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T STATE OF FLORIDA
CERTIFIED BUILDING CONTRACTOR:
DR HORTON HOMES
1430 CULVER DRIVE NE
PALM BAY, FL 32907
7
. - TEL: (3 21) 1ry 3 3- 7 /� V 9 2
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FAX: (321) 733`7972
STATE OF FLORIDA
PROFESSIONAL ARCHITECT:
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lV1ICHAEL. l�''I i. ANDERti7c 0N
AR' N o . 17305
A.B. DESIGN GROUP, LLC
2194 HWY ALA, SUITE 301
INDIAN HARBOUR BEACH, FL 32937
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_ Tel: (321) 802-3591
-
DRAWING / CONTRACT DOCUMENT
REVIEW BY BUILDER
THE BUILDER ASSUMES ALL LIABILITY FOR
INTERPRETATION OF THE CONTRACT DOCUMENTS.
r
,m` ANY ASPECT OF THE CONSTRUCTION (AS
>)ESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND
_N 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
<LARIFICATION.
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'II HAVE
BEEN GENERATED FOR UNCLEAR ASPECTS OF THE
CONSTRUCTION BASED'' ON THE DRAWING SET.
DESIGN CRITERIA:
ABBREVIATIONS
REVISIONS
-nDRIDA BuHDIING CODE, RE3IDENnAL,
M1� e�A
f iH EDMON (2020)
-ALL LOCAL AND STATE CODES
-OCCUPANCY —RESIDENTIAL, GROUP R3
- CONSTRUCTION TYPE — VB
- MIN. INTERIOR FINISH — CLASS B
-BASIC WIND SPEED — Vult=160 MPH
Vasd=124 MPH
- EXPOSURE - C
-I—STORY RESIDENCE —
-2—STORY RESIDENCE —MAX. HEIGHT AS PER LOCAL
AND STATE CODES
-...�.,,, -..
-ABV. ABOVE LAN. LAVATORY..
A/C AIR CONDITIONING LUM. LUMINOUS �
ADJ.ADJUSTABLE M.C. MEDICINE CABINET
ALT. ALTERNATE MFR. MANUFACTURER
AMP AMPERAGE MIN. MINIMUM
BD. BOARD M.T. METAL THRESHOLD
CL CENTER LINE MTD. MOUNTED
CAB. CABINET MTL. METAL
CLG CEILING N.T.S. NOT TO SCALE
CLR CLEAR O.C.ON CENTER
CONC... CONCRETE PL PROPERTY LINE
CPT CARPET P.B. PUSHBUTTON
C T CERAMIC TILE PH. PHONE -
D. DRYER PLY. 'LATE
DBE. DOUBLE P
D G.. DUAL GLAZED PR.R. PAIR
DIA - DIAMETER P.T. PRESSURE TREATED
DIM. DIMENSION R. RISER
DISP DISPOSAL. RAD, RADIUS
DDEEP R.A.G. RETURN AIR GRILL
DRR. DOOR REF: REFRIGERATOR Ds. DOWNSPOUT RM. ROOM
DTL. DETAIL R.O. ROUGH OPENING
D.W.DISHWASHER S.C. SOLID CORE EXTDR
EA EACH S.D. SMOKE DETECTOR
ELEV. ELEVATION S.H. SINGLE HUNG
EQ. EQUAL SHE SHEET
EXH.- EXHAUST SHTHG. SHEATHING
EXT. EXTERIOR SHWR. SHOWER
F.G /P'X . FIXED GLASS Sim. SIMILAR
F.G. FUEL GAS SL. SLIDING
FIN. FINISH SL. GL. SLIDING GLASS
FLR. FLOOR STD. STANDARD
FLUOR FLUORESCENT SWs SHEAR WALL
FR. DR. FRENCH DOOR SECTION
FTG. FOOTING TEMP. TEiMPEREDGLASS
GA. GAUGE THK. THICK
GAR.: DISP: GARBAGE DISPOSAL T.O.C. TOP OF CURB
G.F.I. GROUND -FAULT CIRCUIT T.O.P. TOP OF PLATE
-INTERRUPTER T.O.S. TOP OF SLAB
GL GLASS TYP. TYPICAL
GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED
H.B. HOSE BIB. OTHERWISE
H.C. HOLLOW CORE V.P. VAPOR PROOF
MDR. HEADER W. WASHER
HOT. OR HEIGHT
WD. WITH
INT. INTERIOR WDW. WINDOW
W/H WATER HEATER
W.E WROUGHT IRON
DATE
DESCRIPTION
�n8��
2-STORY CMu CONVERSION
1245/11
APf LIED COMMENTS FROM M. SEA'Y
01A5118
BID SET ISSUED
02/13/18
ADDED ELEV. 'X t 'K' WITH SIDINGS PER MARK BOWES
02/20/18
BID SET RE -ISSUED
�AT/18
FOOTING REVISIONS PER M. BOUJES
0841110
ADDED VALLEY FRAMING DETAIL, UPDATED BOLLARD DETAIL
oi/1hn9
DETAIL- 'ADDING BAR TO BOND i3EAM' ADDED TO 51.2A
02/16/19
PLAN MAINTENANCE
03/29/19
REVISED LINTEL SIZE AT FRONT ENTRY DOOR
04/25A9
ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON
_ __._
REVISED HVAC VOLUMES ON SQFT CALC SCHEDULE
---
UPDATED LEDGER BOLT SIZE f SPACING
S
.§ ^ � �
ki ,Z _'. S
04/25A9
IST FLR. LIVING 1104 SQ. FT.
