TOTAL 3233 SQ. FT.
A/C VOLUME 22403 CU. FT.
04/26/19
UPDATED LEDGER BOLT SIZE a SPACING
06/19/19
REVISED I -JOIST LAYOUT
ADDED LED LIGHTS TO KITCHEN t BATHROOMS PER MARK BOWES
013/13/19
LEDGER BOLT SPACING REVISED
II/t5/19
ADDED COCOA PLUMBING RISER
01/01/20
REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS
05/11/20
REVISED STAIRCASE AND STAIR SECTION DETAIL
01/01/21
2020 F5C UPDATE
STRUCTURAL SHEET # DESCRIPTION
PG Sl—FOUNDATION PLAN
PG S1.1A—DETAILS
PG S1.2—FIRST FLOOR DOWEL PLAN
PG S1.2A—DETAILS
PG S2—FIRST LIFT BEAM PLAN AND NOTES
PG S2.1A—DETAILS
PG S2.2A—SAFE LOAD TABLES
PG S3—FIRST FLOOR FRAMING PLAN
PG S3.1A—DETAILS
PG S3.113—DETAILS
PG S3.1C—DETAILS
PG S4—SECOND FLOOR DECK PLAN
PG S4.2—SECOND FLOOR DOWEL PLAN
PG S5—SECOND LIFT BEAM PLAN AND
PG S5.1A—SAFE LOAD TABLES
PG S6—ROOF FRAMING PLAN
PG SN1—DETAILS
NOTES
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
OONSTRUCTION BASED ON THE DRAWING SET.
2$94 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SVHDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
COVER
SHEET
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
r"1S11N-1- 10 28 21
DATE: / /
SCALE: 1/4"=11— 0"
SHEET
GENERAL NOTES
SITE WORK
TIMBER
1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR)
1.
REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT).
1.
ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED
7th EDITION, (2020) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER
HEREIN:
FBCR 7TH EDITION (2020) UNO.
2.
REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES,
A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL)
SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL
B. NATIONAL FOREST PRODUCTS ASSOCIATION:
2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR
DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL
I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY
FINISH GRADES, PLANTING AND IRRIGATION.
C. SOUTHERN PINE INSPECTION BUREAU:
THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE
I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
DESIGNED AND INSTALLED IN ACCORDANCE WITH FBCR 2020 CHAPTER 3, SECTION R301.2.1.2.
3.
ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE
D. TRUSS PLATE INSTITUTE:
ARCHITECT.
I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014)
3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
E. APA - THE ENGINEERED WOOD ASSOCIATION:
PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
4.
NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN''/z THE HORIZONTAL
I. ENGINEERED WOOD CONSTRUCTION GUIDE
DISTANCE FROM THE NEAREST EDGE OF THE FOOTING.
F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
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.
5.
ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS
2.
ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED.
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
AND COMPACT MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557 2012 E1. THE
3.
MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS.
FABRICATION OF THE WORK.
BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
4.
NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION,
5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES,
6.
COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES.
5.
WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1.
7.
DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR
6.
MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ.
SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING
8.
EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE.
CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
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,
7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS.
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 AMAFLEX.
8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER.
10.
CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY
4.
SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 2.5 GPM EACH IN ACCORDANCE WITH
WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND
THE FBCR TABLES 2903.1 & 2903.2.
9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED.
COUNTY BUILDING AND ZONING CODES.
5.
ALL CLEANOUTS SHALL BE FLUSH WITH GRADE.
GARAGES AND CARPORTS
6.
NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
11.
SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP
7.
SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2.
1. GARAGE DOOR
A. ENGINEERED FOR MIN. WIND LOAD, LISTED COVER SHEET
DRAWING.
8.
FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903.
B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
9.
THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE.
C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER
12.
TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
10.
DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2.
BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE
EXTERIOR WALL COVERINGS
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
1.
ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR
SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN
BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:
THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH FBCR TABLE R301.2(2) AS MODIFIED BY FBCR
1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS.
"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES.
TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE
AGRICULTURE AND CONSUMER SERVICES."
EXTERIOR FINISHES
DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID
1.
WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS
ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS
GARAGE.
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
4. AS PER SECTION R302.6 &TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT
ASTM-C926-18b, ASTM-Cl063-19a & ASTM-C1787.
LESS THAN '/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE
3.
LATH & ACCESORIES PER ASTM-C-1063-19a & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO:
SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT.
ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
"L" FLASHING HORIZONTAL LATH AND PAPER DETAILS
PROTECTED BY NOT LESS THAN''/2-INCH GYPSUM BOARD OR EQUIVALENT.
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 -19a AND R703.7. Reviewed for Code
Compliance
Universal Engineering
FIRE RESISTANT CONSTRUCTION sciences
UNDER STAIR PROTECTION:
1.
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED
ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7.
EXTERIOR CEILINGS
1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING
MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1
1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) .
CONSTRUCTION OBSERVATION
CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S
SERVICES FOR THIS PROJECT.
IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW
OF THE BUILDER'S/CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL
BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND
FOR CONSTRUCTION OBSERVATION.
CONTROL DATE: 09/08/21 (CM)
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SU13DIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
GENERAL
NOTES
160 MPH EXP. jC
ARCHITECT
STATE OF FLORIDA
NOV 1 6 2021
MrAiAEL C. ANDERSON
AR NO 17305
PRINT 2128
DATE: 10 / /
SCALE: 1/4"=1r-0"
SHEET
G
GROUND WIND DESIGN SEISMIC SUBJECT TO DAIf IAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN
SNOW SPEED TOPOGRAPHIC DESIGN r WEATHERING' FROST L INE TERMITE DESIGN UNpERTLAYMENT HAZARDS e FREEZING ANUAL
LOAD (MPH) EFFECTS' CATAGORY DEPTHb TEMPO REQUIREDh INDEX' TEMP
NA 160 C NA NEGLIGABLE NA VERY HEAVY 42 NA SEE SURVEY NA NA
FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH FBC R302.SA
FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN 21'-10,
ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R302.10v
13R'052-SH
Efl
12'-4"
BEDROOM #2
8'-B' CLG.
--- (2) 2068
39'-8"
(2) 3052-SHE
LIMG
ROOM
V-8' CLG.
-10" 3 RI
i 'R
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3'-411
GARAGE
8'-8' CLG.
I -f
"Grp,' LLSS , B 5 40'
GABLE ROOFS
WALLS O s 1 W
-Q `
f f . I ♦ ' ..-..
L ; I
f ,
fV 300
y /q 0�y saw 450
4 4 1 �r nl
GABLE ROOFS
i0° < 0 5 45" HP ROOFS
10°<9s30'
Fat SI; 1 foot = 3044 nom I de'g= 0:017$ ml
Node; a - 4 fev in all uses.
FIGURE R301.2(7)
COMPONENT AND CLADDING PFIFSSURE ZONES
10'-0" '-10"
-4" l'-4'
7L
COVERED
I LMAI
8'-8' CLG.
10, 0
I
I �
I I
I I
6068 S.G.D. \
I
271-4"1
%JIJJJ/JJJJJJI//JJ//JJJ
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1,
,
-
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'
I
B
1 III
FOYER 9 viii� FLEX
8'-8' CLG.m III 8'-8' CLG.
III
3068 � III
W/12' III
TRANS III
1G
2'-10' -0" 1 411 (2) 3052-gH�
PORCH
I
0 :4 8'-8' CLG. I
N I
10'-0'
19' -4'
CWONENT AND CLADDING WIND LOADS
BASIC WIND EXPOSURE FOR 3 SECOND GUSTS
OPENINGS
AND TYPE
SQUARE
FOOTAGE
ZONE
160 MPH WIND Mit)
RE wS
MIN. WINDOW
CRITERIA
10
5
31/-50
EXTERIOR SWING
DR MIN. CRITERIA
18
5
36/-41
S.G.D. MIN.
41
5
34/-43
CRITERIA
16010 O.WD.
112
5
31,0/-34.6
12'x12" SOFFIT
1
5
313/-49.9
BASIC WIND SPEED MPH = 160 (Volt)
INTERNAL PRESSURE COEFFICENT = f 0.18 BLDG.
CAT.=II, EXP.=C, MEAN ROOF HT. = 22'-8"
PRESSURES HAVE BEEN MODIFIED PER FBCR 7TH ED.
(2020) SECTION R301.2.1 TO MEET TESTED ALLOWABLE
OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT
MANUFACTURER. CONMOL DATE 01/01/21
TRUSS
DOUBLE TOP PLATE-�
SP4s32' O.C. MAX
IST FLOOR STUDS TO
2ND FLOOR STUDS
SIMP9ON META-%
32' OO. MAX
2x CONTINOUS STR288
BLOCKM MID WALL
2x STUDS • 16. OO. MAX,
UOM
LTD
♦ G SUBFLOOR GLUED
AND SCREWED AS PER
FASTNER SCHEDULE
PRE-ENG FLOOR TR1"
DOUBLE TOP PLATE 2x STUDS • 16' O.C. MAX
uox
2x CONTINOUB STREW SECURE BT. PLATE TO STUD
BLOCKMG MID WALL SIMPSON SP4 032' O.C, MAX
SECURE BT. PLATE TO 8L
W/ I'xv ANCHOR BOLT W/
wi
AB
2'
WASHER I' EMBED. MM. • 32"
HEIGHT OF GARAGE
O.C. MAX, EPDXY NOT
VARIES WITH SLOPE
REQUIRED FOR EXPANSION
BOLTS
w
a
SIMPSON SP4 •
32' O.C. MAX
d;0
4' CONC. REINFORCED W/ 6°x6' WI.4XILu
I
UAIF OR FIBER t*T6W ON 6-MIL. VAPOR
z E
RETARDER ON WELL -COMPACTED CLEAN
E
FILL. TERMITE TREATMENT TO BE
in Ou
4'
1-0.
4'
4'
BORA-CARE APPLIED AT FRAMING.
(2)'S WEAR ON CHAIN
SCALE: 1/2' = I'-O'
FIRST FLOOR PLAN
SQ.FT.
CALL. S
IST FLR. LIVING
1104
SQ. FT,
2ND FLR. LIVING
1501
SQ. FT.
TOTAL LIVING
2605
SQ. FT.
GARAGE':
43l
SQ. FT,
PORCH
III
SQ, FT,
COVERED LANAI
80
SQ. FT.
737AL
3233
50, FT-
A/G VOLUME 22403 CU. FT. I�
M
ASONRY FRAME
LL LEGEND
BLOCK WALL
ON PLANS
BRCS. HG7. VARIES
8' BLOCK WALL
UN.O ON PLANS
18'-8' BRCS.
INTERIOR LOAD
BRG. WALL U.N.O.
jONN FLAN
S
I
4' INTERIOR NON
LOAD BRG. WALL
U.N.O. ON PLANS
-ALL INTERIOR
DOORS TO BE
-ALL EXTERIOR
DOORS TO BE (o'-8'
UNLESS NOTED
OTHERWISE
Revieww for Code
Compliance
Universal Engineering
Sciences
SCALE: 1/4' = 1'-0'
NOTE:
-2-6 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID
DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE.
-VERIFY CONDENSER PAD LOCATION WITH SITE PLAN
-OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL_ BE
EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/5' (35 MM)
IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT
LESS THAN 1 3/6' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS.
-THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE 4 ITS
ATTIC AREA BY NOT LESS THAN liz'(12-lmm) GYPSUM BOARD APPLIED
TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS
SHALL BE SEPARATED FROM ALL HABITABLE ROOMS BY NOT LESS
THAN r'%"(15.9mm) TYPE X GYPSUM BOARD OR EQUIVALENT.
-UNDER STAIR PROTECTION:
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WAI-LS,
UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE
ENCLOSED SIDE WITH 1/2 INCH GYPSUM BOARDS-
FBCR 2020 (ITH ED.) 302.1
- EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY
DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED.
- REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES.
-FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED
GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION
R VALUE OF R-13.
-CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED BY THE PVAC CONTRACTOR AND ARE OF THEIR
CLOSEST ALLOWABLE SOFTWARE TOLERANCES.
-OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SE
U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE
MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT
SPECIFICATIONS
A��i'
mom
mom
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
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SUBDIV. 8c LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST
FLOOR PLAN
160 MPH EXP. C
ARCHFrECT.
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
A,R IVO 17305
PRINT 21 28
DATE: 10 / /
SCALE: 1/4"—l'-0"
SHEET
Al
I' 4"
DSL.
TOP
PLATE
F
A BAR -DETAIL
ARCH DTL.
B SCALE:
10'-0 3/4" 2ND FIN. FLR.
8'-8" BRGz HGT.
42' HIGH
HALF WALL
W/ GAP
3/4' TtG SUB FLOOR
GLUED t SCREWED
PER FASTENER
SCHEDULE
PRE-ENG'D
FLOORING SYSTEM
(SEE FLOOR
FRAMING SHEET)
NOTE:
STAIRS RISERS TO CONFORM TO FBCR
ITH EDITION (2020)
MIN. TREAD•10' MAX. RISER -'I 3/4'
3/1&s' MAX. VARIATION IN
RISERS/TREADS ADJACENT TO EACH
OTHER 3/8' MAX. VARIATION IN ANY
RISER/TREAD HANDRAIL CIRCULAR
CROSS SECTION DIA. TO BE 1 1/4' +-1/4'
OR PROVIDE EQUIVALENT
GRASPABILITY WINDERS- MIN. W WIDE
NARROW END MIN. 11' WIDTH * 12' FROM
NARROW END 34' MIN, HANDRAIL HGT.
NOTE:
ENCLOSED ACCESSIBLE SPACE UNDER
STAIRS SHALL HAVE WALLS, UNDER
STAIR SURFACE AND ANY SOFFITS
PROTECTED ON THE ENCLOSED SIDE
WITH 1/2' GYPSUM BOARDS. FBCR 3021.
ii o
STAIR DATA:
I&R m IB4'
15 TREADS g
10'+ I' NOSING
(2) LAYERS OF 3/4' PLYWOOD
OR (2) LAYERS OF 3/4' SUB
FLOOR MATERIAL RIPS FOR
SOLID NAILING
SECURE TREADS TO STRINGER
WK3r08 3' SCREWS * EA
STRINGER, UNTHREADED SHANK
TO EXTEND BEYOND THICKNESS
OF SUB -FLOOR SHEATHING
STOR. `
3-2x12 SYP STRINGER
REINFORCED W12X4 SPF
W/CONT. BEAD OF
SUB -FLOOR ADHESIVE
PL-400 OR SIMILARE *
EA HORIZONTAL RUN
2 X 4 RE-INFORCING
* EA. 2 X 12 STRINGER
SECURE W/12d W-8' O.G.
42' H. 1/2
WALL W/
CAP
-3/4' KICK
PLATE
" MAX.
10„ NOSING
MIN.
\ oe
wW
\ zQ
\ � W
\ t0 w
\ U
2X4 ATTACHED W/ 10d
MASONRY NAILS * 2X4 P.T.
SLEEPER INTO SLAB WITHIN 8'
OF EACH END, 32' O.C. MAX.
STAIR SECTION
I�'II to]
HANDRAIL 6 36'
W1 2X4 RE-INFOR
THE CLEAR SPACE BETWEEN
THE HANDRAIL AND THE WALL
SHALL BE NO LESS THAN 1 1/2"
AS PER FBCR R3111.02
NOTE:
HANDRAIL ENDS SHALL BE
RETURNED TO THE WALL OR
TERMINATE INTO A NEWEL
POST.
NOTE:
1. HANDRAILS SHALL HAVE EITHER A CIRCULAR CROSS SECTION WITH A
DIAMETER OF 14"+ 2" OR A NONCIRCULAR CROSS SECTION WITH A
PERIMETER DIMENSION OF AT LEAST 4" BUT NOT MORE THAN 6 1/4' AND
A LARGEST CROSS SECTION DIMENSION NOT EXCEEDING 2 1/4". EDGES
° SHALL HAVE A MINIMUM RADIUS OF 1/8°.
O��
* m 2. THIS RAILING SYSTEM IS DESIGNED TO RESIST A LOAD OF 50 PLF
FORA CONCENTRATED LOAD OF 200 POUNDS APPLIED IN ANY
DIRECTION AT THE TOP OF SUCH BARRIERS AT ANY LOCATION ON THE
SAFEGUARD, WHICHEVER CONDITION PRODUCES THE MAXIMUM
STRESSES- PER SECTION 1601a] / F.B.G. 2020
D !HIA4NDRAIL SECTION
1% : 3/4'=1'-0'
Reviewed for Gode
Compliance
Wd 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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SvsDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEI •
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FLOOR PLAN
SECTIONS /
DETAILS
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
Nov 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 10 28 21
DATE:
SCALE: 1 /4"=1' - 0"
SHEET
AIA
I
N
r
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3052-SH
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39' _a"
2'-4" 11'-4" 2'-4" 12'-0"
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3052-5
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I
LINE OF: IST
I—
—
---
FLOOR BELOW
— ---
----
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-4"
5'-4°
8'
0
10'-0"
2'-4"
2'-4"
13'-4"
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-FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED
GARAGE AND CONDITIONED SPACED SHALL HAvE AN INSULATION
R VALUE OF R-13.