2ND FLR Ga.LIVING 1501 Q. FT.
TOTAL LIVING 2605 SQ. FT..
GARAGE 431 SQ. FT.
LANAI 80 so. FT.
FORC1i.. III SQ. FT.
TOTAL 3095 SQ. FT.
A/C VOLUME 22403.2 CU. FT.
: '.
'..
04/26/19
06A9A9
--
REVISED I -JOIST LAYOUT
06/21/113
ADDED LED LIGHTS TO KITCHEN 4 BATHROOMS PER MARK 5CLES
09A3/19
LEDGER BOLT SPACINGS REVISED
11A5/19
ADDED COCOA PLUMBING RISER
01/01/20
REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS
05A1/20
REVISED STAIRCASE AND STAIR SECTION DETAIL
--- --
—
INDEX OF DRAWINGS
ARCHITECTURAL SHEET
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 Pl—FIRST FLOOR PLUMBING PLAN
PG P2-SECOND FLOOR PLUMBING PLAN
PG MI —FIRST FLOOR MECHANICAL PLAN
PG M2-SECOND FLOOR MECHANICAL PLAN
PG Dl —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
STRUCTURAL SHEET
PG S1-FOUNDATION PLAN
PG S1.IA—DETAILS
PG S1.2—FIRST FLOOR DOWEL, PLAN
PG S1.2A—DETAILS
PG S2—FIRST LIFT BEAM PLAN AND NOTES
PG S2.IA—DETAILS
PG S2.2A—SAFE LOAD TABLES
PG S3-FIRST FLOOR FRAMING PLAN
PG S3.1A-DETAIL8
PG S3.1B—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 NOTES
PG S5.IA—SAFE LOAD TABLES
PG S6—ROOF FRAMING PLAN
PG SN1 DETAILS
DESCRIPTION
Reviewed for Code
Compliance
universe{g
DESCRIPTION
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
0
x
S'U BIDI . & LOT:
CREEKSIDE
PHASE 2
LOT #83
MODEL:
41EHB
"26059-HAYDEN"
LEFT
PAGE:
COVER
SHEET
.60 MPH EXP. (
ARCHfTECT-
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
DATE:
/19/ 03 21
c
SCALE:1/4"=1'-0"
SHEET
CI
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 THESEDOCUMENTS 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. NATIONAI 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 Yz 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
AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557-2012 E1 THE
CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/
BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS,
3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS.
FABRICATION OF THE WORK.
4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION.
5.
THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETYAND 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'/i' 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 3 GPM EACH.
WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND
5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE,
9.
NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED,
COUNTY BUILDING AND ZONING CODES.
6. N0 VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
GARAGES AND CARPORTS
7. SIZE AND LOCATION OF CLFANOIJTS SHALL CONFORM TO FBCR SECTION P3005.2.
11,
SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP
8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903.
1.
GARAGE DOOR
A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET
DRAWING.
9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE.
B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2.
12
TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER
BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
EXTERIOR WALL COVERINGS
2.
I GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING
AS PER SECTION R30T OPENINGS FROM A PRIVATE G GE C
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE
1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH
BE
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
THE WALLS FOR COMPONENTS AND C1 ADDING LOADS IN ACCORDANCE WITH FBCR TABLE R301.2 2 AS MODIFIED BY FBCR
( )
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
TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS.
THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
EXTERIOR FINISHES
3.
AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE
AGRICULTURE AND CONSUMER SERVICES."
1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS
DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO, 26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID
APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS
ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE.
GARAGE.
2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH
ASTM-C926-18b, ASTM-C1063-19a & ASTM-C1787.
4.
AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT
3. LATH & ACCESORIES PER ASTM-C-1063-19a & R703,7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO:
LESS THAN -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE
ALL STUCCO CONTROL JOINTS DETAILS
SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT.
"L" FLASHING HORIZONN TAL LATH AND PAPER DETAILS
HORIZONTAL
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
PIPE PENETRATION DETAILS VENT PENETRATION DETAILS
PROTECTED BY NOT LESS,THAN'/-INCH GYPSUM BOARD OR EQUIVALENT.
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
'
a
4. SHALL BE INSTALLED PER ASTM-C1063 -19a AND R703.7.
FIRE RESISTANT CONSTRUCTION
UNDER STAIR PROTECTION
1, ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED
ON THE ENCLOSED SIDE WITH 112" GYPSUM BOARD. R302.7,
EXTERIOR CEILINGS
1. EXTERIOR CEILING TO BE 112" 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 1 CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AS 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.
Reviewea for Code
Compliance
Universal
sciences
CONTROL DATE: 12/10/20 (RM)
2194 HWY A1A, SUITE301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
IN
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LEFT
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GENERAL
NOTES Y
160 MPH EXP. C
ARCHFECT.n w_
STATE OF FLORIDA
Y
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 2119
DATE: 03 / /
SCALE: 1/4"=1'-0"
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LOAD (MPH) EFFECTS' CATAGORY DEPTH
NA I Ill G I NA INEGLIGAI I NA
FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SH,
ACCORDANCE WITH SECTION F15C R302.31 THROUGH FBC R302.9.4
FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL
ACCORDANCE WITH SECTION MC R302JOJ THROUGH FHC R302.105
0
=_ FROM WINTER ICE BARRIER FLOOD AIR MEAN
TERMITE DESIGN UNDERTLAYMENT HAZARDS a FREEZING ANUA i
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CRITERIA
-�-
16010 O.H.D.
112
5
31 1-34.6
12'xl2" SOFFIT
1
5
313/-49.9
BASIC WIND SPEED MPH = 160 (Vult) 11
INTERNAL PRESSURE COEFFICENT = f 0.18 BLDG.
CAT.=II, EXP.=C, MEAN ROOF HT. 23'-0"
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. CONTROL DATE OU01121
NOTE:
SOFFIT INSTALLATION IS TO BE PER
MANUFACTURER'S SPECIFICATIONS
THAT ARE TO BE PROVIDED BY THE
BUILDER WITH PRODUCT APPROVAL
AND NOA SUBMITTALS.
FT.
FT.
FT.
FT.
FT.
FT.
FT.
Ft.
MASONRY / FRAME .,.t.
WALL LEGEND
8'-8' BLOCK WALL
UN.O ON PLANS I€
BRCa. HGT. VARIES c
8' BLOCK WALL
} UN-0 ON PLANS
INTERIOR
O "j
BRG. WALL UN.O.
ON PLANS
4' INTERIOR NON
LOAD BRG. WALL
U.N.O. ON PLANS
-ALL INTERIOR
DOORS TO BE 6'-8'
-ALL EXTERIOR
DOORS TO BE 6'-8'
UNLESS NOTED
OTHERWISE
FIRST FLOOR PLAN
SCALE: 1/4' = 1'-0'
NOTE:
-2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID
DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE.
-VERIFY CONDENSER PAD LOCATION WITH SITE PLAN
-OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE
EQUIPPED WITH SOLID WOOD DOORS NOT LE55 THAN 1 3/8' (35 MM)
IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT
LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS.
-THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE < ITS
ATTIC AREA BY NOT LESS THAN 11/s"(12.1mm) GYPSUM BOARD APPLIED
TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS
SHALL BE SEPARATED FROM ALL HABITABLE ROOMS BY NOT LESS
THAN TYPE X GYPSUM BOARD OR EQUIVALENT.
-UNDER STAIR PROTECTION:
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS,
UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE
ENCLOSED SIDE WITH 1/2 INCH GYPSUM BOARDS.
FBCR 2020 CTTH ED.) 302.1
- EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY
DOOR TO HE 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 INSULATIONABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS Al
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 BY THE
MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT
SPECIFICATIONS
Now
Reviewed for Code
Compliance
Universal Engineering
1B Sciences
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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ARCHffECT-
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MAR 2 2 2021
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AR NO 17305
PRINT DATE: 03/19/21
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2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
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60 MPH EXP. J
ARCHrrECT=
STATE OF FLORIDA
- MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
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SECOND FLOOR PLAN
'SAGE:
SCALE. 1/4 = F-0'
-FRAMED WALL SEPARATION, BETWEEN THE UNCONDITIONED SECOND
GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION
R VALUE OF R-13. FLOOR PLAN
-CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR 00 MPH EXP. C
CLOSEST ALLOWABLE SOFTWARE TOLERANCES.
-OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET.
U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE
MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT
SPECIFICATIONS
m■���EL1
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305 n` 5
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DATE:
SCALE: 1/4" 1 '
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26'-8" BLDG. PGT.� _ _ SHINGLE
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SRCs, HGT. r SRC;. HCsT.
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FYPON
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SRC. HCsT.'�
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FIN. FLh2/5R3. HeT.
8'-8' CLG. HGT.h
0'-0" FIN. FLR.$
FRONT ELEVATION
SCALE: 1/4 = P-0' TEXTURED FINISH
NOTE: WALL FENESTRATION FLASHING AS PER F5CR R103.4
I�
REAR ]ELEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
18'-8" 2ND FLR.
BRCS_ "GT.
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MODEL 2605-HAYDEN-4EH8 (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 5Q. IN.
MIN. REQUIRFDVENTILATION
= .4X 739.68
IN UPPER PORTION OF ATTIC
= 295.872 SQ. IN.
(BALANCE TO BE PROVIDED IN
SOFFITVENTS)
OFF RIDGE VENTILATION AREA
= 138 SQ. IN. PER VENT(netfree area)
TOTAL ftOFVENTS REQUIRED
= 2.14
TOTAL it'OF VENTS PROVIDED
= 3
SOFFIT VENTILATION AREA
LINEAR FEET OF SOFFIT REQUI RI
7 SQ. IN. PER LIN EAR FT (net free
area)
42.27
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937 I
PH: 321-802-3591
www.abdesigngroup.com
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Universal Engineering
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ARCHrrECT:
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 1735
PRINT
DATE: 03/1921 N....
SHEET
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M.:
10'-0 3/,
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FOR FYFON
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LEFT ELEVATION
SCALE: 1/4 = 1'-0' TEXTURED FINISH
]RIGHT ELEVATION
SCALE: 1/4 = I'-0' TEXTURED FIN15H
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— 0 -0" FIN. FLR.