-CEILING R VALUE TO 5E R-30 INSULATION ABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR
CLOSEST ALLOWABLE SOFTWARE TOLERANCES.
-OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET,
U-VALUE AND SHCG ARE INFORMATION PROVIDED 5Y THE
MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT
SPECIFICATIONS
� :
mim0
■ow
v
0'
mommm
R—VALUE SCHEDULE
FLOOR
SLAB ON GRADE
R-0
EXTERIOR WALLS
CMU - INT INSUL
R-4J
FRAMED WD - ADJACENT
R-13
FRAMED WD - EXTERIOR
R-13
CEILING
UNDER ATTIC
R-30
2194 HWY A1A, SUITE 301
INDIAN HAFIBOUR BEACH,
FLORIDA 32937
PH: 329: 802-3591
www.abdesigngroup.com
AA #: 0003325
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GARAGE SWING:
LEFT
PAGE:
SECOND
FLOOD PLA]N�
160 MPH EXP. C
ARCHITECT- _
STATE OF FLORIDA
NOV 1 B 2.021
MICHAEL C. ANDERSC►N
AR NO 17305
._Z%."14 1 2128
DATE: 10 / /
SCAT :1 /4"=1' — 0"
2(o'-8' BLDG. HCT.
18'-8" 2ND FLR_
BRG. HCsT.
4' RAISED
BAND
6' RAISED
BAND
10'-0 3/4" _
2ND FIN. FLR.
8'-8" CLCs. HCxT. --
OPT. COACH
LIGHT
0'-0" FIN. FLR. -`"
I�
0.
rpm
r
--------------------
1�5
F NT ELEVATION
N
SCALE: 114 = V-0' TEXTURED FINISH
NOTE: WALL FENESTRATION FLASHING AS PER FBCR R103.4
OFF RIEN3E VENT
18'-8" 2N1) FLR.,, _
BRCz. HCsT_
10'-0 3/4" 2ND FLR.01L 12
FIN. FLR./BRCz. HraT. - - - - - - - - - - - -
8'-a" CLCs. HCzT. - - - - - - - - - -
0'-0" FIN. FLR. _
I
m
F
F?TAR, ELEVAT10"N
SCALE: 1/4 = I'-0' TEXTURED FINISH
5H INCaLE
ROOF
FYPON 16'X48'
DECORATIVE
SHUTTER OR
EQUIVALENT
2ND FLR.
"15RG. I-Ir;;T.
I I FYPON
I I BKT11X1'l OR
EQUIVALENT
I I 6' RAISED
I I BAND (TYP.)
—2ND FIN. FLR.
_ j4'-8" BRCx. HCiT.
ENTRY
I I
I I
I I 4B
I14,JA3
I I TYP. 4' RAISED
I I BAND (TYP.)
I 1 I 5" RAISED
I I BAND (TYP.)
I I ,0'-0" FIN. FLR.
IRV
_�18'-8" 2ND FLR.
�'BRCs. HCsT.
I I
I I
I I
I I
I I
I I
I I
I I
I I
I _ 010' 0 3/4" 2ND FLR.
-- r FIN. FLR./BRS- HCzT.
-a" CLr5. HG7.
I I 4B
I A3
I I
I I TYP.
I I
I I
I I
I I
I I
I I
,i0'-0" FIN. FLR.
MODEL 2605-HAYDEN-4EHB (2-Story)
AREA OF ATTIC
= 1541 SQ. FT.
NET FREE VENTILATION AREA
REQUIRED
1/ 300
REQUIRED VENTILATION AREA
= 1541 /300
= 5.14 SQ. FT.
5.14
= 739.68 SQ. IN.
MIN. REQUIRED VENTILATION
= AX 739.68
IN UPPER PORTION OF ATTIC
= 295.872 SQ. IN.
(BALANCE TO BE PROVIDED IN
SOFFIT VENTS)
OFF RIDGE VENTILATION AREA
= 138 SQ. IN. PER VENT (net free area)
TOTAL# OF VENTS REQUIRED
= 2.14
TOTAL# OF VENTS PROVIDED
= 3
SOFFIT VENTILATION AREA
7 SQ. IN. PER LINEAR FT (netfree
area)
LINEAR FEET OF SOFFIT REQUIRI
42.27
Reviewed ror code
91 camw;e,+ce
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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SUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FRONT &
REAR
ELEVATION "H"
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 8 21
DA102TE: / /
SIC ALE• 1/4r'=1'-0"
SHEET
M) Z
0
FRAME DOWN
FOR FYFON
15KTIIXII OR
EQUIVALENT
IS'-8" 2ND FLR.
BRG. HGT.
10'-0 3/4" 2ND FLR.
FIN. FLR./BRG. HGT.
S'-8" BRG. HGT.
ENTRY
0'-0" FIN_ FLR.
LSE -VT ELE V TIO
SCALE:: 1/4 = I'-0' TEXTURED FINISH
RIGHT L ATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
,418'-v 2ND FLR.
BRG.I4GT.
_ 10'-/4" 2ND FLR.
FIN. FLR.
BRG, HGT.
ENTRY
'-0" FIN. FLR.
2ND FLR,
BRG. HGT.
,`10'-O 3/4" 2ND FLR.
FIN. FLR./BRG. HGT.
o5'-8" CLG. HGT.
_oO'-O" FIN. FLR.
Rehm
3ci���a 6erin�
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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ti
SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
RIGHT &
LEFT
ELEVATION "H"
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
10/28/21
1 SCAT E:1/4"=1'-0"
SHEET
A4FI
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
125V OUTLET
20 AMP SINGLE POLE
110V OUTLET
110V OUTLET
1/2 OF OUTLET WIRED
TO SWITCH
GFI
110v OUTLET
D W/GRND PAULI
INTERUEQUIPI
MTERLIPTER (TAMPERER
RESISTANT TYPE)
220v OUTLET
(4) WIRE CONNECTION
WExT.
WATERPROOF
GROUND FAUL T
I
OUTLET
INTERRUPTER
SWITCH
SWITCH
3-WAY OPER.
�4
SWITCH
4-WAY OPER.
WALL MOUNTED
LIGHT
CEILING LIGHT
O
LED CLG LIGHT
O VP
LED VAPOR
PROOF LIGHT
O VP
VAPOR PROOF
LIGHT
ORECESSED
CAN
VENT. FAN
I CFM PER SQ FT.
WENT. FAN
W/LIGHT
1 CFM PER $a FT.
I
VANITY LIGHT
FIXTURE
(SPEC'$ TBD BY
BUILDER)
4
FLUORESCENT
2-BULB WRAP
LIGHT
AROUND
CRECESSEDI
®
FLUORESCENT
CENT
LIGHT
2 BULB WRAP
AROUND
(SUREMNT.)
2' FLUORESCENT
4'FLUORESCENT
4
a0 a
4' TRACK LIGHT
PANEL
g
METER
BAIT. BACK-UP
OSMOKE
S.D.
DETECTOR
w/ HARDWIRE
WALL MOUNTED
BATT. BACK-UP
$D
SMOKE DETECTOR
w/ HARDWIRE
® a/CO
CARiSCN MGNOXIDE
SMOKE DETECTOR
MATT. BACK-UP W/
HARDWIRE
INTER -CONNECTED
COMBO
SHALL BE A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
L�
NATURAL GAS
r1/
OUTLET
`
TELEPHONE JACK
WATER HEATER
IGNITION SOIRCE
TO BE ELEVATED
DISCONNECT
A/
AIR CONDITIONING
TO E
V U.N.O.DISCONNECTTHIS
SEE EKI ON
SHEET
TV
TELEVISION JACK
CEILING BOX REQUIRED
TO BE SUPPORTED IN
O
J-BOX
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
CEILING BOX REQUIRED
TO BE SUPPORTED M
CEILING FAN/LKsHT
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
�a4
24' INCANDESCENT
LIGHT STRIP
nno
36' INCANDESCENT
LIGHT STRIP
nnnnnnnn
0
48' INCANDESCENT
LIGHT STRIP
FLOOD LIGHT
KP
OPT. SECURITY
KEYPAD
HE P.B.
PUSH-BUTTON
FOR CHIMES
sue.
USB PORT
• LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO
BE VERIFIED a HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF FBCR
ITH EDITION (2020) 4 NEC 21012 2011 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GrI • ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF
50 CFMI INTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION 1`115013 FBCR "ITH EDITION (2020).
• LAUNDRY ROOM AND DISHWASHER RECEPTACLE
SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER
PROTECTION FOR PERSONNEL ON FEEDERS
• WIRING METHOD SHALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF i BCR'ITH ED (2020).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISION$
OF THE FBCR 'ITH ED (2020).
• ALL SHALL
LAMPS BE SELECTED BY BUILDER AND
15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER
F.BrENERGY C41AERVATION (RESIDENTIAL ENERGY
EFFICIENCY) 2020 'ith EDITION R4041
METER
FIELD
VERIFY
LOC.
GF I
IRRIGATION
OUTLET a
48' AF.F,
N
PRE -WIRED
CLG FAN
4,
Cam' `J
BDRM. #2
S.P.
BATH #2
GFI aT 44'
A.FF.
BOLLARD,
AS REQ.
PER BLDG.
CODE
WH
W
COACH
LIGHT
P
DOOR
1
I
/
KEYLESS
FIXTURE
GFI
GARAGE
DOOR
PREUUIRE
GARAGE
ROOM
PRE -WIRED
CLG FAN I
I
I
� 1 I
I
TO 2ND FL.\ SUUITCH IN
SUUITCH \ CABINET I
I
--- OUTLET
FOR DLU I
I
)R I ,;
I
GF 1 to 44'
A.F.F. '
5/CO
COVERall
LMAI
I
CEILING MTD.
LIGHT TO BE
INSTALLED,
UJIM
GFI
J-BOX FOR
/ I
OPT. FAN
� I
ROOOOMG
GFI
L L
II I
II \
I '
K rrm `z'� I OR VENT
I I ® I 0 OR MICRO
/
i
I
L 'Kill
�- L
GFI
PAN.
GFI IOPf.---
- IM— i RE�I
E-_7
I III \
III FM
III•'. .`.
�` III �'• •J
FOYER III PRE-Iu1RED
CLG FAN
!III
r GF I I
/ P.B. FOR
CHIMES
I
PORCH
------ ------
FIRST FLOOR ELECTRICAL PLAN
11 ;,1 11_'All
I
I
I
I
LED LIGHTING
SINGLE LAV.
BATH 42
WP Panel MAIN - A
PANEL: 8/16 wp crt. breaker VOLTAGE: 120/ 240 V -1Ph MAIN: 150Amp M.C.B
FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1/2" C. OR 3- #2/0 AL THWN & 1- #6 Cu (G) in 1 1/2" C.
Wire
Pole
I Bkr
Description
Watts
Circuit
..Circuit
Watts
Description
Bkr
Pole
Wire
#12
1
F20
Exteror Receptacle GFI for TUG
1200
1
2
:Space
#12
2
_
20
Inigation.Pump
1000
3
4
Space
5
6
6240
A/C C.U.
40
2
#t8
Space
7
8
PANEL - A
PANEL: 42 crt. breaker VOLTAGE: 120/ 240 V -1Ph MAIN: 150Amp M.L.O.
FEEDER 3-#1CuTHWN&1-#6Cu(G)in11/2"C ORB-#2/0ALTHWN&1-#6Cu(G)in11/2"C.
Wire
Pole
Bkr
Description
Watts
Circuit
1
Circuit
Watts
Description
Bkr
Pole
Wire
# 12
1
20
Small Appliance
1500
1
2
8000
Range
50
2
#6
# 12
1
20
Microwave / Hood GFI
1800
3
4
#12
1
20
Small Appliance
1500
5
6
4500
Water Heater
25
2
#10
# 12
1
20
Refrigerator
1500
7
8
# 12
1
20
Dining Receptacles AFCI
1500
9
10
1200
Disposal GFI
20
1
#12
#12
1
20
Bath GFI Receptacles
1200
11
12
1500
Dishwasher GFI
20
1
#12
#14
1
15
Foyer/ Flex / Hall AFCI
900
13
14
5000
Dryer GFI
30
2
#10
#14
1
15
Limng Pm, Lanai, Kitchen, Din. Lts AFCI
900
15
16
Space
17
18
1500
Washer GFI
20
1
#12
#14
1
15
SD & C/O AFCI
900
19
20
1000
Garage Door Opener GFI
20
1
#12
Space
21
22
1200
Garage Lts & Receptacles GFI
20
1
#12
#14
1
15
Bedroom #2 / Bathroom #2 AFCI
900
23
24
900
Ownel's Suite AFCI
15
1
#14
#14
1
15
Bedroom 43 AFCI
900
25
26
900
Owner's Bathroom AFCI
15
1
#14
#14
1
15
Bedrooms #41 Opt. Bed #5/ Opt. Loft AFCI
900
27
28
1200
2nd Floor Hall/ STD 2nd FL Liv./ Laun. AFCI
20
1
#12
#12
1
20
Exterior Lights and Recept GFI
1000
29
30'
1000
Irrigation controls only
20
1
#12
Space
31
32
Space
Space
33
34
Space
Space
35
36
Space
Space
37
38
Space
#8
2
35
A/C A.H.U.
(Heater 5 KVA at 65%)
5625
39
40
Space
41
42
Space
Load subject to demand factor calculations / line
17600
r 27900
Load subject to demand factor calculations / line
Demand Factor Calculations:
ABBREVIATIONS:
AFCI: ARC FAULT CIRCUIT INTERRUPTER
NC: NON COINCIDENT LOAD
GFI; GROUND FAULT INTERRUPTER
Total load subject to demand factor 45500
First 10000 watts at 100%
10000
Remaining watts at 40%
14200
Total A/C load
11765
LOAD CALCULATION IS BASED ON A#C NON -COINCIDENT LOAD
Total Connected Load Watts
35965
Total Amps (watts / 240 volts)
149.9
NOTE.
I. ELECTRICAL PLAN SHALL BE USED FOR
ELECTRICAL FIXTURE COUNT AND GENERAL
LOCATION AS REQUIRED BE FLORIDA
BUfLDING CODE AND DESIGNATED IN VALUE
IN NEC
Ism AMP ELECTRICAL RISER
NOT TO SCALE.
GENERAL NOTES:
A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR TTH
EDITION (2020). LOCAL CODES, AND ALL LOCAL POWER
COMPANY REQUIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS
NOTED OTHERWISE.
POWER COMPANY
TRANSFORMER
GRADE
PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDARY -
ELECTRICAL SERVICE. PROVIDE 3 "1 COPPER (Cu) IN
1-1/2'' DIA SCHEDULE SO PVC CONDUIT OR PROVIDE 3
1'2/0 ALUMINUM (AL) IN 2" DIA SCHEDULE S0 PvC
CONDUIT UNLESS SERVICE IS PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
figNaviewed for C
ode
Compliance
Unive al Engineering rip
PROVIDE 3112/0 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 O OVERHANG.)
COMBINATION SERVICE
DISCONNECT SWITCH AND
M ELECTRIC METER IN
NEMA 3R ENCLOSURE
150A/2P
MCB
TELEPHONE SERVICE
ENTRANCE
EQUIPMENT
INTERSYSTEM BONDING
TERMINAL AT LOW
VOLTAGE CONNECTIONS
150 AMP
P/240 VOLT
I PHASE
MLO
PANEL
CABLE TELEVISION
SERVICE ENTRANCE
EQUIPMENT
1 •4 CU SERVICE GROUND CONNECTED TO
CONCRETE ENCASED FOOTER STEEL PER
ELECTRICAL PROVISIONS O= THE FBCR TrH
EDITION (2020),
5/611 DIA X $ FT Li�NG COPPER GLAD 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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SVBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST
FLOOR
ELECTRICAL
PLAN
160 MPH EXP. C
ARCHITECT:
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
DATE: : 10/28/21
DATE:
SCALE: 1/4 "=1' — 0"
SHEET
El
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
—�
125V OUTLET
20 AMP SINGLE POLE
110V OUTLET
110V OUTLET
1/2 OF OUTLET WIRED
���J//
TD SWITCH
GFI
110V OUTLET
EQUIPED W/GRND FAUL
INTERUPTER(TAMPER
M515TANT TYPE)
220V OUTLET
(4) WIRE CONNECTION
WP
EXT. WATERPROOF
GRO� LT
GPI
OUTLET
I
SWITCH
SWITCH
3-WAY OPER.
lt4
SWITCH
4-WAY OPER.
WALL MOUNTED
LIGHT
CEILING LIGHT
®
LED CLG LIGHT
O V�
LED VAPOR
PROOF LIGHT
vp
VAPOR PROOF -
�; /
LIGHT
ORECE66ED
CAN
VENT. FAN
I CR I PER $R FT.
VENT. FAN
W/LIGHT
I CRI PER e'a FT.
VANITY LIGHT
FIXTURE
(SPEC'S T50 SY
SUILDER)
4'X2'
FLUORESCENT
LIGHT
2-SULB WRAP
AROUND
(RECESSED)
450- FLUORESCENT
2-SULS WRAP
®
LIGHT
AROUND
(SURFACE MN-rd
21FLUORESCENT
4'F-LUORE$CENT
1
4' TRACK LIGHT
r�-�-
LS
PANEL
METER
O$�.
SMOKE DETECTOR
W1 HARDWIRE
WALL MOUNTED
BATT. BACK-UP
$.D
5MOKE DETECTOR
W/ HARDWIRE
® cJ/CO
CARBON MONOXID
SMOKE DETECTOR
BATT. SACK -UP WJ
HARDWIRE
INTER -CONNECTED
CdMBO
SHALL 5E A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
--
PENDANT LIGHT
NATURAL GAS
OUTLET
TELEPHONE JACK
WH
WATER HEATER
IGNITION SOURCE
TO 5E ELEVATED
DISCONNECT
A/C
AIR CONDITIONING
TO � UNO.
SEE ON
DISCONNECT
T44I6 SHEET
TV
TELEVISION JACK
CEILING 5Ox REQUIRED
OJ-50X
TO 5E SUPPORTED IN
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
n
CEILING SOX REQUIRED
TO 5E SUPPORTED IN
CEILING FAWLIGHT
ACCORDANCE W/ 50X
MARKED AS SUCH FOR
INSPECTION
24'INCANDESCENT
LIGHT STRIP
n
36" INCANDESCENT
LIGHT STRIP
n�nnnnnn
48" INCANDESCENT
LIGHT STRIP
�=
FLOOP LIGHT
OPT. SECURITY
KP
KEYPAD
FE P.S.
PUSH-5UTTON
FOR CHIMES
a--+
U55 PORT
• LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO
BE VERIFIED m HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF F5CR
1TH EDITION (2020) 4 NEC 210.12 2011 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GFI ® ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF
50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS Or -
SECTION 1" 115013 F5CR 1tH EDITION (2020).
• LAUNDRY ROOM AND DISHWASHER RECEPTACLE
$HALL 5E GROUND FAULT CIRCUIT -INTERRUPTER
PROTECTION FOR PERSONNEL ON FEEDERS
• WIRING METHOD SHALL 5E NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF FBCR 1TH ED (2020).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 1TH ED (2020).
• ALL LAMPS SHALL BE SELECTED BY VJILDEP
15% OF LIGHTING MUST BE ENERGY EFFIrIENT TYPE FER
FB.C. ENERGY CONSERVATION (RESIDEI ITIAL ENERGY
EFFICIENCY) 2020. lth EDITION R404.1
p
I
I— — — — — — — — — — — — — — — — — — — — — — — — —
/-----------\
U(g CoJ
�I
LED LIGHTING
DOUBLE LAV.
(BATH "3
LED LIGHTING
DOUBLE LAV.
BATH 01
93 ROWOWed for Code
Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE :301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a bd es i gngrou p. c,D m
AA #: 0003325
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SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
0432L 201 101R1
MODELa
4-EHB
"2605.-HAYDEN"
GARAGE SWING:
LEFT
PAGE: �7T�
SEiCO1VD
FLOOR
ELECTRICAL
PLAN
160 MIPH EXP. C
ARCMTECT-
STATE OF FLORIDA
PRINT 10 28 21
DATE: /- /
SCALE: 1/4 l'— 0"
SHEET
1712
2' VTR
KITCHEN
SINK Ill/
AUTO VENT
2'
m'�.�7--
2-
Feld
R@lqe
C ZY for C
06.0
AUniyagg i6ncq
Scienc gas in9
LAv 11 rj-1/2'�-2'
2 3' lly,
TUS
3'
2'
2' VTR4k
we 1-1/2'
LA 2
LAv 2'�
Swu)R
"'I s� 3•
1 3'
3'
CO
TO
M.aIN
PLUMBING RISER DIAGRAM
NOTE: PLUMBING LAYOUT PLAN IS
INTENDED FOR LOCATING PLUMBING
FIXTURES ONLY
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937'
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SUSDIV. LOT:
CREEKSIDE
PHASE 2
L0T #101
PROJECT#
04321.201 101R1
MODET :
4EHB
"2605—HAYE)EN"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
PLUMBING
PLAN
160 MPH EXP. C
loommommARC®
STATE: OF FLORI®A
NOV 1 6 2021
MICHAE:L C. ANDERSON
AR- NO 17305
PRINT
DATE: 10 28 21
SCALE: 1/4"=1'-0"
SHEET
TD 1
[puftomaaOnrce
Scier" Mng
L-_-____-._---------------J
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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h
A
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SUBDIV. ee LOT:
CR',EEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
,4EHB
"2605- HAYDEN"
GARAGE SWI]STG:
LEFT
PAGE:
SECOND FLOOR
PL'UMBING
:PLAN
160 MPH EXID. C
ARCHITECT:
STATE OF FLORIDA
MICHAEL C. ANDERSON
AR NO 17305
PRINT 10/ 28/21
DATE:
SCALE: 1/4"=V-01
PER FLR
PLAN
1/2' CLG_
1/2' DRYWALL
SECURE BT. —
I=LATE TO SLAB
W/ 10d MASONRY
NAIL 0 32' O.C.
MAX
0'-01
FIN. FLIP,
7l/d TP CI AT=
2X4 WOOD
STUDS 024'
O.G.
M
1S8
PARTITIONS SUPPORTING
WALL HUNG PLUMBING
FIXTURES AND WALL
CABINETS SHALL BE NOT
LESS THAN 2x4, WHERE
SPACED NOT MORE
THAN Iro' O.C. OR, NOT
LESS THAN 2x�o, WHERE
SPACED NOT MORE
THAN 24" O.C.
TYP. INT. WALL (NO N- BRG.
SCALE: 3/4' --1
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 905.1.1.
ROOF SHEATHING:
THICKNESS AS PER
SHEET SNI. SECURED
PER FASTENER
SCHEDULE
PRE-ENG TRUSS
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0' FIN. FLR.
I-0,
TYP.
5/6' GYPSUM BI
OR 1/2' HIGH
STRENGTH CLG.
BOARD
� 3 5/8, OR 5 3/8"
1/2' DRYWALL
TOP CHANNEL (25
GA.)
3 5/8' OR 5 3/8'
METAL STUDS 24' O.C.
1/2' DRYWALL
20 GA METAL TO BE
INSTALLED IN WALLS
3 5/8" OR
RECEIVING UPPER/
5 3/8"
LOWER CABINETS
BOTTOM
AND TUB/SHOWER 25
CHANNEL
GA. METAL TO BE
(25 GA.)
INSTALLED IN ALL
SECURED
OTHER WALLS. STUDS
TO CONC
TO BE SPACED 16'
FLOOR W/
O.C. AT 2ND FLOOR
3/4' i'AF <
WALLS ADJACENT TO
TO WOOD
STAIR WELLS AND
FLOOR W/
BATHROOM WALLS W/
1/4' WOOD
TILE FINISH
SCREW
WOOD BASEBOARD--�
SEE ENERGY CODE FORMS
INSULATION R-VALUES
REFERENCE STRUCTURAL
PER ELEVATION
__�—R-4.1 INSULATION
WINDOW ATTACHMENT
AS PER MANUFACTURES
r-- SPECIFICATIONS
REFERENCE
STRUCTURAL
1x2 P.T. FURRING —
STRIPS A 24' O.G.
d
8' CMU
' 1/2' GYP. WL. BD.-
c:
WOOD BASE
a
°
n W/ WINDOW OPENING
ri
1—STORY FINISH FLOOR
TYP. INT. WALL
METAL STUDS
1A (NON- BRIG.)
nv SCALE: i/2'=I'-O"
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR S05.11,
ROOF SHEATHING
THICKNESS AS PER
SHEET SNi.
SECURED PER
FASTENER SCHEDULE
STRUCTURAL
PRE-ENG TRUSS
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
5" DiA. SLEEVE,
DO NOT CUT
BOND BEAM
SOLID GROUT
W/ (D- 05
(2) COURSE
2A)PIPE THROUGH BOND BEAM
D1 SCALE: 3/4'=V-0"
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0' FIN. FLR
ROOF SHEATHING THICKNESS IS
° ENGINEERED PER ASCE 1-16 IN
d
° ACCORDANCE WITH FBCR 2020
ITH EDITION, SECTION R301.1.3
AND 1609.5.1.
n TYP. WALL SECTION
L NO OPENING
NOTE:
METHOD TO BE USED FOR THE
1-STORY T4TP BLOCK WALL INSTALLATION OF ROOF
UNDERLAYMENT IN ACCORDANCE
WITH FBCR 905.1.1.1 OF THE FBCR
2020 ITH EDITION 15 *4 WHICH USES
(2) TWO LAYERS OF ASTM D226
TYPE II OR ASTM D4869 TYPE III
OR TYPE IV UNDERLAYMENT.
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER F15CR'505.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI. SECURED PER
FASTENER SCHEDULE
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
WALL SHEATHING
THICKNESS AS PER
SHEET SNI. SECURE PER
FASTENER SCHEDULE
ON SHEET SNi
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
STRUCTURAL DETAILS
CAW.K AND SEAL
GAS LINE
NOT CUT 1 k PVC SLEEVE FOR GAS LM
BOND
4MIu. Co.
BARS WC= BM6
ti
a '4:
2B GAS LINE THRU BLOCK
D1 SCALE, 1/2'.I'-O'
--2X4 SPF 24' O.C. MAX.--�
SECURE W/ (2) 12d NAILS
6 EA. END
2x BLOCKING BETWEEN TRUSSES
-PER STRUCTURAL DETAILS --
STIFFBACK AT ALL UPRIGHTS —
PER STRUCTURAL DETAILS
g
4x. PRE-ENG WD. TRUSS
zH
PER ELEVATION
CONT. 2x RAT RUN SECURED PER
STRUCTURAL DETAILS
` SEE ENERGY CODE FORMS FOR -
INSULATION R-VALUES
PER ELEVATION
5/8' GYPSUM BOARD OR 1/2,
HIGH STRENGTH CLG. BOARD
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
0'-0" FIN. FLR. .:
81CMU d
° °
a
A W WINDOW OPENING
R-4.1 INSULATION
WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
REFERENCE
STRUCTURAL
Ix2 P.T. FURRING
STRIPS m 24' O.G.
1/2' GYP, WL. BD.
WOOD BASE
1/2' THICK, 2 COAT -
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
GALV. STEEL
L
TRACK BRACKETS
FASTENED TO
WOOD JAM PER
PRODUCT
GALV.STEEL—
APPROVAL REQ
VERTICAL TRACK
BY MAUR
FASTENED TO
TRACK BRACKETS
W/ PRODUCT
APPROVAL. REO.
CORNER BEAD
a, alu SEE
STRUCTURAL FOR
REINFORCEMENT
2x& P.T. WP
ATTACHED TO PILL
CELL AS PER
PRODUCT
APPROVAL Ma
SEALANT 4
HACKER ROD
WEATHER STRIP
MOULDNG ALL
AROUND (BY
POOR MAMR)
OVERHEAD DOOR
BY OTHERS
3 ) GARAGE DOOR JAMBS
D1 SCALE: 1 1/2"=11-0'
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 905.1.1,
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI.
SECURED PER
FASTENER SCHEDULE
MTL. DRiP EDGE
Ax. 2x FASCIA PER "ee!%d
ELEVATIONS �niva'�P11a1°de
VENTED SOFFIT S`s"na
`--WALL SHEATHING
THICKNESS AS PER
-
SHEET SNi. SECURE PER
FASTENER SCHEDULE
''
ON SHEET SNI.
a
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
STRUCTURAL DETAILS
CMU
_ 0'-0' FIN. FLR.
ROOF SHEATHING THICKNESS 15
° ENGINEERED PER ASCE -1-16 IN
°., ACCORDANCE WITH FBCR 2020
ITH EDITION, SECTION R301.1.3
AND 1609.5.1.
n TYP. WALL SECTION
U NO FOPENING
NOTE:
METHOD TO BE USED FOR THE
1-STORY GABLE BLOCK WALL INSTALLATION OF ROOF
SCALE: 3/4'-1'-0'
UNDERLAYMENT IN ACCORDANCE
WITH FBCR 905.1.1.1 OF THE FBCR
2020 -ITH EDITION IS *4 WHICH USES
(2) TWO LAYERS OF ASTM 0226
TYPE 11 OR ASTM D4869 TYPE III
OR TYPE IV UNDERLAYMENT.
Note: WALL FENESTRATION FLASHING PER FBCR 103A -
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 SOO or ASTM C-920 Class 25 Grade NS
or greater for proper joint expansion and contraction, ASTM C1281, A=4MA 612, or other
aF,proved standard as appropriate for the type of sealant. Fluid-ap�:�lied membranes
u.54d as flashing in exterior walls shall comply with AAMA -114. The flashing` shall extend to
tho surface of the exterior wall finish.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-8023591
www.abdesigngroup.co
AA #: 0003325 J
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ST-TBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
RECT-
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305NIMMOMMMIF
J
PRINT DATE-
10 28 21
FSCAT 1/4"=1'-0"
SHEET
DI
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 1305.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI. SECURED
PER FASTENER
SCHEDULE
PRE-ENG WD.IRUSS
24' O.C. MAX.
METAL DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED -
SOFFIT
REFERENCE -
STRUCTURAL
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
SEE STRUCTURAL
IX2 FIRE -STOP
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
N
0
a>
w
/w
d)
z
O
E-
4
W
❑a
O
>
fy
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR W5.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI. SECURED
PER FASTENER
SCHEDULE
P
PRE-ENG WD.TRUSS-
EVATION
24' O.G. MAX.
METAL DRIP EDGE-
BATT INSULATION
REFER TO ENERGY
CALGS FOR VALUES
2x FASCIA PER-
5/8' GYPSUM BOARD
ELEVATIONS
OR 1/2' HIGH STRENGTH
CLG. BOARD
VENTED —
1x2 FIRE -STOP
SOFFIT
-R-4.1 INSUL.
REFERENCE -
WINDOW ATTACHMENT
AS PER
MANUFACTURES
SPECIFICATIONS
STRUCTURAL
3/4' T t G SUBFLOOR
GLUED AND NAILED
AS PER NAILING
SCHEDULE
PER
LEVATION
OILFER
LEVAt10N
STRUCTURAL
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
SEE STRUCTURAL
5/8' GYPSUM BOARD
OR 1/2' HIGH STRENGTH CLG.
BOARD i PER
YELEVATION
R-4.1 INSUL.
IX2 FIRE -STOP
I WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
REFERENCE STRUCTURAL
Ix2 P.T. FURRING
STRIPS Q 24' O.C.
8' CMU
1/2' GYP, WL. BD.
WOOD BASE
GRpf�E '
LINE a ..
d
x W/ WINDOW OPENING
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
Ix2 FIRE -STOP
ATT INSULATION
jRI-4,1
EFER TO ENERGY
ALGS FOR VALUES
' .
ii.011
o.N.
TYP.R
/8' GYPSUM BOARD
1/2, HIGH STRENGTH
LG. BOARD
'2
FIRE -STOP
INSUL.
O
> UMre� iak V" a C
W S�o
W na
ti
3/4' T 4 G SUBFLOOR
GLUED AND NAILED
AS PER NAILING
SCHEDULE
z
�0
a>
w
A m ER
LEVATION
PER
LEVATION
5/8' GYPSUM BOARD
OR 1/2' HIGH STRENGTH
CLG. BOARD
Ix2 P.T. FURRING
STRIPS ai 24' O.G.
8' CMU
a+
1/2' GYP. WL. BD.
WOOD BASE
G -
d. .
n. a
m.
''O d
G
WITHOUT WINDOW OPENING
2-STORY FIRST FLOOR BLOCK
SECOND FLOOR BLOCK
SCALE: 3/4'=V-0'
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325 J
F
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w
0
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A
SUBDIV. 8a LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL :
4EHB
"2605— HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 2128
DATE: 10 / /
SCALE: 1/4"=1'-0"
Ix4 P.T. OR 5/4'X4' MIN.
SECURE THRU FRAME 4
EXTEND 1-1/4' INTO
BLOCK W/ 3/16'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1-1/4'
WITHIN 8' OF EACH END
4 18' O.C. MAX SPACING
TOP:
2X6 P.T. ® CENTER OF DOOR HEADER SECURED
W/ (U 1/2' X 8' J-BOLT
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X I/8' WASHER 4 NUT
OR
W/ (2) 1/2' X 8' ANCHOR 15OLT5
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/8' WASHER 4 NUT -
0
0
TO BLK W/
0 1/4' TAPCONS ❑m
1 1/2' EMBED., 8' O.C.,
4' END DIST.,
1 1/2' EDGE DIST.