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0'-0 3/4" 2ND FLR.
—$FIN. FLR./5RCz. HC,T.
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0'-0" FIN. FLR.
Reviewed for Code
Compliance
2194 H WY 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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"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
RIGHJEXP.
LEF
ELEVATI
60 MPH
ELECTRICAL FLEGEND T '
SYMBOL
DEFINITION
Ni
wF
1211 OUTLET
20 AMP SINGLE F
110V OUTLET
110V OUTLET
0 OF OUTLET WIRED
_
TO SWITCH H
110V OUTLET
EQUIPED WVGRND FAULT
GIN
INTERUPTER (TAMPER
RESISTANT TYPE)
_-.•
220V OUTLET
(4) WIRE CONNECTION
FAULT
GFI
OUTLET
INTERRUPTER
I
SWITCH
"
SWITCH
3-WAY OPER
�4
SWITCH
4-WAY OPER �I
I�
WALL MOUNTED
I
LIGHT
Cli LIGHT
�.
O
LED CLG LIGHT
OL
LED VAPOR
PROOF LIGHT
O Vill
VAPOR PROOF
LIC714T
RECESSED CAN
I CFM PER 86i FT s
i
.
eVENT.
FAN
VENT. FAN
W/LIGHT
1 CFM PER SQ. Fr.
V.AIXT LIGHT
FIXTURE
(SF"EC'S TBD BY
BUILDER)
FLUORESCENT
2-BULB WRAP Ir'
®
AROUND
4
(RECESSED)
WI
FLUORESCENT
2-151,11-15 WRAP I
LIGHT
AROUND
(SURFACE MST.)
M�
2' FLUORESCENT
I
I,
li
4
4- FLUORESCENT
I!I
;
p t
4' TRACK LIGHT
PANEL
METER
R
BACK-& h
SMOKE DETECTOR
W/ HARDWIRE
WALL MOUNTED
BATT, BACIK-UP
SD.
SMOKE DETECTOR
W/ HARDWIRE
S/�%O
GARBCN MONOXIi
9MOKE DETf=GTOR
BATT. BACK-UP W/
HARDWIRE
INTER -CONNECTED
SHALL BE A DISTANCE
COMA
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
-
NATURAL GAS
OUTLET
IT_
.
TELEPHONE JACK
WATER FEATER
IGNITION SOURCE y
DISCONNECT
TO B ELEVATED
x
AIR CONDITIONING
TO BE 210V UNO
DISCONNECT
SEE A14U ON
THIS SHEET
TV
TELEVISION JACK
CEILING BOX REQUIRE
TO BE SUPPORTED N
O
J-BOX
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPIECTION
i
CEILING BOX REQUIRED
SUPPORTED
I
GEICEILING FAN/LIGHT
ACCORiIN
A 1 DANCE UI/ BOX
MARKED AS SUCH FOR
.
,
INSPECTION
24' INCANDESCENT
„
LIGHT STRIP
36, INCANDESCENT
n n n n n n
{
o
LIGHT STRIP
nnn®
48' INCANDESCENT
LIGHT STRIP
FLOOD LIGHT
k
v.
OPT. SECURITY
a
KEYPAD
.FOR
s.
FUSH-BUTTON
CHIMES F
HTHE If
`a
USES PORT
€
G
• LOCATION OF TV JACKS a PHONE OUTLETS 4 FANS TO
BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL B 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF POOR
-ITH EDITION (2020) a NEC 210.12 201-1 EDITION.
+ 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GFI is 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 MI50"13 FBCIIIii EDITION (2020).
• LAUNDRY ROOM RECEPTACLE SHALL BE GROUND
FAULT CIRCUIT-NTERRUPTER PROTECTION FOR
• WIRRZ THIOD SHALL BE NON METALLIC CABLE DER
ELECTRICAL PROVISIONS Or FBCR TTH ED (2020).
• ALL WORK TO COMPLY WITH ELECTRICAL P1lilOVISIONS
OF THE FBI 7TH ED (2020).
• ALL LAMPS SHALL BE SELECTED BY BUILDER Ab
15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER
P-- ENERGY CONSERVATION (RESIDENTIAL EMERY
IE EFFICNCY) 202ID 1tH EDITION R49W
METER
FIELD
VERIFY
LOC.
GFI'
IRRIGATION
OUTLET
40' AF.F.
COVERED
CEILING MTR
LIGHT TO BE
INSTALLED,
I GF1 PROVIDE
OPT. F FOR
U ❑ J J ❑ J J C J LAN
J
PRE -WIRED DINING
CLG FAN LIVING
ROOM Ali
PRE -WIRED I, � --
7 CLG FAN `
BDRM. #2
GFI
Y
II I I 1 I
TO 2ND FL\ SWITCH iN I I— 1 I
I S O SWITCH �` CABINET I �.
KITCHEN z�
BATH #2 '
OUTLETi�---
r -r FOR DWI I*„r
GFI
s — — PAN.
J PB. FO GFI a 44" GFI • 448
DOOR GARAGE t A.F.F. APR SIC GFI IL O-- �!
-- F'T.
BOLLARDAS REQ. - 1
PER BLDG.