0 0
2X6 GARAGE DOOR BUCK SECURED
W/ (5) 1/2' X 8' J-BOLT OR ANCHOR
BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2-
X 2' X 1/8' WASHER 4 NUT. (1) WITHIN
8' OF TOP, (1) WITHIN 8' OF THE BTM,
(3)EVENLY SPACED. ❑O
NOTES:
ALL ANCHORS SHALL BE IN ACCORDANCE TO
MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE
SUCH INSTRUCTIONS ARE MORE STRINGENT
GARAGE DOOR
I)BUCK ATTACHMENT
D3 eCALE:
8' CMU
1/2' DRYWALL
I'X4'
P.T. NAILER
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS_
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +3/4" OR +5/4"
(� Qll TO BLOCK +3/4" OR +5/4"
2X4: CM
SECURE TO BLOCK W/
3/16' TAPCONS (MIN.
SHANK SIZE _I45 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH
END 4 18' O.C. MAX
SPACING.
2X6:
SECURE TO BLOCK
WK2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
4 IS' O.G. MAX SPACING.
2X8:
SECURE TO BLOCK
WK2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 IS' O.G. MAX
SPACING,
8' CMU
1/2' DRYWALL
P
P.T.. NAILER
I --I
/- DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +1 1/2"
( LI QI'P TO BLOCK +1 i/2"
2X4: cm
SECURE TO BLOCK W/
3/16' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH
END 4 18' O.C. MAX
SPACING.
2X6: CECI
SECURE TO BLOCK
W/(2) 3/16' TAPCON5
(MIN. SPANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4-)
WITHIN 8' OF EACH END
4 IS' O.C. MAX SPACING.
2X8: Emm
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
4 18' O.C. MAX
SPACING. —
8' CMU
1/2, DRYWALL
I'X4'
P.T. NAILER
Q l- 1/16' O.S.B. X 4' MIN.
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +1 15/16"
CWNDO'W TO BLOCK +1 15 16"
2X4: cm
SECURE TO BLOCK W/
3/16' TAPCONS (MIN.
SHANK SIZE _I45 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/40)
WITHIN 8' OF EACH
END 4 IS' O.C. MAX
SPACING.
2X(b:
SECURE TO BLOCK
WK2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 18' O.G. MAX SPACING.
2X5:
SECURE TO BLOCK
W/(2) 3/16' TAPCON5
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN S' OF EACH END
4 IS' O.C. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
ON OUTSIDE 4 SECURED
THROUGH NON-STRUCTURAL
3/16' TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK.
8' CMU
1/2' DRYWALL
I'X4'
P.T. NAILER
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS_
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/4')
DOOR JAMB TO BLOCK +2 1/4"
@A OW TO BLOCK +2 1/4"
2X4: C&I
SECURE TO BLOCK
W/3/16' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH
END 4 IS' O.C. MAX
SPACING.
2X6: CEM
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE _145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
4 18' O.C. MAX SPACING.
2X8: CEM
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 18' O.C. MAX
SPACING.
8' CMU
1/2' DRYWALL
I'X4'
P.T. NAILER
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH To 2X PER
MANUFACTURES DETAILS_
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/4')
DOOR
JAMB �TO
BLOCK +3"
T `1, 1 ItlN lel 9 Yi 1 � Sl tl 19\ 1� +�'9
2X4: CM
SECURE TO BLOCK W/
1/4' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH
END 4 18' O.G. MAX
SPACING.
2X6: CM
SECURE TO BLOCK
W/(2) 1/4' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300 MIN.
EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 18' O.G. MAX SPACING.
2X8: t�
SECURE TO BLOCK
WK2) I/4' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
4 18' O.C. MAX
SPACING.
8' CMU
1/2' DRYWALL
1'X4'
P.T. NAILER
-I/f6' OSB. X 4' MIN.
l- DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +3 7/16"
�NDOVP TO BLOCK +3 7/16"
2X4: ®
2X4: CM
SECURE TO BLOCK W/
SECURE TO BLOCK W/
3/16' TAPCONS (MIN.
1/4' TAPCONS (MIN.
SHANK SIZE .145 MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
HEAD SIZE
MIN. EMBEDMENT 1 1/4')
.300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH
WITHIN 8' OF EACH
END 4 18' O_C, MAX
END 4 IS' O.C. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
SPACING.
NOTE: STRUCTURAL 2X MUST BE
2X6: CEM
ON OUTSIDE 4 SECURED
2X6: cim
ON OUTSIDE < SECURED
SECURE TO BLOCK
THROUGH NON-STRUCTURAL
3/16° TAPGON MIN. I-1/4'
SECURE 70 BLOCK
THROUGH NON-STRUCTURAL
TAPCONS
(MIN. SHA
(MIN. SHANK SIZE
EMBEDMENT INTO BLOCK
W/(2) 1/4' TAPCONS (MIN.
3/16' TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK.
.145
MIN. HEAD SIZE 300
SHANK SIZE .145 MIN.
MIN. EMBEDMENT 1 1/49
HEAD SIZE 300 MIN.
8' OF EACH END
S° CMU
EMBEDMENT I 1/49WITHIN
8' CMU
4 18' O.G. MAX SPACING_
1/2' DRYWALL
WITHIN 8' OF EACH END
4 18' O.G. MAX SPACING,
1/2' DRYWALL
2X8: ®
SECURE TO BLOCK
I'X4'
P.T. NAILER
2X8: CJ
❑ I'X4'
SECURE TO BLOCK
P.T. NAILER
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE
DOOR CASING
W/(2) 1/4' TAPCONS
I' P.T. X 4' MIN.
.145
MIN. HEAD SIZE
(MIN. SHANK SIZE .145
.300
MIN, EMBEDMENT 1 1141)
2ND 2X SECURE TO STRUCTURAL
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
DOOR CASING
WITHIN S' OF EACH END
MEMBER W/(2A2d WITHIN 8'
WITHIN 8' OF EACH END
4 18' O.G. MAX
SPACING.
OF EACH END 4 6' TO 8' O.G. MAX
4 IS, O.C. MAX
SPACING,
DOOR JAMB OR WINDOW
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
ATTACH TO 2X PER
NOTE: SHIM AS NEEDED TO
PLUMB MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO
MANUFACTURES DETAILS.
PLUt'1B
JAMB (DO NOT EXCEED 1/4')
JAMB (DO NOT EXCEED 1/49
DOOR
JAMB TO BLOCK +3"
DOOR JAMB
TO BLOCK +3 3/4"
F
(ll FlIN1 DOW TO
BLOCK +3 3/4'°
Re"1 wed %r
Uni�a°�AOfarn�,ade
Scle^ems -."'9.
I =
I. PER CODE AND MANUFACTURER'S
REQUIEREMENT 2X BUCKING FOR THE FRONT IN
SWING DOOR5t INSIDE FACE IF 2X BUCKING
SHALL BE INSTALLED FLUSH WITH INSIDE FACE
OF DRYWALL. REFER TO MANUFACTURER'S
SPECIFICATIONS FOR INSTALLATION AND BUCK
REQUIREMENTS, BUCK DETAILS SHOWN HERE
ARE OPTIONS TO ACHIEVE MANUFACTURER'S
R.O. REQUIREMENTS. FASTENING OF WINDOWS
AND DOORS WHERE 1X BUCK IS INSTALLED
REQUIRES THE FRAME TO BE FASTENED
DIRECTLY INTO MASONRY.
M
crlu
i' DRYWALL
IX FURRING
`-RIP 2XIO TO
DOOR 8-1/81W
FRAMING HOLD FLUSH TO
INTERIOR FACE
OF DRYWALL
ENTRY DOOR BUCK
VIREMi�'NTS
—
2194 H"fY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
SURDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJE'C;T#
04321.201 101R1
MODEL:
4EHB
2605-- HAYDEN"
GARAGE SWING:
LEFT
PAGE: ®�
DETAILS
16-0 MPH EXP. C
ARCHITECT.
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NIO 17305
DAET 10/28/21
SCAM: 1/4"=1'-0"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
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V
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V
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F
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ti
SVHDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP. I
ARCHITECT-
STATE OF FLORIDA
NOV 1 6 2021
ma-ML1d. AbERSON
AR NO 17305
PRINT 10 28 21
DATE: / /
SCALE: 1/4"=V-0"
SHEET
WAI
DRAINAGE PLANE (WRB
LAYER *I, STUCCO WRAP)
WRB LAVER #2 (FORTIFIBER
BUILDING PAPER)
METAL LATH
STUCCO
WOOD OR -1/16" ZIP WALL
SHEATHING
X—X—X—X
0
SELF-ADHESIVE FLASHING — — — —
NOTE:
METAL LATH: LATH TO BE PER SECTION
R-103.1.1 / ASTM C-841-14a, MIN. 2.5 LBS.
PER ,5a, YARD (UTILITY OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
FINISH
6" SELF ADHESIVE
OVER TOP 4 SIDES
SELF
FLASHING
UNIT
PREMANUF. DRYER
VENT CAP (SET IN
CONT. SEALANT)
SEALANT
TOP 4 SIDES
BUILDING PAPER
OVER 'QUICK
FLASH'
PIPE THROUGH—
HROUGH /
WALL
1\
6" SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
BUILDING PAPER
UNDER 'QUICK FLASH'
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
EVENT PENETRATION
SCALE: N.T.S.
ELEC. METEF
VERIFY LO
STUCCO SCRATCH COAT
4 1 COAT OF PAINT U1/5ACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
O
\_
ELEC. METER FIELD
VERIFY LOCATION
APPLY STUCCO SCRATCH COAT
AND ONE (1) LAYER OF PAINT
PRIOR TO INSTALLING ELEC.
METER
CAVITY TO BE FILLED
WITH RIGID POLYMERIC
ISOCYANOTE-POLYBLEND FOAM
At CTI 7R SIMILAR)
APPLY A SILICON
BASE SEALANT AT POINT
THAT ELEC. WIRE PENETRATES
:;0 SCRATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER CAN
COM50 OR METER CAN AND
DISCONNECT
ELECTRICAL CONDUIT
PENETRATION
lAro' ZIP SHEATHING SYSTEM
(INSTALLED PER MANUR SPECS.) OR
WOOD SHEATHING
-WRB LAYER "I,
STUCCO WRAP
-WRB LAYER 02, FORTIF15ER
BUILDING PAPER
METAL LATH
WOOD +. 7/a' TEXTURED
CONSTRUCTION = :FINISH A WOOD
a' CMU
FASTEN TO WOOD STRUCTURAL
MEMBER ®'I' O.C. MAX
Ye' TO 12' MID -WALL
WEEP SCREED
6' WIDE STRIP SELF
ADHESIVE FLASHING, CLEAN
MASONRY BEFORE APPLYING
FINISH + MASONRY
7B HORIZONTAL WEEP SCREED
(FRAME TO BLOCK
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WR5 LAYER #1,
CUT OPENING IN STUCCO WRAP
APPROVED HOUSEWRAP
FOR BOX INSTALLATION
f\
CUT 'X' INTO
STUCCO WRAP J MEMBRANE FLASHING
WRB LAYER MI,
APPLY SELF -ADHERING
WOOD SHEATHING MEMBRANE FLASHING
OVER BOX AND OVER
APPROVED WRB
LAYER 01
APPROVED
HOUSEWRAP
BELOW
CUT SUCH THAT
NO MEMBRANE
ENTERS BOX,
APPLY TO FACE
EDGE
APPLY E-Z BEAD
OVER 60 MIN
GRADE 'D'
FELT -PROVIDE
SEALANT AT ALL
JOINTS AND
INTERSECTIONS
&TP 1
APPLY 60 MIN
GRADE 'O' FELT
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
&TP #3
.T E P ;*2m
Rooewgd for code
Unlvarsal Engineering
Sciences
WRB LAYER *1,
STUCCO WRAP
SELF -ADHERING
MEMBRANE FLASHING
WRE3 LAYER 4r2, FORTIFIBER
BUILDING PAPER
ELASTOMERIC
COATING OVER
STUCCO/ C.V. FINISH
(SEE TYPICAL WALL
SECTION)
METAL LATH
5T P #5 5T E P I*ro
ELECTRICAL RECEPTACLE
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH; 321-802-3591
www.abdesigngroup.com
AA #: 0003325
w
U
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0.
v
to
A
F
A
x
SvsDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321,201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
160 MPH EXP. C
ARCHrrECT:
STATE OF FLORIDA
- NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 10 28 21
I)ATE: / /
SCALE: 1/4"=1'-0"
SKEET
WA2
DRAINAGE F'LANE (WRP
LA,rER 1*11 STUCCO WRAP)
11WR5 LA1r'ER. *12 (1=0RTIF15ER — — — — —
5UILDING PAFER)
METAL LATH X X X X
STUCCO
WOOD OR i/1ro" ZIP WALL
SHEATHING
SELF-ADHESIVE FLASHINC-
lk 2 1/2" k
a
CORNER SEAD
(1=A6TENER 8 SFACING a i" O-C.)
CMu
1/2" TNICK, 2 COAT CEMENT
FLA6TER AFFL[ED
DIRECTLY' TO MASONR°I'
GgReviewed for code
Universal E�nce
Sc end neerinp
2194 HWY A1A, SUITE 301
INDIAN HARBOUR' BEACH,
FLORIDA 32937
PH: 321-802 3591
www.abdesigngroup.com
AA #: 0003325
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F
DIV. & LOT:
REEKSMEPHASE 2
LOT #101
ECT#
21.201 101R1
EL:4EHF3
5- HAYDEN"
GARAGE Si1]14G
LEFT
PAGE:
WAL
ASSEM
DETAI
160 MPH E
ARCHrrECT:
STATE OF FLORIDA
NOV a F. 2021
MMAEL C. ANDERSON
AR NO 173,05
DATIE: 10/28/21
41CALE: 1/4"=V-0"
SHEET
v "m
2x6 SUB -SAND
W/l "x4" NOTCH -s
END, WRAPPED IN
PEEL 4 STICK
DRIP EDGE
I/S" TEXTURED
FINISH e WOOD
1/2' TEXTURED
FINISH e CMU
I�
I�
I�
I�
I �
I �
METAL FASCIA \�
WRAP Ys" FROM
STUCCO, 1" FROM
WOOD WALL \�
EXTERIOR WALL
(FRAME OR CMU) \�
NOTE: NOTCH FOR 2X�o
N, SUB BAND ONLY
\
/
( )ELEVATION-
METAL FASCIA WRAP
2X6 SUM BAND
—ROOF KICK OUT REMOVED
FOR CLARITY
-ROOF DECK (BEYOND)
DRIP EDGE, 1" OFF WALL
IVNOT INTO STUCCO)
11/8" TEXTURED FINISH a
/ WOOD, 1/2" TEXTURED
i
i FINISH 6 CMU
1,,, 2x(o SUB -BAND W/1"x4" NOTCH a
END, WRAPPED IN PEEL 4 STICK
METAL FASCIA WRAP I' OFF
WOOD WALL. SUB BAND 2"
° OFF WOOD WALL
1/8' TEXTURED
FINISH im WOOD,
1/2' TEXTURED
FIN15H 0 CMU
METAL LATH
WOOD SHEATHING
OR CMU
WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
WRS LAYER 02, FORTIF15ER
BUILDING PAPER
(FRAME ONLY)
ROOFING CEMENT
DRIP EDGE
METAL KICK OUT
x
x x
x
x
x x
x
x
x
x
x x
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x x
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x
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x x
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x
x
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NOTE -
IF ZIP SHEATHING SYSTEM 15 INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PROCEDURES
PRE-ENG'D TRUSS TO BE CUT a
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4 "x4' - m'
SCABBED TO TRUSS
W/126 NAILS 6"-S'
O.G. MAX.
2x SUB -SAND W/lY"x4"
NOTCH -a END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL ® WALL
SVB BAND DETAIL @ 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
W/l2"x4" NOTCH 6
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT a
ROOF EDGE
OMITTED FOR
CLARITY
p
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um "I nm
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/ly"x4" NOTCH a
END, WRAPPED IN
PEEL 8 STICK
*ROOF CEMENT 6
ROOF EDGE
OMITTED FOR
CLARITY
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SUHDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
UODET :
4EHB
112605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
160 MPH EXP. C
ARCHrrECT
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
""+" 1
DATE: 10 28 21
SCALE: 1/4"=1'-0"
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39'-8"
FOUNDATION PLAN
SCALE: 1/4" = V-0"
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.
11.81NDICATES #5 BAR, 13INDICATES #6 BAR,ONDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 =
30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TMS 402/602-16, BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION
SHALL BE IN ACCORDANCE WITH TMS 402/602-16, USING: F'm = 2,000 PSI, TYPE "M" OR"S"
MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND.
16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED
3'-0" O/C MAX. SEE PLAN FOR WWM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2020 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 7th EDITION
EDRevwmed for Code
Sciences
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W1.4xW1.4 OVER
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING
RSCHEDULE OUDOOEG EACH WAY.
PROVIDE CORNER BARS SAME SIZE QUANTITYBARS
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF.
TOP REINF.
T.O.F.
SHORT
LONG
FM-12x18
12"
CONTINUOUS
18"
-
(2) #5's
_
(+)0'-0"
FM-16x18
16"
CONTINUOUS
18"
-
(2) #5's
_
(+)o"_o"
FM-20xl8
20"
CONTINUOUS
18"
-
(2) #5's
-
(+)0"-0"
FMC-1608
16"
CONTINUOUS
18"
-
(2) #5's
-
VARIES
CW-12x12
12"
SEE PLAN
12"
-
(2) #5's
-
(+)op'_o"
CWC-12x12
12"
SEE PLAN
12"
-
(2) #5's
-
VARIES
F-24x24
24"
24"
12"
(2) #5's
(2) #5's
_
(+)0"-0"
TE-1
8"
SEE PLAN
8"
(1) #5's
0„-4„
NOTE: WELDED WIRE MESH &
VERTICAL REBAR NOT
SHOWN FOR CLARITY
SECURE A/C SIMPSON UJB
#3 TRANSFER STEEL @ 24" O.C. MAX ON 1 1/2" STRAP TO UNIT ROLL STRAP
CHAIRS @ FOUNDATION SLAB & WIRE TIED CONC. W/
TO CONTINUOUS FOOTER STEEL (2)-3/1(o'X2' OR EQUAL a
q. TAP -CONS EACH COMER
OF UNIT
CONC. SECURE STRAP TO
° ° TOP OF SLAB
SLAB UNITS UJ/ (2) "Sxl 1/4
SHT MTL SCREWS
L-A
SUPPORT#3W/11/2"CHAIRSA/C CONNECTION
.
TO PAD DETAIL-
) TRANSFER STEEL INSTALLATION
SCALE: 3/4"=T-0"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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svaDly eo LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECTS:
04321.201 101R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FOUNDATION
PLAN
160 MPH EXP. C
ARCHITECT.
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
EXT. PORCHCH SLAB
W/ 1/2" ISOLATION /
JOINT (WHERE I
APPLICABLE) z
(V
I' a
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
8" CMU WALL
SEE SLAB SCHEDULE
-4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
EXTERIOR MONO -FOOTING
BOLLARD
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O/C BTM.
LAP TO OCCUR OVER STUD
2x4 OR 2x6 WOOD BEARING -
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
TOP OF SLAB
SCALE: 3/4"=1'-0"
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SPACING REQUIREMENTS
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+- 0,-0,
TOP OF SLAB
L-SEE SLAB SCHEDULE TOP
-4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
EXTERIOR MON
@ GARAGE
OOTING
SCALE: 3/4"=1'-0"
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SCALE: 3/4"=1'-0"
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7:iiPI F00 U. 11E*10114Rcc
SECURE BT. PLATE TO
SLAB W/10d MASONRY NAIL
12" O/C STAGGERED.
ADDITIONAL METAL
CONNECTORS NOT
REQUIRED WHEN NO
UPLIFT IS PRESENT.
-SEE SLAB SCHEDULE
� a
M M I d
a a
d
a.
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR FOUNDATION WOOD WALL
SCALE:3/4"=1'-0" (NO UPLIFT)
4" CHAMFER (I -STORY)
6" CHAMFER (2-STORY)
ADDING BAR TO
MONOLITHIC FOUNDATION
SCALE: 3/4"=1'-U"
POURED LINTEL CONT. (TYP.)
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8" CMU FILLED CELL (TYP.)
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2X WALL FRAMING
••
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MINIMUM EMBEDMENT INTO
GROUTED CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
INTERIOR FRAME BRG WALL TO
BLOCK WALL CONNECTION
SCALE: 3/4"=1'-0"
EXT. PORCH SLAB
W/ 1/2" ISOLATION
JOINT (WHERE
APPLICABLE)
6" PVC CHASE
—
THRU FOOTING
30"
MIN. EACH WAY
MONOLITHIC FOOTING
°
°
• ��. .. p P OO v. °
D��
v
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v . 1 CORNER BARS, SAME SIZE AS LARGER BAR
l I IN FOUNDATION WITH 30" LEG EACH
P ° WAY AT ALL CHANGES IN DIRECTIONS
' p SO THAT THE STEEL REINF. IS CONTINUOUS
MATCH AMOUNT OF CONTINUOUS BARS
CONTINUOUS STEEL MONOLITHIC
%. FOOTING REINFORCEMENT SEE SCHEDULE
N WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING
DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO
MONOLITHIC FOUNDATION
CORNER BARS DETAIL
SCALE: 3/4"=1'-0"
STEEL REINFORCING IN GROUTED
z
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w
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•
z
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g
REINFORCEMENT
PER SCHEDULE
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
OF;
BAR SIZE
48 BAR DIA.
#3
18'
#4
24"
#5
30"
#6
36"
#7
42"
CURB FOR
MASONRY
UNITS SET
AT ELEV:
0'-01,
RECESS AROUND GARAGE
DOOR OPENING
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O/C BTM.
LAP TO OCCUR OVER STUD
2x4 OR 2x6 WOOD BEARING -
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
PVC CHASE
THRU FOOTING 12
SCALE: 3/4"=1'-0"
rn
w
E
SCALE: 3/4"=1'-0"
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCKING
SECURE BT. PLATE TO
SLAB W/10d MASONRY
NAIL 12" O/C STAGGERED
ADDITIONAL METAL
CONNECTORS NOT
REQUIRED WHEN NO
UPLIFT IS PRESENT.
-SEE SLAB SCHEDULE
Reviewed for Code
Compliance
Universal Engineering
Sciences
SEE SCHEDULE
�— FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR CURB FOUNDATION WOOD WALL
SCALE: 3/4"=T-0"
(NO UPLIFT)
IYI/11 VI I V ILLL
REINFORCEMENT
PER SCHEDULE
NG
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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SUBDIV & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
MICI L1 d. Z ERSON
AR NO 17305
PRINT 10 28 21
DATE- //
SCLE: 1/4"=1'-0"
SHEET
S I . 1 A
9
a
FIRST FLOOR DOWEL PLAN
SCALE: 114" = 1'-0"
NEI"
a
(V
N
Reviewed for Code
Compliance
Universal Engineering
scenom
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bd esigngrou p„com
AA #: 0003325
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SU33DIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODELc
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
DOWEL PL14N
L160 MPH EXP. C
ARCHITECT,
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
DATE:: 10 21
DATE: /28 /'
SCALE: 1/4"=1'-0"
SHEET
S1.2
d
.e
e
°d
e
TIE VERTICAL REBAR
TO HORIZONTAL
REBAR W/ 10" HOOK
GROUTED BOND BEAM
d. e
d.c
HORIZONTAL/VERTICAL
REINFORCING
SCALE: 3/4"=1'-0"
VARIES PER ELEV.
CLEAN OUT REQUIRED
FOR INSPECTION
0'-0" FIN. FLR.
TIE VERTICAL REBAR
TO HORIZONTAL
REBAR W/10" HOOK
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
NEW REINF. BAR
SECURED W/2-PART
EPDXY. MIN. EMBED
6", UNO
FOLLOW ALL MANF.
SPECIFICATIONS FOR
USE AND
PREPARATION OF
HOLE.
u
CoQQ�°: n
n
�d A. d
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° ed
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BOND. BEAM
ADDING BAR TO
4 BOND BEAM
SCALE: 3/4"=1'-0"
Z4
z
N
OFFSET METHOD
EXT. PORCH SLAB
W/ 1/2" ISOLATION
JOINT (WHERE
APPLICABLE)
6" PVC CHASE
—
THRU FOOTING
HORIZONTAL/VERTICAL
REINFORCING
SCALE: 3/4"=1'-0"
CONTINUOUS
METHOD
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
8" CMU WALL
SEE SLAB SCHEDULE
e 4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
° MATCH STEEL
REINFORCEMENT
PER SCHEDULE
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
TOP OF SLAB
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
PVC CHASE
THRU FOOTING
5
#5 BARS
REINFORCEMENT
PER SCHEDULE
CMU UNIT DIMENSIONS
ARE NOMINAL SIZES
MASONRY SYMBOLS
01[el
SiUALL: J/4"=T-U
Reviewed tot Code
r
,ompliance
Universal ring
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bdesigngrou p.com
AA #: 0003325
Fes.
W
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A
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SUHDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL•
4EHB
"2605—HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP. lc
ARCHITECT-
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
L AR NO 17305 J
PRINT 10 28 21
DATE:
SCALE: 1/4"=1'-0"
SHEET
S1. 2 A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
9. 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.
10. 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.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
SIZE &
DESCRIPTION
REMARK
1O
(2) 2X8
BEAM SCHEDULE
ENZOM 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' ZE
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x16
—
(1) #5
(1) #5
N/A
—
GROUTED SOLID
BB2
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
SEE SHEET
S2.2A FOR
SAFE LOAD TABLES
I IIUMIVD
8F16/1T/1M/OB
■ 8F16/1T/OM/OB 8F16/1T/OM/OB ♦ ■
��m�omm��mm��mm��m�����mme
FIRST FLOOR LIFT BEAM PLAN
SCALE: 1/4" = 1'-0"
figReweuW for Cade
unloonao I � isnce
04Ineenng
scio
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=:ae; ic4y.:.�ripS
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
12
U
W
0
F
a
U
W
W
A
F
A
SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
LIFT BEAM
PLAN AND
NOTES
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
NOV 1 6 2621
MICHAEL C. ANDERSON
AR NO 17305
PRINT 10 28 21
DATE: / /
SCALE: 1/4"=1'— 0"
SHEET
S 2
#5 CORNER BAR W/ 30" LAP FOR EACH
COURSE OF BOND BEAM
VERTICAL REBAR W/ 10" HOOK
30" TYPICAL
#5 BAR IN BOND BEAM
OPEN FACE SHELL SO
AS TO ALLOW BENT
BAR TO BE PLACED IN
UPPER AND LOWER
BOND BEAM
CORNER
REINFORCING OF BOND BEAM
SCALE: 3/4"=V-0"
SINGLE BOND BEAM
AT HIGHER ELEVATION
SINGLE BOND BEAM
AT LOWER ELEVATION
70,
0
#5 MIN. REQUIRED IN
EACH CELL HOOKED IN
TOP BOND BEAM W/
STANDARD ACI HOOK
#5 BAR BENT
AS SHOWN
CORNER BARS
3 AT CORNER STEP
SCALE: 3/4"=1'-0"
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.
OF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST
y / 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.
6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
/
PgS�F�P 8x16 DBL. BOND —
2 P� BEAM W/ (1) #5 BAR
�\p�� EACH COURSE
8x8 BOND BEAM - TOP OF
W/ (1) #5 BAR \ :y P4 BOND BEAM
T FOR F = FILLED W/GROUT
I �\pt�O U = UNFILLED
NOMINAL # OF #5'S, IN 2ND BOND
WIDTH
BEAM COURSE
16-1 T/1 M/OB
Q�EF NOMINAL—��
e" HEIGHT # OF #5'S, TOP
IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE
THAT XFXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM 14'r, #5'S, BOTTOM
AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL
IT IS THIS ENGINEER'S INTENT
AND XUXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED
LINTEL
AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL
WINDC
PRE -CAST
WINDOW
SILL
TYPICAL MASONRY WINDOW
SILL CONSTRUCTION
SINGLE #5 CORNER
BAR, 30x30 TURNED UP
OR TURNED DOWN INTO STEEL REINF. OF
FILLED CELL BOND. BEAM
PROVIDE #5 BAR
AT EACH SIDE
STEEL REINF. OF OF ELEVATION
BOND.BEAM CHANGE
CHANGE IN
('�,_�ELEVATION OF BOND BEAM
GROUT SOLID FROM —
LINTEL TO TOP OF BOND
BEAM, IF FILLED LINTEL.
8x8 PRE -CAST CONCRETE —
LINTEL W/ (1) #5 BAR (L2)
LENGTH OF BAR � WIDTH OF
OPENING -2"
OR
8x8 PRE -CAST CONCRETE
LINTEL, W/O STEEL (L1) REFER
TO PLAN FOR LOCATIONS
OF OPENING
dp
Sa
TYP. 8"x16"
BOND BEAM
OF OPENING
SEE NOTE 5
=
-
MASONRY
BEAM DESIGNATION
WOOD SECTION
FASIENERSPACING
de =2" MIN, 2 4" MAX
So = 2 t" MIN, 9" MAX
(2)
s, =12'' MIN, 2 }" MAX
ed = t" MIN, 2 2' MAX
de =2" MIN, 2 y" MAX
5o = 2 y" MIN, 9" MAX
(2'
s, =1 2" MIN, 2 2" MAX*
ed = 4" MIN, 2 2" MAX
de =2" MIN, 2 y" MAX
so = 2 y" MIN, 9" MAX
(2)2d
s, =1 2" MIN, 2 2" MAX*
ed = J" MIN, 2 2" MAX
*MUST HAVE 2 OR MORE LONGITUDINAL
ROWS OF NAILS
Reviewed for Code
Compliance
Universal Engi
us s
NOTE:
• ADJACENT NAILS ARE DRIVEN FROM
OPPOSITE SIDES OF THE COLUMN
• ALL NAILS PENETRATE ALL
LAMINATIONS AND AT LEAST 1 4" OF
THE THICKNESS OF THE OUTERMOST
LAMINATION
WHERE:
de = END DISTANCE
so = SPACING BETWEEN ADJACENT FASTENERS
IN A ROW
s, = SPACING BETWEEN ROWS OF FASTENERS
ed = EDGE DISTANCE
DOUBLE STUD W/ 10d NAIL ATTACHMENT
SCALE: N.T.S.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
Cam.
W
V
W
O
F
a
V
4
F
A
SUHDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4E I
"2605— HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP. I
ARCHITECT
STATE OF FLORIDA
NOV 16 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 10 28 21
[DATE;
SC ALE: 1 /4"=1' — 0"
SHEET
S
2•1A
"L TT'S C CRETE" / "CAST-C ET " / "QUALITY" SAFE LOAD TABLES
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE
LOAD -
POUNDS
PER
LINEAR
FOOT
SAFE
PLF
LOAD
SAFE
LOAD -
POUNDS
PER
LINEAR
FOOT
TYPE
LENGTH
8U8
8/8-OB
/16-1T/OB
/20-1T/OB
/24-1T/OB
8-1T/OB
32-9T/OB
�(PE
LENGTH
8/8 PLAIN
8/8 SOLID
-- __ TYPE
LENGTH �_ �--
8/8-1T
8/16-1T
8/201T
8/24-1T
8/28-1T
8/32-9T
8/8-18
/16-1T/1B
0-1T/16
4-1T/1B
/28-1T/1B
2-1T/1B
8/8-2T
8/162T
8/202T
8/242T
8/28-2T
8/32-2T
3'-6" PRECAST
1436
952
3114
4217
5321
6426
7531
"
3'6 PRECAST
689
1024
3'-6i" PRECAST
1569
3524
4394
5263
6132
7001
2465
6113
6385
7708
9031
10000
1569
3524
4394
5263
6132
7001
4'-0" PRECAST
1065
700
2305
3125
3945
4765
5587
4'-0" PRECAST
514
763
4°-0" PRECAST
1363
3060
3815
4570
5325
6079
1961
6113
7192
6524
7627
8751
1363
3060
U15
4570
5325
W79
4'-6" PRECAST
$19
533
1770
2400
3033
3666
4300
4°-6" PRECAST
398
591
4'-6" PRECAST
1207
2582
3375
4043
4711
5379
1625
5743
7547
6752
6541
7565
1207
2707
3375
4043
47'11
5379
514" PRECAST
931
1247
1999
2560
3123
3686
4249
5° -4" PRECAST
411
411
" -4 '
5PRECAST
1016
1806
2374
2944
3513
4084
1319
4460
7196
7342
5780
6259
1016
2276
2838
3399
3961
4084
5'-10" PRECAST
817
1024
1631
2090
2549
3009
3470
T-10" PRECAST
340
339
5'-10" PRECAST
909
1499
1971
2443
2915
3387
1161
3693
5877
6036
6648
5776
929
2080
2593
3107
3620
4133
61-6" PRECAST
692
1139
3227
3031
3707
4383
5061
61-6" PRECAST
410
721
V-6" PRECAST
835
1201
1578
1965
1
2332
2709
1139
3227
4598
7054
10000
8825
835
1868
2329
2790
3251
3712
T$" PRECAST
570
938
2498
2206
2698
3191
3685
7 -6" PRECAST
303
534
7 -6" PRECAST
716
900
1181
1462
1743
2025
938
2498
3408
4864
70 67
64,72
727
1624
2025
2426
2827
3228
9'-4" PRECAST
428
633
1593
2204
2481
2818
2621
9140 PRECAST
192
384
9'-4" PRECAST
454
586
767
948
1129
1310
639
1674
2298
3081
4099
4899
572
1318
1643
1969
2164
2519
101-6" PRECAST
388
487
1247
1767
1904
2163
2028
10,-6" PRECAST
151
301
10'-6" PRECAST
356
468
612
755
899
1042
550
1407
1897
2781
3222
3784
504
1180
1472
1763
1710
1989
11,40 PRECAST
330
5"
1312
1742
2252
2868
3630
1114" PRECAST
132
417
11'-4" PRECAST
430
406
530
653
777
872
644
1312
1742
2252
2868
3662
466
1042
1372
1643
1470
1710
12'-0" PRECAST
308
507
1210
1596
2048
2586
3191
12'-0" PRECAST
111
370
_
12°-0" PRECAST
383
383
366
366
476
587
698
783
507
1210
1596
2048
2586
3171
1300
1560
1394
1476
13'-4" PRECAST
270
433
1045
1365
1732
2157
2535
� "
13 -4 PRECAST
82
298
131 411 PRECAST
308
303
303
393
484
575
645
414
1045
1365
1732
2316
2605
398
1057
1312
1071
1203
14'-0" PRECAST
254
388
978
1272
1606
1988
2279
° "
14 -0 PRECAST
71
293
14'-l�11 PRECAST
279
278
360
443
526
609
390
978
1272
1606
1950
2389
378
717
961
1192
975
1133
14'-8" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
14'-8" PRESTRESSED
N.R.