CODE /
FLEX ,
�
KEYLESS 4II
FIXTURE
z GFI FOYER III PR£ WCLGIRED
AN
GARAGE t III
DOOR
PREWIRE '
GARAGE C C".--
o - E
----__--- --------
COACH
LIGHT
owl
P.B. F
CHIMES '� II
PORCH
one -- —
FIRST FLOOR ELECTRICAL PLAN
SCALE: 1/4' 11-V
11 nil it no
1
�I
I
-
— _ _ — _ -
LED LIGHTING
I SINGLE LAV.
BATH 02
OUTLET
FOR VENT
OR MICRO
WP Panel MAIN -A
PANEL: VOLTAGE: 120 0 240 V -1 Ph MAIN: 150 Amp I
FEEDER #1C.nIIlv'Jh1° 1 r:u(f jnrl 1(2"C: OR 3-#210ALTHWN&1-#6Cu(G)in1IQ" G.
Wire Pole Bkr Desctiption, Watts Circuit Circuit Watts Description
#12 1 20 Exterior Receptacle 3FI fa II ll: 1 00 1 2 Space
912 2 20 Irrigation Pump — uOCR--t — --
-- 4_ Space
5 6 6240 A/C C.U.
PANEL - A
PANEL: 42.crt. bfeakei VOLTAGE: 120; 240 V -1 Ph MAIN: 150 Amp M.L.O.
FEEDER -�-#1.1:1111IVJh1R1 WI 11(,)In1112"C OR 3-#210ALTHWN&1-#6Cu(G)in11f2"G.
Wire.
Pole
Bkr
Description
_Watts
1500
-_ 1100
14r10
1�00
Circuit_
Circuit
Watts
Description
#.12
1
20
_
Small Appliance _
11 Hood GFI -- - -
Small Appliance
Refngerator
Dining Receptacles AFC'1 - —
Bath GFI Receptacles
Foyer I Hall AFCI _ _
11 Rm. Lanai. Ketch=n, Din I t . AFL
Space _ _
SD&GO AFCI
Space _
Bedroom #2! Bathmon # 4Fl,l
Bedroom 93 AFCI
Bedroom #4/Opt . Bed# F,#61 ,I,1 [OR PTI1
Opt. 3-Car Garage Dc-n Opcli?l t;FI
Space
Space -_ - -
Space
Space
A/C A.H.U.
(Heater 5 KVA ate 'J
1
F
9
11
1 x
2
8000.
Range
# 12
1
20
#12
# 12
1
1
20
6
°
4500
WaterHeater
20
# 12
#12
1
1
20
20
— iv.10
1200
900
1D!
12
1200
15DO
Disposal GFI
Dishwasher GFI
#14
1
15
14
_
5000
Dryer GFI
#14
1
15
900
�Iri
15
11._
19
16
18
1500
Washer GFI
914
1
15
20
1000
Garage Door Opener GFI
21 _
22
1200
Garage I Exterior Us & Receptacles AFCI
#14
1
15
rlC
24
900
Bedrocrn #1 AFCI
#14
1
15
1r
900
X00
-_ �
1525
27 _
29
31 _
31
26
900
Bath #1 AFCI
#14
#12
1
1
15
20
29
30
_1200
1000
2nd Roar HallfSM2nd FLLIv/Laun.AFCI
Irrigation controls mly
32
Space
_
_
34
Space
3�
7
39
41
36
Space
_
38
Space
48 .
2
35
40
42
Space
_ _
Space
Load subject to demand factor cal•.,ulatiolls ± Ilne
17(1
27900
Load subject to demand facto
Demand Factor Calculations.
ABBREVIATIONS:
AFCI: ARC FAULT CIRCUIT INTERRUPTER
NC: NON -COINCIDENT LOAD
GFI: GROUND FAULT INTERRUPTER
fatal load subject to demand factor 45500
First 10000 watts at 100% _ _ _
Remaining watts a1 40%
10000
142C0
Total A/C load — - _
li165
Total Cmnecled Lcad Watts
Total Amosi�n2tl<,' 24 )wIts)
'1r4l 65
49.9
150 AMP ELEC: RIi RISER
NOT TO SCALE.
GENERAL NOTES -
A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR ITH
EDITION (2020). LOCAL CODES, AND ALL LOCAL POWER
COMPANY REQUIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS
NOTED OTHERWISE.
POWER
GRADE
PROVIDE ISO AMP, 120/240 VOLT, I PHASE SECONDARY -
ELECTRICAL SERVICE. PROVIDE 3 01 COPPER (CU) IN
1-Irz" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3
02/0 ALUMINUM (AL) IN 2" DIA SCHEDULE SO PVC
CONDUIT UNLESS SERVICE IS PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
Qr'®
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH:321-802-3591
www.abdesigngroup.com
AA #: 0003325
Tfl
50
2
#6
25
2
#10
20
20
1
1
#12
#12
30
2
#10
20
1
#12
20
1
#12
1 I #12
1 #12#12
l line
LOAD CALCULATION IS BASED ON A/C NON -COINCIDENT LOAD
I Q
General Lighting & Receptacle Load
Total AX Square Feet
2605
General I &Rec 3 W l5q. FL
7815
H141ats 3.at65W/Li htat100%
195
General
8010
—.