283
14-8
'" PRESTRESSED
239
422
506
626
746
865
458
1079
1429
1824
2277
2712
246
663
980
1237
1474
1715
15'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
15-4" PRESTRESSED
N.R.
252
15'-��" PRESTRESSED
224
387
464
574
684
793
412
1014
1340
1703
2118
2513
230
616
908
1134
1353
1572
17'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
17'-4" PRESTRESSED
N.R.
183
17'-4°' PRESTRESSED
187
326
365
1
451
587
680
300
856
1121
1413
1739
2047
192
506
720
501
1135
1312
19'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
19'-4" PRESTRESSED
N.R.
148
191411 PRESTRESSED
162
266
348
430
513
595
235
736
959
1200
1467
1716
166
429
623
803
950
1098
21'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
21'4" PRESTRESSED
N.R.
125
21'-4" PRESTRESSED
142
219
308
381
454
527
180
598
833
1038
1168
1468
142
373
537
690
816
943
22'-0" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
22°-O" PRESTRESSED
N.R.
116
_
22'-0" PRESTRESSED
137
226
290
359
428
497
165
550
784
992
1203
1381
137
358
513
659
779_1
900
24°-0" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
24'-0® PRESTRESSED
N.R.
91
24'-0°' PRESTRESSED
124
174
245
302
360
418
129
450
654
824
1014
1147
124
319
455
581
687 1
793
- ALL VALUES TAKEN AS THE LESSER FROM "SAFE LOAD TABLES" BY (QUALITY 2018 EDITION, LOTT'S MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
AND CASTCRETE MAY 2015 EDITION.
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 19-0130.13
5
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH(,
FLORIDA 32937
PH: 321-802-3591
www.a bdesigngroup.corri
AA #: 0003325
v
w
O
a
A
h
q
SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT##
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SJEXP.
LEF
PAGE:
SAFE L
TABL
160 MPH
ARCHITECT.
STATE OF FLORIDA
NOV 1 & 2021
MICHAEL C. ANDERSON,
L AR NO 17305
PRINT 10 28 21
DATE: / /
SCALE: 1/4 =1'- 0"
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 WI 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.
6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
9. 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.
10. 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.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
m
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2A BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
COLUMN SCHEDULE
SIZE &
BASE PLATE OR
REMARK
DESCRIPTION
REINFORCEMENT
LMARK
4X6 (3 %"x5 %z'") SYP.
HTT4 W/5/8" DIA x 5°
5/S3.lA
PT., WOOD POST
EXP. BOLT
r----------I
FIRE
DRAFT STOP
L---------I
3/4" SUB
FLOOR �_ 2X4 NAILER
{� I FOR DRAFT
PRE-ENG. JLL_ STOP
FLR. TRUSS
ELEV. VIEW ill
PRE-ENG. FLR. JOISTS �t I
3/4" PLYWOOD 1� 1
DRAFT STOP �I
PRE-ENG. FLR. JOISTS
II 1
2X4 NAILER FOR
DRAFT STOP
3/4" PLYWOOD
DRAFT STOP
PLAN VIEW
DRAFT STOP
DETAILS
t-J
-%J r `-1 -_�v�
CALN_t CJ1L
1A L2G3.1
_Lu
9AJ1331�
--
II It ItIt
II II II II II II II II II II II II II it II I
II it II II II II II it II II II II II II II II II II II ��
I I 11 I I I I I I 11 II II tl II II II 11 11 II II II II
II II it II �� II II II II ii II II II II
II u u n u u u n n It n
I I I II
II2� J9 Ih 11 J2° II I II II II II J3 II II II II
II 11 II II II p II II II II II It II 11 11 II II II II II
it II II II II II II 21x4 WOOD WAL'LW/ II II II II II II it II II II
1 t n I I I I n 11 a SYP. NO.2 II STUDS II 2x4 WOW/
OD II / . o \ II II II II II II it II 12 O.C. II II IISYP NO.2 II II II II II
II n itn II II I I n 11 ° D1 II n t STUDS @ 11 It L
II II II II II I I 12" Q.C.11
2X6 WOOD BM1
II II WALL W/ DBL. iJ6 — — — -- — — —
STUD UNDER II IIII
4 `° � J4
EACH JOIST t� _ F- I
11 II �� n 11 III .1
III III
4 DBLSTUD
—
II 2X4 WOOD
PROVIDE DRAFTSTOPPING WALL W/ DBL. L i
11 II STUD UNDER tl It 4
ALONG THIS TRUSS AS TO II EACH JOIST II II .1 11 LIMIT AREA TO 1000 S.F. II II
PER FBCR 302.12
II „ n II II II n �
(I I �L
J7 II II II (I J = = PRE -FABRICATED FLOORI
JOISTS @ W O.C.
II II II II II II II II I �1
I1 n n n n II n Co..
Il II II ii II it II
u n n u n II n u n n II
II II II II II II II
\JMEG
I
II II II II II II it II II II G1 It 11 5
II II II II II I II It It II 11 y I
_1l___11��_�_�= II 10, CJ3EI
I II ii II II II �p
-I
- - It u u n u 11 I
-------------- EJ6E
FIRST FLOOR FRAMING PLAN
1/4" =
4
BM1 TO CMU WALL W/
SIMPSON LGUM46SDS W/ (4) 3//9 x C
TrfEN HD ANCHORS AND (4) Y4' x 2)?
SDS SCREWS TO BM7
rMTAR
I
CAE
0
Reviewed for code
Unive g ngln* ing
91 nu»e
194 HWY A1A, SUITE 301
NDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bd esigngrou p.com
AA #: 0003325
F
W
U
W
0
F
rJ
W
A
F
A
ti
sUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
FRAMING
PLAN
160 MPH EXP. C
ARCHrrECT:
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
P
RINT 10/ 28/ 21
DATE:
SCALE: 1/4"=1'-O"
S"EET
S3
ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE
@ 24" O/C, SUBMIT SHOP "ROOFANALL/FLOOR
DRAWINGS FOR REVIEW SHEATHING
AND APPROVAL FASTENER SCHEDULE" # 1100 UPLIFT SIMPSON
(1) SIMPSON HETA16 TRUSS ANCHOR WITH
1„ PLYWOOD SHEATHING, SEE (1) SIMPSON HETA16 HTSM20 W/10 10d TO
(9) 10d x 1 z NAILS TO TRUSS "ROOF/WALUFLOOR TRUSS ANCHOR WITH NOTE: A PT SYP #2 2" x 4", TRUSS AND H 1/4" x 2 1/4"
3-(2) SIMPSON HETA16 TRUSS ANCHOR WITH SHEATHING 1 TITEN 2 ANCHORS TO
(12) 16d x 1 2" NAILS TO TRUSS FASTENER SCHEDULE" (9) 10d x 1 z NAILS TO 6", 8" x 4'-0" MAY BE ADDED CONT POURED LINTEL
DBL STRAP, 1 EACH SIDE WRAPS UP AND GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3"
MINIMUM CONCRETE O/C TO FACILITATE ONE
OVER TRUSS (NOT SHOWN) # 1900 UPLIFT (2) SIMPSON
EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO
C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE: APT SYP #2 2" x 4", CONJUNCTION WITH ACCOMMODATE GIRDER OPPOSITE
INSTALLED ON PRE-ENG TRUSS
(16) 10d x 3 4" NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED OPPOSITE FACES OF
(2) SIMPSON HETA16 TRUSS ANCHORS HEAVY UPLIFT TIEDOWN REQUIREMENTS. BLOCK WALL W/1010d TO
W/ 10d NAILS, 2 ROWS, 3" CONNECTOR
WITH (12) 16d x 3 2" NAILS TO GIRDER O/C TO FACILITATE ONE TRUSS AND (4) 1/4" x 2 1/4"
ADDITIONAL PLY MAX. TO TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM
1x2, 2x WOOD FASCIA ACCOMMODATE TRUSS A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN CONT POURED LINTEL
SEE ARCHITECTURAL ANCHOR REQUIREMENTS. ; WITH(4)$' x 5" TITEN HD TO CMU AND (12) SDS
2x SECURED W/ (3) 16d 4 x 2 2 TO GIRDER
GALV. COMMON NAILS. ENGINEERED WOOD B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH
lx2 SECURED W/ 10d TRUSSES @ 24" O/C, 1x2, 2x WOOD FASCIA (2) z" x 5" TITEN HD TO CMU AND (18) SDS 4" x
GALV. COMMON NAILS a SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL 3" TO GIRDER
12" O/C FOR REVIEW 2x SECURED W/ (3) 16d C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH
AND APPROVAL GALV. COMMON NAILS. (2) z" x 5"TITEN HD TO CMU AND (18) SDS 4" x 3"
lx2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN)
GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED
MASONRY BOND BEAM 12" O/C SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS
SEE SCHEDULE TITEN 2 ANCHORS MIN.
A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) 2" COVER & 2" APART
B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.)
C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) REPAIR OF MULTIPLE
MISPLACED EMBEDDED TRUSS ANCHOR
TYPICAL TRUSS/ TYPICAL ROOF 3 SCALE:3/4"=1'-0"
1 a 1 b 1 c GIRDER CONNECTOR(S) SCALE:3/4"=1'-O" 2a 2b 2c SCALE:3/4"=1'-0'
GIRDER CONNECTOR(S)
I i
3/4" T & G SUBFLOOR GLUED AND
SCREWED AS PER SCHEDULE
LSTA12 20 GAUGE
W/ 10dxl/2 HDG COMMON NAILS.
@ EACH END TOTAL OF 10
PER ELEVATION
(2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN
BRACE W/ (3) 12d @ EA. TRUSSES WHERE
TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT
COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING
6'-0" MAX (Wl1 X4)
0'-0" TO 30'-0" (1) "X" BRACE SEAMS)
OR 10--0" MAX (W/2X4) 30'-l" TO 60'-0 (3) "X" BRACE SECURE 2x PT. PLATE
LVL/I-JOIST WITH �— V (1) "X" BRACE @ CENTER7
BACKER BLOCK (2) "X" BRACE DIVIDED EQUALLY AN HO W/ L W/
PER ELEVATION FROM CENTER TO END. ANCHOR BOLT W/IG
1x4 DIAGONAL WASHER SET IN HIGH
PRE-ENG 1-JOIST BTM. CHORD SEE WOOD
FASCIA,
STRENGTH EPDXY 6"
SECURE I -JOIST TO TOP PLATE MIN. EMBED. AT 32" OC
5/8" GYPSUM BOARD OR 1/2" HIGH BRACING, SEE
w/ (2) 12d TOENAILS N W PLAN FOR LOCATION SECURE GABLE TO 2x8
STRENGTH CLG. BOARD
MAY NOT BE PRE-ENG GABLE TRUSS
DOUBLE TOP PLATE � y I REQUIRED O C. MAX PLATE W/ 12d's 8"
STIFFBACK (AS PER
TRUSS ENG) CONT. 2X4 SECURED W/
2x4 OR 2x6 WOOD BEARING BTM. CHORD OF (2) 10d's @ EACH TRUSS
WALL W/ SYP No 2 STUDS SEET MIN.HTT" MB A.B. WITH WOOD ROOF TRUSSES TO BE INSTALLED @
PLANS FOR SPACING. SINGLE MIN. 7" EMBEDMENT 10'-0" O.C. MAX.
BTM. PLATE TO BE PT. PROVIDE BLOCKING TO SLAB & T 16d x ut
PROVIDE DBL. TOP PLATE 1/2" GYP, WL. BD. POST NAILS T I POST.,
POST TO SIT DIRECTLY
ON SLAB '<
SEE SCHEDULE FOR
SERIES
BACKER BLOCK
iHMESS
4500
3/4" WOOD PANELS
6000
(2) 1/2" WOOD PANELS
60
(2) 1/2" WOOD PANELS
90
2xLUMBER
SERIES
BACKER BLOCK
THICIOEESS
4500
3/4" WOOD PANELS
6000
(2) 1/2" WOOD PANELS
60
(2) 1/2" WOOD PANELS
90
2x LUMBER
BOND BEAM REQ.
SECURE BT. PLATE TO
,a
SLAB W/10d MASONRY NAIL a< <" HevdtorCafe
12" O/C STAGGERED. e ° ° lx4 BTM. CHORD BRACING 6'-0" O/C END WALL OR OTHER CompBance
ADDITIONAL METAL ° " _ a" MAX., OR 2X4 BTM. CHORD BRACING END TYPE CONDITION, IF (lmv"al Engineenng
CONNECTORS NOT n .� 1! ° ' �" " " a. 10'-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN Sciences
REQUIRED WHEN NO ". e° COMMON NAILS AT EACH CHORD
UPLIFT IS PRESENT. INTERSECTION TYP.
LVL/1IVOOD POST CONNECTIONS BTM. CHORD BRACING BLOCK WALL W/ GABLE END
5 SCALE: 3/4"=1'-0" 6 SCALE: 3/4"=1'-0" 7 SCALE: 3/4"=1'-0"
d . a
PRE-ENG D TRUSS
4 I -JOIST CONNECTION @ L.B.W.
24" 24" MAX. w/ W OIST < 8" END
SCALE: 3/4"=1'-0" (N O UPLIFT) MAX. SPACING
8"w/I-JOIST TRUSS BRG. OR BTM.
END OF SHEATHING TYP. TYP. YP.
PACING SEE FRAMING PLAN END MAX MAX MAX LEDGER BD.
e • e
2"
1LT EXP. (2) 2X8LEDGE BOARD
R w FROM LEDGER
3/4"BOLT/J- THE USE OF ALTERNATE MATERIALS MAY BE
NOTCH DEPTH 1/4 D
BOLT/J-BOLT W!2" LEDGER BOARD EDGE LEDGER BOARD TO BOLT/J-BOLT W/2"
WITHTO EUSEDIJOIST1. BE USED WITH I -JOIST MIN, EMBED. (TYP)
HOLE EDGE>5/8" WASHER .(TYP) BOL BE EXP" USED SO LONG AS THEY CONFORM TO THE
MIN. EMBED. (TYP) BOLTS/J-BOLTS ARE PLACED
INTO GROUTED CELLS, TALL FOLLOWING
HOLE DIAMETER AROUND BOLT. FRONT
2. SPLICE OF FRONT AND REAR LEDGER
< 2/5 D SGL. STUD LEDGER SHOULD LAP AMIN OF 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
OUTER 1/3OF z q_0 z
SPAN ONLY °' 3. ALL BOLTS TO HAVE WASHERS 00 A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS
A - SIMPSON IUS1.81/16 G < 1400 LBS, U < 70 LBS W/ (2) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN. a. EXP. BOLTS/J-BOLTS SHOULD (z) 2x12 EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES
—
HOLE EDGE >5/8" EMBED (14) 10d GALV. COMMON NAILS TO HEADER FL#17241 NOT BE ANY CLOSER THAN 6" SYP PT \I .: AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
B - SIMPSON IUS2.37/16 G < 1400 LBS, U < 70 LBS W/ (2) 3/4"WEDGE-BOLT/J-BOLT, 5" MIN. w E O/C. 00 Z ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
- EMBED (14) 10d GALV. COMMON NAILS TO HEADER FL#17241 5. ONLY LEDGER IN DIRECT THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
C - SIMPSON MIU3.56/16 G < 2900 LBS, U < 210 LBS W/ (4) 3/4"WEDGE-BOLT/J-BOLT, 5" MIN. (2) 2X8 CONTACT (REAR LEDGER) WITH REARFl, AND
EMBED (24) 16d GALV. COMMON NAILS TO HEADER AND (2) 10dxl-1/2" GALV, NAILS TO JOIST SYP PT CMU REQUIRED TO BE P.T. LEDGER FORCES ALL AT HHE SAME TIME. FLOOR TRUSSES NOT EXPOSEDITO WIND ARE
2
FL#17241
D - SIMPSON HHUS7.25/10 G < 4140 LBS, U < 1610 LBS W/ (8) 3/4"WEDGE-BOLT/J-BOLT, 5"
MIN. EMBED (16) 16d GALV. COMMON NAILS TO HEADER AND (10) 16d GALV. NAILS TO JOIST
BTM. HOLE DIAMETER FL#25749
PLATE < 3/5`D DBL. STUD E - SIMPSON MIU4.75/16 G < 3455 LBS, U < 210 LBS W/ (8) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN.
EMBED 16d GALV. COMMON NAILS TO HEADER AND (2) 10dxl-1/2" GALV. NAILS TO JOIST
FL#17241
SUBJECT TO F1 AND F2 FORCES.
WOOD LEDGER
STUD NOTCHING ATTACHMENT DETAIL ALTERNATE MATERIALS
10 I -JOIST WOOD LEDGER DETAIL 11 SCALE 3/4"=1'-0"
AND BORING LIMITS SCALE:3/4"=1'-0" SCALE 3/4"=1'-0"
FLOOR JOIST LEDGER SCHEDULE
MARK
SIZE
BOLT SIZE
ENDSPAGNG
CEOMSPAGNG
A
DOUBLE SYP 2x8
1/2"
8" MAX.
24" O/C MAX.
B
DOUBLE SYP 2x12
(2) 3/4"
8" MAX.
24" O/C MAX.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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MODEL
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GARAGE SWING:
LEFT
PAGE:
DETAILS
(I —JOIST)
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT DATE: 10 28 21
SCALE: 1/4"=1'-0"
SHEET
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SIMPSON H6 W/
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24" MAX. I -JOIST (SEE
2x4 P.T. CEILING FRAMING PLAN)
@ 12" O.C.
BOLT SCHEDULE, 10/S3.1A.
NAILER W/
MASONRY NAILS
SIMPSON SPH4/SPH6 BTM.
@ 12" O.C.
I -JOIST
LVL PLATE STRAPS W/ 10d x 1
lX2 FIRE -STOP
1/2"HDGNAILS
SECTION DETAIL
1X2FIR E-STOP SECTION DETAIL
WALL /
FLOOR FRAMING,
AT I -JOISTS PERPENDICULAR
AT I -JOISTS PARALLEL
I -JOIST
PARALLEL TO WALL
TO EXTERIOR WALL
TO EXTERIOR WALL
2
SCALE: 3/4"=1'-0"
SCALE:3/4"=1'-0"
SCALE:3/4"=1'-0"
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
STRAP TRUSS TO PL.
—A
PRE-ENG fOr
AT FIRST TWO BAYS 4'-0" O.C. (AT
SHEATHING SEAMS)
8
PRE-ENG'D WOOD
SEE SCHED. BELOW
ROOF TRUSS Unfv"I Cede
(BLOCKING
NOT SHOWN FOR CLARITY)
(TYP) @ 24" O.C.
Scierr"e�ing
MAXSS
a
2X4 DIAGONAL BTM. CHORD
PER ELEVATION
BRACING. SEE PLAN FOR
FOR STRAPPING
LOCATION
�.yg,„ VERIFY
PRE-ENG ROOF TRUSS
SECURE 2x6 PT. PLATE TO BLK
"' '' W/ TRUSS PLAN
TRUSS TO TOP PLATE
5/8" GYPSUM BOARD OR 1/2" HIGH
W/ 1/2" DIA. ANCHOR BOLT W/ 2"
A -SIMPSON MTS12
STRENGTH CLG. BOARD
44/46 SYP NO.2
WASHER SET IN HIGH
U < 990 LBS W/ (14) 10d
SECURE TRUSS TO TOP PLATE w/ (2)
WOOD POST TO
STRENGTH EPDXY 6" MIN.
GALV. NAILS.
16d TOENAILS
SLAB. SEE
EMBED, AT 32" OC MAX.
B - (2) SIMPSON MTS12
DOUBLE TOP PLATE
SCHEDULE
SECURE GABLE TO 2x8 P.T.
U < 1420 LBS W/ (14) 10d
BELOW FOR
PLATE W/ 12d's 8" O.C. MAX
GALV. NAILS EA. STRAP
2x4 OR 2x6 WOOD BEARING
CONNECTION
WALL W/ SYP No 2 STUDS SEE
FL#17239
PLANS FOR SPACING. SINGLE
CONC POURED
BTM. PLATE TO BE PT.
LINTEL COURSE
PROVIDE DBL. TOP PLATE
0
PROVIDE BLOCKING
SIMPSON SPH4 OR SPH6 BTM
1/2" GYP. WL. BD.
+
AND TOP PLATE ANCHORS W/
10d x 1 1/2" COMMON NAILS
SECURE BT. PLATE TO SLAB W/
CONT. 2x4 SECURED W/ (2) 10d's @ EACH
FILL ALL HOLES, DO NOT USE
10dx3"
1/2"x9" WEDGE ANCHOR W/ 2'
WASHER SET IN HIGH STRENGTH
TRUSS/VVOOD POST CONNECTIONS
TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX.
EPDXY 5-1/2" EMBED. MIN. @ 16"
10a 10b 10c
OC MAX.
GABLE END BRACING
W/ PRE-ENG
GABLE TRUSS @CMU WALL
as
° .
TRUSS TO POST CONNECTION
SCALE: 3/4"=1'-0"
Q
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A - SIMPSON MTS-12 U < 990 LBS W/ (14) 10d GALV. NAILS.
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B - SIMPSON HTS-20 U < 1310 LBS W/ (20) 10d GALV. NAILS.
a.
C - 2-PLY-SIMPSON VGT/HDU4 U < 4565 LBS VGT TO TRUSS W/ (16)
1/4"x3"SDS, (1) 5/8"° A.T.R. TO HDU4 AND (10) 1/4" X 2 1/2" SDS TO POST
TRUSS
CONNECTION @ L.B.W.
SLAB
9a gb
POST TO CONNECTION
SCALE: 3/4"=1'-0"
A&B - SIMPSON ABU44Z POST BASE <U:1,900 13:5,660 W/ 5/8 DIA. x 6" EXP. BOLT
SIMPSON ABU46Z POST BASE <U:2,300 G:1()335 W/ 5/8 DIA. x 6" EXP. BOLT
C - SIMPSON HTT5 POST ON SLAB <U:4,565 W/ 5/8" A.B. WITH MIN. 7"
EMBEDMENT TO SLAB & (26) 16d x 2-1/2" NAIi_S TO POST.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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04321.201 101R1
MODEL
4EHB
" 2605— HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
(I —JOIST)
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT DATE: 10 28 21
SCALE: 1/4"=1'-0"
SHEET
S 3. 1�
SIDE VIEW
VTCR SPACING (1) AT EA,
PRE-ENGINEERL.v
VALLEY TRUSS CONNECTION
SCALE N.1.5.
Reviewed for code
Compliance
Universal Engineenng
Snlerm
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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GARAGE S WING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
rJMJLJN A 2128
DATE: 10 / /
SCALE: 1/41=1'-0"
SHEET
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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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GARAGE SWING:
LEFT
PAQE:
SECOND
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DECK PLAN
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
Nov 1 6 2021
WHAEL C. ANDERSON
AR NO 17305
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MODEL:
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"2605— HAYDEN"
GARAGE SWING:
LEFT
PAGE:
SECOND FLOOR
DOWEL PLAN
160 MPH ESP. C
ARCHITECT
STATE OF FLORIIA
MICH49L 8'&EFSON
AR NO 17305
PRINT 28 10 21
DATE:
/ /'
SCALE: 1/4"=1'-01
t
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) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILLALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
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.
6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
9. 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.
10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDERACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER SCHEDULE
MARK
8r
SIZE DESCRIPTION
REMARK
1�
(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
(PSI)
VVxHSIZE
REINFORCEMENT
STIRRUPS
REMARKS
BTM,
TOP
MID
SIZE
SPACING
B81
MASONRY
3000
8xl6
—
(1) #5
(1) #5
N/A
—
GROUTED SOLID
[—BB-21
MASONRY
1 3000
1 8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
SEE SHEET
S5.1 A FOR
SAFE LOAD TABLES
p
1
1
1
♦ 81`16-1T/0MlOB 8F16-lT/OM/OB 8F16-lT/0M/0B
♦♦
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2 I
1
0
1 F_
1
♦♦
1
I GT
1
♦, �
1
`♦
1
U.N.O. PROVIDE BB2 WHERE I
1
1
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1
1
TOP OF WALL EL 18'-8"
1
1
♦ �
1
1
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1
400
� �♦
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i
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1
1
1
♦ ♦
1
1
1
1 ♦ ♦
1
♦% ♦♦
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1
>
♦ `♦
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1
400
1
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4
, ♦`♦ ♦,♦
♦♦♦
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j
8F16-lT/OM/OB
1
1
♦♦
1
♦
-------=11 Ir
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1
1
I8F16-lT/OM/OB 8F16-1T/OM/0B 8F16-lT/0M/0B♦♦♦
1 �
�
1
L_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ --
SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = 1'-0"
INSwaim
RewewedforCode
CoPnpllence
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
ti
W
U
W
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ti
SX;BDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #101
MODEL:
4EHB
"2605- HAYDEN"
SWING:
LEFT
PAGE:
SECOND
FLOOR
LIFT BEAM
PLAN
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT DATE: 10 28 21
SCALE: 1/4"=1'-0"
SHEET
S 5
- I -
"LOTT'S CONCRETE" / "CAST-CRETE" / "QUALITY" SAFE LOAD TABLES
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS T SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE
LOAD -
POUNDS
PER LINEAR
FOOT
SAFE
PLF
LOAD
SAFE
LOAD -POUNDS
PER LINEAR
FOOT
TYPE
LENGTH
SUS
8/8-0B
/16-1T/OB
20-1T/OB
/241T/OB
8-1T/OB
32-1T/OB
TYPE
LENGTH
8�8 PLAIN
8�8 SOLID
TYPE
LENGTH
8/8-1T
8/16-1T
8/20-1T
8/241T
8/28-1T
8/32-1T
8/8-1B
116-1T/1B
0-1T/1B
4-1T/16
28-1T/1B
32-1T/1B
8/8-2T
8/16-2T
8/20-2T
8/24-2T
8/28-2T
8/32-2'T
3'-6" PRECAST
1436
952
3114
4217
5321
6426
7531
3'$" PRECAST
689
1024
3'-6" PRECAST
1569
3524
4394
5263
6132
7001
2465
6113
6385
7708
9031
10000
1569
3524
4394
5263
6132
7001
4'-0" PRECAST
1065
700
2305
3125
3945
4765
5587
4,-0" PRECAST
514
763
4'-0" PRECAST
1363
3060
3815
4570
5325
6079
1961
6113
7192
6524
7627
8751
1363
3060
3816
4570
5325
6079
41-6" PRECAST
819
533
1770
2400
3033
3s66
4300
4 -6" PRECAST
398
591
4 -6" PRECAST
1207
2582
3375
4043
4711
5379
1625
5743
7547
6752
6541
7565
1207
2707
3375
4043
4711
5379
5'-4" PRECAST
931
1247
1999
2560
3123
3686
4249
5'-4" PRECAST
411
411
5'-4" PRECAST
1016
1806
2374
2944
3513
4084
1319
4460
7196
7342
5780
6259
1016
2276
2838
3399
3961
4084
5°-10" PRECAST
$17
1024
1631
2090
2549
3009
3470
5'-10" PRECAST
340
339
5"-10" PRECAST
909
1499
1971
2443
2915
3387
1161
3693
5877
6036
6548
5776
929
2080
2593
3107
3620
4133
6'-6" PRECAST
692
1139
3227
3031
3707
4383
5061
6'-6" PRECAST
410
721
6"$" PRECAST
835
1201
1578
1955
2332
2709
1139
3227
4598
7054
10000
8825
835
1868
2329
2790
3251
3712
T-6" PRECAST
570
938
2498
2205
2698
3191
3685
7'-6" PRECAST
303
534
T-6" PRECAST
716
900
1181
1462
1743
2025
938
2498
3408
4864
7067
6472
727
1624
2.025
2426
2827
3228
91-4" PRECAST
428
633
1593
2204
2481
2818
2621
914" PRECAST
192
384
91-4" PRECAST
464
586
767
948
1129
1310
639
1674
2298
3081
4099
4899
572
1318
1643
1969
2164
2519
10 -6" PRECAST
388
487
1247
1767
1904
2163
2028
10, -6" PRECAST
151
3®1
10 -6" PRECAST
356
468
755
899
1042
550
1407
1897
2781
3222
3784
504
1180
_612
1472
1763
1710
1989
11'-4" PRECAST
330
5"
1312
1742
2252
2868
3630
11'-4" PRECAST
132
417
11'-4" PRECAST
430
406
530
653
777
872
544
1312
1742
2252
2868
3652
466
1042
1372
1643
1470
1710
12'-0" PRECAST
308
507
1210
1596
2048
2586
3191
12'-0" PRECAST
111
370
12'-0" PRECAST
383
366
476
587
698
783
507
1210
1596
2048
2586
3171
440
940
1300
1560
1314
1476
13'-4" PRECAST
270
433
1045
1365
1732
2157
2535
13'-4" PRECAST
82
298
13'-4" PRECAST
308
303
393
484
575
645
414
1045
1365
1732
2316
2605
396
780
1057
1312
1071
1203
14'-0" PRECAST
254
388
978
1272
1606
1988
2279
14'-0" PRECAST
71
293
14'-0" PRECAST
279
278
360
443
526
609
390
978
1272
1606
1950
2389
378
717
961
1192
975
1133
14'$" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
14'-8" PRESTRESSED
N.R.
283
14'-8" PRESTRESSED
239
422
506
626
746
865
,�
1079
9429
1824
2277
2712
246
663
980
1237
1474
1715
15'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
15'4" PRESTRESSED
N.R.
252
15'-4" PRESTRESSED
224
387
464
574
684
793
412
1014
1340
1703
2118
2513
230
616
908
1134
1353
1672
17'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
17,4" PRESTRESSED
N.R.
183
-4
17'" PRESTRESSED
187
326
365
451
587
680
300
856
1121
1413
1739
2047
192
506
720
501
1135
1312
19'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
19'4" PRESTRESSED
N.R.
148
19'-4" PRESTRESSED
162
266
348
430
513
595
235
736
959
1200
1467
1716
166
429
623
803
950
1098
21-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
21'-4" PRESTRESSED
N.R.
125
21'-4° PRESTRESSED
142
219
308
381
464
527
180
598
833
1038
1168
1468
142
373
537
690
816
943
22'-0" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
229-0" PRESTRESSED
N.R.
116
221-0" PRESTRESSED
137
226
290
359
428
497
165
550
784
992
1203
1381
137
358
513
659
779
900
24'-0" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
241-0" PRESTRESSED
N.R.
91
24'-0" PRESTRESSED
124
174
245
302
360
418
129
450
654
824
1014
1147
124
319
455
581
687
793
- ALL VALUES TAKEN AS THE LESSER FROM "SAFE LOAD TABLES" BY QUALITY 2018 EDITION, LOTTS MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
AND CASTCRETE MAY 2015 EDITION.
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #-. 19-0130.13
ROvkwed For Code
Univ
Sc ei X`
nces
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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co
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A
SUBDIV. LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT#
04321.201 101R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
SAFE LOAD
TABLES
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
NOV 1 6 2021
MICHAEL C. ANDERSON
AR NO 17305
r"&411 `
DATE: 10 28 21
i SCALE: 1/4"=1'-0"'
SxEET S5. 1//��
A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HOG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HOG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HOG NAILS, FILLALL 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.
6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
9. 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.
10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILT[ X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
14. 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.
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
GIRDER/TRUSS I TRUSSES W/2X4
W/2X6 BOTTOM BOTTOM CHORD
CHORD
2x4 SCAB NAILED TO n /� \— DIAGONAL
END JACK TRUSS BOTTOM DIY/yJ\I� gRACING/BOTTOM
CHORD W/MIN (4) 10d CHORD BRACING
NHERE APPLICABLE NAILS FOR EACH
CHORD CONNECTION
DISSIMILAR BOTTOM CHORD BRACING ® END
TRUSSES W/2X4
BOTTOM CHORD
GIRDER/TRUSS
W/2X6 BOTTOM
CHORD
DIAGONAL OT/-2x4 SCAB NAILED TO
TRUSS
BRACING/BOTTOM I/IL�I Ilrl/rl/'171��IY`il TRUSS BOTTOM CHOR
CHORD BRACING W/MIN (4) 10d NAILS
FOR EACH CHORD
CONNECTION
\ DISSIMILAR BOTTOM CHORD BRACING ® MID RUN
a a a
ve91Reviewed for Code
uniCompliance
s� Engineering
aa a
-- • _ II 11 11 11 11 11 11 11 11 11 11 11 11 II
= II II II II II II II II II II II II II II II II
TRUSSES W/2X4 II II I) II II (I II II II II II II I) II
BOTTOM CHORD CJ = II II II II II II II II II II II II II II
1 C ti�A MG �W
3.1
A7
DIAGONAL 6
BRACING/BOTTOM IA5 I 1 I
CHORD BRACING
CONNECTOR SCHEDULE
CONTROL DATE: 01/21/2021
MiTek USP
SIMPSON MiTek USP
SIMPSON
DES.