Clots# vattslc Total watts
General Us & Rec Panel A
111
7281
8010
Fit
s �
`
it
PROVIDE 302/0 CU, THWN + 1% CU IN 2' CONDUIT OR 3
04/0 AL, THWN + 1% CU IN 2' CONDUIT OR 2/0 AL. S.ER
(CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.)
UEI;3l r& LOT:
COMBINATION SERVICE
15ID AMP
CREEKSIDE
DISCONNECT SWITCH AND
120/240 VOLT
M
ELECTRIC METER IN
I HA E
PHASE 2
NEMA 3R ENCLOSURE
MILO
PANEL
LOT # 8 3
moArzP
aROJECT*
MGB
1 `191
9nn /nA3R1
CABLE TELEVISION lii031
SERVICE ENTRANCE 4EHB EQUIPMENT
"2605—HAYDEN"
1,7�ARAGE SWING:
LEFT
AGE:
1 e4 CU SERVICE GROUND CONNECTED TO FIRST
CONCRETE ENCASED FOOTER STEEL PER FLOOR
ELECTRICAL PROVISIONS OF THE FBCR TTH
EDITION (2020'. ELECTRICAL
5/8" DIA X 8 FT LONG COPPER CLAD GROUND ROD FLAN
u=
�_60 M1'H EXPO C
Reviewed for Code ARCHrTECT'
cornpbance STATE OF FLORIDA
Uni4ela. ,;'J'neering�
Sclr;nces
1
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
fSD
TE: 03/19/21
EET
1 ,
E I
TELEPHONE SERVICE
ENTRANCE
EQUIPMENT
INTERSYSTEM BONDING
TERMINAL AT LOW
VOLTAGE CONNECTIONS
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
_e
125V OUTLET
20 AMP SINGLE POLE
3/
110V OUTLET
110V OUTLET
In OF OUTLET WIRED
TO SWITCH
110V OUTLET
EOUIPED WiYaRJD FAUL
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• LOCATION OF TV JACKS < PHONE OUTLETS < PANS TO
BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 t 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF FBGR
TTH EDITION (2020) t NEC 210.12 2011 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GFI s ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF
5O CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION MI50-13 FBCR ITH EDITION (2020).
• LAUNDRY ROOM RECEPTACLE SHALL BE GROUND
FAULT CIRCUIT -INTERRUPTER PROTECTION FOR
PERSONNEL ON FEEDERS
• WIRING METHOD SHALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF FBCR 7TH ED (2020).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR TTH ED (2020).
• AI I I AMPS SHALL BE SELECTED BY BUILDER AND
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2194 HWY A1A, SUITE 301
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160 MPH EXP.
ARCHfTECT-
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDEF
AR NO 17305
Jr' A DATE: 03 19 21
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2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
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FIRST FLOOR
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ARCHrrECT:
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
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2194 HWY AIA, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
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GARAGE SWING:
LEFT
PAGE:
SECOND FLOOR
PLUMBING
PLAN
60 MPH EXP. C
ARCHrrECT.
STATE OF FLORIDA
MICHA& 2ANDOEI.SON 11
AR NO 17305
PRINT DATE-
03 19 21
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TYP. INT. WALL (NON-BRG.
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METAL STUDS 24' O.G.
20 GA METAL TO BE
INSTALLED IN WALLS
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LOWER CABINETS
AND TUB/SHOWER 25
GA. METAL TO BE
INSTALLED IN ALL
OTHER WALLS. STUDS
TO BE SPACED 16'
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STAIR WELLS AND
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R-4.1 INSULATION
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REFERENCE
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0'-0" FIN. FLR
--- -
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SCALE: 3/4' =1' -0'
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WITH UNDERLAYMENT
AS PER FBCR S05.1-1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI.
SECURED PER
FASTENER SCHEDULE
STRUCTURAL
PRE-ENG TRUSS
MTL. DRIP EDGE
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ELEVATIONS
In
VENTED SOFFIT
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DO NOT GUT
2A)PIPE THROUGH BOND BEAM
D1 SCALE: 3/4"=1'-0"
0'-0' FIN. FLR
ROOF 5HEATHING THICKNESS IS
ENGINEERED PER ASGE 1-16 IN
ACCORDANCE WITH FBCR 2020
ITH EDITION, SECTION R301.13
AND 1609.5.1.
B TYP. WALL SECTION
NO OPENING
NOTE:
METHOD TO BE USED FOR THE
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OR TYPE IV UNDERLAYMENT.
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 905.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI. SECURED PER
FASTENER SCHEDULE
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
WALL SHEATHING
44ICKNES8 AS PER
SHEET SNI. SECURE PER
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ON SHEET SNI
PRE-ENG. GABLE TRUSS
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1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
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8' GMU
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1/2' THICK, 2 COAT -
PORTLAND CEMENT
PLASTER APPLIED
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STIFFBACK AT ALL UPRIGHTS—
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1 ELEVATIONS
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STRUCTURAL DETAILS WALL SHEATHING
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THICKNESS AS PER
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WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS I
REFERENCE Reviewed for Code
STRUCTURAL Compliance
1x2 P.T. FURRING ---
Universal Engineering
Sciences
STRIPS g 24' O.C.
In' GYP. WL. BD.