UPLIFT
GRAVITY
DES,
UPLIFT
GRAVITY FASTENER
FASTENER
HTA 16-I8
1625
META-16
1450
LE) 10d X 11/2" 1-PLY, (7) 16d 2-PLY, EMBED 4"
(8) 10d x 11/2" 1-PLY, (6) 16d 2-PLY, EMBED 4"
(2) HTA 16-18
2430
(2) META-16
1985
(12) 10d x 11/2" 1-PLY, EMBED 4"
(10) 106 x 11/2" 1-PLY, EMBED 4"
HTA 16
1870
HETA-16
1810
(10) 10d X 11/2", (8) 16d 2-PLY, EMBED 4"
(9) 10d x 1112" 1-PLY, (8) 16d 2-PLY, EMBED 4"
HTA 20
1870
HETA-20
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"
(2) HTA 20
2430
(2) HETA-20
2035
(12) 10d x 11/2", 1-PLY, EMBED 4"
(10) 10d x 11/2" I -PLY, EMBED 4"
2500
(10) 16d 2-PLY, EMBED 4"
(12) 16d 2-PLY, EMBED 4"
2
LUGT-2
1655
LGT-2
1885
BLK (5) 1/4"x 3" Wedge-Bolt+Anchors, WOOD (16) 10d
(7) - 114" x 21/4" TITEN, WOOD (16) 16d
LUGT-3
3380
LGT3-SD52.5
3480
CONC (4) 3/8' X 5" Wedge-Bolt+Anchors, WOOD (12) WS25
(12) SDS 1/4"x3" TO GIRDER, (4) 3/8" x 5" TITEN HD TO WALL
DHTA-20
2430
DETAL-20
2480
(16) - 10d x 1 1/2, 1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE
(18) - 10d x 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), (22)10d TO WOOD)
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22) 10d TO WOOD
H UGT2+
9575
HGT-2+
10690
WOOD (8) 10d, MASONRY (2) 3/4" A.T.R
(2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) 10d TO WOOD
H UGT3+
9860
HGT-3+
10690
WOOD (8) 10d, MASONRY (2) 3/4" A.T.R
(2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16)10d TO WOOD
LPTA
1510 PARALLEL TO WALL
1470 PERPENDICULAR TO WALL
LTA2
1210 PARALLEL TO WALL
1210 PERPEN DI CULAi TO
WALL
(10)I0dx 11/2"
(10)10dx 1-1/2"
MUGT15
3945
VGT
4940
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/(6) 10d FACE/(12) 10d BACK OF TRUSS
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16)SOS 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.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (32) SDS 1/4"x3"
MTW 12
965
MTS-12
990
(14) 10d x 1112", (14)10d
(14) IOd X 11/2"
HTW 16
1355
HTS-16
1310
(16)10d X 11/2", (16) 10d
(16)10d X 11/2"
HTW 20
1355
HTS-20
1310
(24) 10d X 11/2", (20) 10d
(24) 10d X 11/2"
HTW 24
1355
HTS-24
1310
(24) 10d X 11/2", (20) 10d
(24) 10d x 11/2"
LSTA 12-
930
LSTA-12++
925M(26)
10) 10d
(10) 10d
LSTA 18++
1235
LSTA-18 ++
123514)l0d
(14)10d
MSTA-18 ++
1310
MSTA-18++
131514)
l0d
(14) 10d
MSTA-24++
1640
MSTA-24++
164018)
10d
(18) 10d
MSTA-30++
2065
MSTA30++
205022)
SOd
(22) 10d
MSTA-36++
2065
MSTA-36++
205010d
(26) 10d
KSTI236
2765
MSTI-36
380036)
10d X 1 1/2"
(36) SOd X 11/2"
KTSI248
5105
MSTI-48
5070
(48) 10d X 11/2"
(48) 10d X 11/2"
LFTA6
980
H6
1055
(16) 8d x 11/2", (16) 8d)
(8) Ed TO PLATES, (8) Ed TO STUDS
5PT4
875
SP4
825
(6) 10d TO STUDS (6) 10d TO PLATE
(6) 10d x 11/2" TO STUDS
MP34
525 IN Fl @ 160%
A34
430
(4) 8d x 11/2" TO BEAM, (4) 8d x 11/2" TO POST.
(4) Ed x 1 1/2" TO BEAM, (4) 8d x 1 1/2" TO POST,
HHCP2
680
HCP2
590
(10) 10d x 1 1/2" TO TRUSS, (10) 10d X 1 1/2" TO PLATE
(12) 10d X 1112"
RT16A
1020
H10A
1040
(9)10d x 11/2"TO TRUSS, (8) lOd X 11/2" TO PLATE
(18) 10d X 11/2"
MUGT15 & PHD4A
4175
VGT& HDU4
4940
(28)10d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/ 5/8" THREADED ROD
(16)-SDS 1/4"x3" TO WOOD, (10)-SDS 1/4"x21/2" W/ THREADED ROD, (2) NUTS/WASHER/2 PLY
MUGT15 & PHD4A
4175
VGT& HD7B
4940
(28) IOd TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/ 5/8" THREADED ROD
(16)-SDS 1/4"x3" TO WOOD, (3)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUTS/WASHER/2PLY
PAU44
2535
6775
ABU 44Z
2300
7750
Ili 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (12) 16d TO WOOD
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD
PAU66
2455
16005
ABU 66Z
2190
18205
(L) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (12)16d TO WOOD
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD
LTS19+++
1205
LTT19—
1310
(1 ) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONIC., (8)10d TO WOOD
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (8)10d TO WOOD
LTS20B +++
1100
LTT20B+++
1500
1
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONIC., (10)10dx 1-1/2 TO WOOD
(1) 1/2" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" 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 X21/2"
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONIC., (26) 16dX Z 1/2"
HTT45
5005
HTT5
5090
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED) IN CONC., (26) 16d X2112"
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONIC., (26) 16dX 21/2"
UPHD11+
14395
H SDQ11-SDS
11810
(i) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED) IN CONIC., (24) W53 WOOD SCREWS
(1) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONIC., (24) SDS Y." x 2%" WOOD SCREWS
PHD5A
6525
HD7B
6645
(115/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) WS3 WOOD SCREWS
(1) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MI N. 7" EMBED.) IN CONIC., (3) 3/4" STUD BOLTS TO WOOD
TOX8
7870
(1) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC. (3) 7/8" STUD BOLTSTO WOOD
NFM35X12U
2580
7130
MBHA
MBHA1.25
3475
5330
f 1) 1/2"' 1-BOLT W MIN 6'
MYNA BOLTSLTW INS EMBED &NOT LESSTHAN 4" FROM EDGE OF CONIC W/3/4"DIA ITW RAMSET/REDHEAD
OR OR EQ W/MIN 5"EMBED INSTALLED IN FACE. (14)10d AT101ST
III 3/4"A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. TOP, (1)3/4" A.T.R IN HIGH STRENGTH
EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. FACE, (18) 10d TO BEAM
HUS4121F
3615
2710(100%)
HUSC412
(WOOD)
3435
2635(100%)
(10) 16d TO HEADER, (10)16d TO WOOD
(10)16d TO HEADER, (10)16d TO WOOD
3325(125%)
3220(125%)
1ID410IF (CMU)
1110
3010
HUC410
(CMU)
1800
4500
(18)1/4"" x 3"" WS3 SCREWS, (10) 10d TO
"TAPPER+, (10) IOd TO WOOD
WOOD. USP (20) 3/16 "
(18) 1/4 x 2-3/4.. TITEN 19 PER FLANGE) TO CMU, (10) 10d TO WOOD:
HD210-21F (CMU)
1950
3080
HUC210-2
(CMU)
1800
4500
(18) 1/4"" x 3"" W53 SCREWS, (10) 10d TO
WOOD. USP (20) 3/16"" TAPPER+, (SO) lOd TO WOOD
(18) 1/4" x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10) IOd TO WOOD:
HD210-31F (CMU)
2795
5015
HUC210-3
(CMU)
1800
4500
(.18) 1/4"" x 3"" W53 SCREWS, (10) 10d TO
WOOD. USP (20) 3/16"" TAPPER+, (10) 10d TO WOOD
(18) 1/4 x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD:
LGUM26-2
2125
6065
LGUM26-2-SD
1430
5595
Q4)3/8"X4"Wedge-Bolt+ Anchors, WOOD (4) W53 WOODSCREWS
(4)3/8 x4 TITEN HD ANCHORS (2 PER FI%NGF)TO CMU, (4)1/4X 2-1/2 SDS SCREWSTOWOOD
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MODEL:
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"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
ROOF FRAMING
PLAN AND
NOTES
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
i
NOV 1 6 2021
WCHAEL C.'ANDERSON
AR NO 17305
PRINT 10 28 21
DATE: / /
SCALE: 1/4$'=1'-0"
SHEET
S 6
GABLE -END
HIP ROOF
ROOF WIND DESIGN PRESSURES
NET (GROSS) ASCE 7-16
ZONE 1 = 58.00 PSF (68.00) ZONE 3 =66.50 PSF (76.50)
ZONE 2e = 66.50 PSF (76.50) ZONE 3e = 76.60 PSF (86.60)
ZONE 2n = 76.60 PSF (86.60) ZONE 3r = 91.70 PSF (101.70)
ZONE 2r = 76.60 PSF (86.60)
"A"= 4'-0" END ZONE DISTANCE
BASIC WIND SPEED: 160 MPH
EXPOSURE CATEGORY: "C"
RISK CATAGORY: II
APPLICABLE INTERNAL
PRESSURE COEFFICIENT: +/- 0.18
ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 19/32" STRUCTURAL SHEATHING
EXP 1 (40/20), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN.
19/32" STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD
AND EDGE SPACING) SEE DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN
NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF
GABLE END.
ROOF/ WALL/ FLOOR
SHEATHING_
FASTENER SCHEDULE
NAIL REQUIREMENTS
SIZE
HEAD
LENGTH
DIA.
TENSILE STIR.
SHANK
ASTM
10d
RING SHANK,
2 1/2"
0.131
F1667
SCREW SHANK
170,000
RING
RINGS
RSRS-03
Sd
RING SHANK,
2 3/8"
0.113
PER I
PER NCH)
SRS 01
RSRS
SCREW SHANK
8d
RING SHANK,
PNEUMATIC
2 3/8"
0.113
F1667
RSRS-01
SCREW -NAILS
EXTERIOR SHEATHING
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4"
O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
✓ BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT
INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
ROOF SHEATHING ATTACHEMENT SPACING
ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD
ZONE 2e, 2n, 2r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. INFIELD
ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED
AND ADHERES TO ASCE 7-16
8d RING SHANK GUN NAILS @ 4" O.C.
TOP & BOTTOM EDGES „
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BUILDING LENGTH
ROOF SHEATHING LAYOUT
AND ENDWALL BRACING
FOR GABLE END FRAMING
NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED
TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING @
16"O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP
BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
END. ATTACH ROOF SHEATHING TO RAFTERS 2/
BLOCKING PER NAILING SCHEDULE
C10d RINGSHANK GUN NAILS
SEE "ROOF SHEATHING ATTACHMENT'
TABLE FOR PELD SPACING
FOR STRUCTURAL
(—#8'2" DECK STREWS @ 6"-9" O.C. MAX @
EQGES & 12" ).C. MAX IN FIELD. UNTIJREADED
SHANK TO E)TEND BEYOND THICKNESS OF
SUB -FLOOR IHEATHING
rYP. 3/4" T&G SUB -FLOOD [ECKING GLUED TO ALL EXPOSED MEMBERS
GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C30IC33M. MAXIMUM AGGREGATE SIZE SHALL BE 3/4",
WOOD:
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
ON STRUCTURAL DRAWINGS, APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION
ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314".
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318-14, BUILDING CODE REQUIREMENTS
FOR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF
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
ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS
DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE.
PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
ALL 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 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
CONTAINS MORE THAN'/z" OF HEARTWOOD.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE WORK.
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 ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
WELDED WIRE MESH, SHALL BE ASTM A1064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
WOOD TRUSSES:
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL
BE SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY.
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
THE CONTRACTOR 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 PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615
MEETING THE REQUIREMENTS OF ASTM A4461A446M, 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 "BCSI LATEST EDITION"
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: LIVE LOAD FLOOR: LIVE LOAD 40 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
#5 BAR - 30" #7 BAR - 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 WITH ANSI/ASCE 7 88: 1990.
psf TOP CHORD psf TOP CHORD
(7 (1
(7 psf w/ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
DEAD LOAD TO RESIST WIND UPLIFT: 10psf
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAVINGS FOR ALTERNATE CONNECTION DETAILS AT
WALL.
TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
BALCONY LIVE LOAD 60 psf
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 =160 MPH 3- SECOND GUST
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
(ASCE 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY II)
LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, 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 FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
WITHOUT THE APPROVAL OF THE ENGINEER.
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL
AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
MASONRY:
PLAN SHOWING COMPONENT LAYOUT, SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE
LICENSED PROFESSIONAL ENGINEER.
SHOP DRAWING REVIEW:
"SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY
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
STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY
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
THE MASONRY STANDARDS JOINT COMMITTEE.
PROVIDED BY THE TRUSS ENGINEER.
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT.
RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE
AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR
DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH
ALL TRUSS TO TRUSS CONNECTIONS.
OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN, THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
WRITING BY THE ARCHITECT.
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
EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE
SHALL BE 318" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557, TREAT ALL
CELLS TO BE FILLED.
SOIL FOR TERMITE PROTECTION.
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
Reviewed far Code
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
Universal EngeemV
MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
STRUCTURAL STEEL:
Sciences
BE MADE BY THE GEO-TECH. ENGINEER.
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
CONCRETE:
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, STRUCTURAL STEEL SHALL BE ASTM
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
A500/A500M, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy =
2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
OTHER BOLTS SHALL BE ASTM F3125IF3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS
CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"+/- PRIOR TO THE ADDITION OF PLASTICIZER.
SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94IC94M OR MEASURING, MIXING, TRANSPORTING,
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON
THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL
BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY
NON COMPLIANCE WITH THE ABOVE.
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
1-1/2" FOR #5 AND SMALLER
2" FOR #6 AND LARGER
C. FOR CONCRETE 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
ix2 PT FURRING TO CASE HARDENED COIL 8" O/C
GARAGE DOOR BUCK
1/4" DIA. TAPCON MASONRY
8 0/C
1 1/2" EMBED., 4" END DIST.,
MASONRY / CONC. NAIL 1 1/2" LONG.
TO MASONRY/CONC.
NO WASHER FASTENER
1 1/2" EDGE DIST.
SGD, AL. EDOORS CASE HARDENED COIL 9" WINDOW/DOOR/ FASTENED
GARAGE DOOR BUCK
3/8" DIA. OR
" 0/C (3/" DIA)
1/2" DIA EXPANSION BOLT
4" EMBED., END DIST.,
RED INTO MASONRY/GONG
1x PT, SEEE NOTE 6 NAIL 1 1/2" LONG. STAGGERED
TO MASONRY/GONG.
24
24" O/C (1/22" DIA)
3" EDGEE DIST.
w/ WASHER
WINDOWBUCK CASE HARDENED COIL 91,O/C WINDOW/DOOR/FASTENED
METAL STRAP TO
CONTACT THIS ENGINEER FOR SPACING
1x PT, SEE NOTE NAIL 11/2"LONG. STAGGERED INTO MASONRY/CONC.
MASONRY/CONC.
REQUIREMENTS
EXT. SWING DOOR (2) 3/16"DIA TAPCON" 18" O/C 1 1/2" EMBED, 8" END.
BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER DIST., 1 1/2" EDGE DIST.
2x PT WINDOW BUCK 0.138° PAF x 21/8" 9" 0/C 4" END. DIST, 1 1/2"
PT TO STEEL COL., SEE W/ WASHER STAGGERED EDGE DIST.
NOTE 6
NOTES
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S
SPECS AND / OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. PAF SHALL BE HILT] X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR
AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. Ix MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
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IIIIIM
i'
I
SLJHDIV. 8t LOT:
CREEKSIDE
PHASE 2
LOT #101
PROJECT##
04321.201 101R1
MODEL:
4EHB
"2605-HAYDEN"
LSK
IN
ARAa
G:
EFT
P PAGE:
TAILS
H EXFI C
NOV ? 6 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT DATE 102821 / ✓
SCALE: 1 /4" =1' — 0"
SHEET
TYR EXT. SHEATHING ATTACHMENT