8' CMU
WOOD 5ASE—
OL 0'-0' FIN. FLR.
ROOF SHEATHING THICKNESS IS
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_[TH EDITION, SECTION R301.1.3
AND 1609.5.1.
TYP. WALL SECTION
NO OPENING
NOTE:
METHOD TO BE USED FOR THE
6 1-STORY GABI,III BLOCK WALL INSTALLATION OF ROOF
3/4'=I'-0' UNDERLAYMENT IN ACCORDANCE
Di SCALE=
WITH FBCR S05.1.1.1 OF THE FBCR
2020 7TH EDITION IS 04 WHICH USES
(2) TWO LAYERS OF ASTM D226
TYPE II OR ASTM D4865 TYPE III
OR TYPE IV UNDERLAYMENT.
Note: WALL FENESTRATION FLASHING PER FBCR '103.4 -
Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to
prevent entry of water into the wall Cavity or penetration of water to the building
structural framing components_ Self -adhered membranes used as flashing shall comply with
AAMA -111. All exterior fenestration products shall be sealed at the juncture with the
building wall with a sealant Complying with AAMA 000 or ASTM C920 Glass 25 Grade NS
or greater for proper Joint expansion and Contraction, ASTM C1Z!81, AAMA 812, or other
approved standard as appropriate for the type Of sealant. FlUld-applied membranes
used as flashing in exterior walls shall comply with AAMA 114. The flashing shall extend to
the surface of the exterior wall Finish.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591>
www.abdesigngroup.com
AA #: 0003325
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04321.200 083R1
MODEL:
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"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
60 MPH EXP. C
ARCHITECT:
STATE OF FLORIDA
MAR 2 2 "21
MICHAEL C. A 4DERSON
AR NO 17305
PRINT DATE: 03 19 21
SCALE: 1/4"=1'-0"
SHEET
ID 1
B
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER F5CR 905.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI. SECURED
PER FASTENER
SCHEDULE
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24' O.C. MAX_
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2x FASCIA PER
ELEVATIONS
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SOFFIT
REFERENCE
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MASONRY
IX2 FIRE -STOP
SEE STRUCTURAL
Ix2 FIRE -STOP
1/2' THICK, 2 GOAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR'305.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI. SECURED
PER FASTENER
SCHEDULE
R
PRE-ENG WD. TRUSS----
LEVATION
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GYPSUM BOARD
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2-STORY FIRST[' FLOOR BLOCK
SECOND FLOOR BLOCK
SCALE: 3/4'=1'-0' -- --
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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04321.200 083R1
DdODEL
4EHB
2605- HAYDEN'
GARAGE SWING:
LEFT
PAGE:
DETAILS
60 MPH EXP. C
ARCHRECT:
STATE OF FLORIDA
MAR 2 2. 2021
MO-ML C. ANDER^AN
AR NO 17305
PRINT
DATE: 03 19 21
SCALE: 1 /4"=1' — 0"
�' I
a
TOP:
2X6 P.T.. CENTER OF DOOR HEADER SECURED
W/ (1) IR' X Be J-BOLT
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X I/8' WASHER 4 NUT
OR
W/ (2) 1/2' X be ANCHOR BOLTS
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/5' WASHER 4 NUT
Ix4 P.T. OR 5/42X4' MIN.
SECURE THRU FRAME 4
EXTEND 1-114' 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
�L-SEGURE 2x4 ONE'
FLAT TO BLK T1
W/ MASONRY
NAILS.
SIDES:
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 1/5' WASHER 4 NUT. (1) WITHIN
8' OF TOP, (1) WITHIN Be OF THE BTM,
(3) EVENLY SPACED.
NOTES:
ALL ANCHORS SHALL BE IN ACCORDANCE TO
MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE
SUCH INSTRUCTIONS ARE MORE STRINGENT
GARAGE DOOR
1 BUCK ATTACHMENT
D3 eca.e, VV-P-®'
8' CMU
In, DRYWALL
1'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"
nl►INDOW TO BLOCK +3/4" OR +5/4" _
H
2X4: IZI
SECURE TO BLOCK W/
3/16' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN W OF EACH
END 4 18' O.G. 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 1W 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 Be OF EACH END
4 18' O.C. MAX
SPACINGSG,
8' CMU
1/2' DRYWALL
I'X4'
P.T. NAILER
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"
C 1PINDOVP TO BLOCK +1 15/16"
2X4: IZI
SECURE TO BLOCK W/
2X4: 1311
SECURE TO BLOCK W/
3AW TAPCONS (MIN.
3/16' TAPCONS (MIN.
SHANK SIZE .145 MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH
WITHIN 8' OF EACH
END 4 18' O.G. MAX
END 4 18' O.G. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
SPACING.
ON OUTSIDE 4 SECURED
2�, CEO
2X6: ®
THROUGH NON-STRUCTURAL
SECURE TO BLOCK
SECURE TO BLOCK
3/16' TAPCON MIN. 1-1/4'
W/(2) 3/16' TAPCONS
W/(2) 3/16' TAPCONS
EMBEDMENT INTO BLOCK
(MIN. SHANK SIZE .145
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
8' CMU
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
WITHIN Be OF EACH END
8' CMU
4 18' OTC. MAX SPACING.
1/2' DRYWALL
4 18' O.G. MAX SPACING.
1/2' DRYWALL
2X8: ®
❑
I'X4'
NAILER
2X8: ®
SECURE TO BLOCK
❑ I'X4'
SECURE TO BLOCK
P.T.
P.T. NAILER
W/(2) 3/16' TAPCONS
POOR CASING
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE
DOOR CASING
(MIN. SPANK SIZE J45
.145
MIN- HEAD SIZE 300
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
WITHIN 8' OF EACH END
Or—
4 MAX 18 .C.
DOOR JAMB OR WINDOW
SPACING. X
DOOR JAMB OR WINDOW
SPA
ATTACH TO 2X PER
ATTACH TO 2X PER
MANUFACTURES DETAILS.
MANUFACTURES DETAILS -
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/4')
DOOR JAMB TO BLOCK +1 1/2"
B WINDOW TO BLOCK +1 1/2"
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +2 1/4"
D)1IINDOW TO BLOCK +2 1/4"
2X4: IZI
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: CEM
SECURE TO BLOCK
W/(2) 3/I6' TAPCONS
(MIN_ SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
8' CMU
4 18' OZ. MAX SPACING.
2X8: ®
❑
I/2' DRYWALL
SECURE TO BLOCK
I,X4,
P.T. NAILER
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
DOOR CASING
MIN- HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 10' O.G. MAX
SPACING:.
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMS
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO
BLOCK +3"
E
2X4: CM
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' OZ. MAX
SPACING.
2X6: CEM
SECURE TO BLOCK
WK2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN Be OF EACH END
4 18' O.G. MAX SPACING.
2)(8:
SECURE TO BLOCK
W/(2) 3/16' TAPCON8
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
4 IS' OZ. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
ON OUTSIDE 4 SECURED
THROUGH NON-STRUCTURAL
3AW TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK
B' CMU
1/2' DRYWALL
❑ 1'X4'
P.T. NAILER
DOOR CASING
2ND 2X SECURE TO STRUCTURAL
MEMBER W/l2)126 WITHIN Be
OF EACH END 4 W TO Be O.C. MAX
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
NOTE: SHIM AS NEEDED TO PLUMB MANUFACTURES DETAILS.
JAMB (DO NOT EXCEED 1/4')
DOOR JAMB TO BLOCK +3"
F A
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.C. MAX
SPACING.
2Xb: CEO
SECURE TO BLOCK
W/(2) 1/4' TAPCONS (MIN
SHANK SIZE 145 MIN.
HEAD SIZE 300 MIN.
EMBEDMENT 1 1/4')
WITHIN Be OF EACH END
4 IS' OZ- MAX SPACING
2X8:
SECURE TO BLOCK
W/l2) 1/4' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN Be OF EACH END
4 18' OZ. MAX
SPACING.
J H � 8' CMU
❑ 1/2' DRYWALL
1'X4'
P.T. NAILER
1/16' OS.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 1/4')
DOOR JAMB TO BLOCK +3 7/16"
G IIINDO'W TO BLOCK +3 7/16"
2X4:
SECURE TO BLOCK W/
1/4' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
MIN, EMBEDMENT 1 1/4')
WITHIN W OF EACH
END 4 18' O.G. MAX
SPACING.
2X6: CEO
SECURE TO BLOCK
W/(2) 1/4' 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.
2X8: MM
SECURE TO BLOCK
W/(2) 1/4' TAPCONS
(MIN. SHANK SIZE .145
MIN_ HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN W OF EACH END
4 18' O.G. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
ON OUTSIDE 4 SECURED
THROUGH NON-STRUCTURAL
3/I6' TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK-
1 141
8' CMU
- I/2' DRYWALL
❑
I'X4'
P.T. NAILER
a
I' PS. 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 1/40)
DOOR JAMB TO BLOCK +3 3/4"
H 5P 211W TO BLOCK +3 3/4"
E�m As Reviewed for Code
Compliance
Universal Engineering
Sciences
CMU
IQ
O0%
is DRYWALL
IX FURRING
RIP 2XI0 TO
DOOR
FRAMING HOLD FLUSH TO
INTERIOR FACE
OF DRYWALL
ENTRY DOOR BUCK
(]./�REQUIREMENTS
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a b d es i g ngrou p. co m
AA #: 0003325 00
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CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200 083R1
MODEL•
4EHB
"2605-HAYDEN'
GARAGE SWING:
LEFT
PAGE:
DE TAIL )
60 MPH EXP. C
00
ARCHITECT:
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
rsur"
DATE: / 03 19 21
i SCALE: 1/4"=1'-0" 1
SHEET
D3
i
2194 HWY A1A. SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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CREEKSIDE
PEASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
60 MPH EXP. JC
ARCHffECT
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 2119
DATE: 03 / /
SCALE: 1/4"=1'-0"
SHEET
LEGEND
DRAINAGE PLANE (WRS
LATER *1, STUCCO WRAP)
WRB LATER *2 (FORTIFIBER — — — — —
BUILDING PAPER)
METAL LATH X—X—X—x
STUCCO
WOOD OR -1/16" ZIP WALL
SHEATHING
SELF-ADHESIVE FLA5HING
NOTE -
METAL LATH: LATH TO BE PER SECTION
R-I03.1.1 / ASTM C-841-14a, MIN. 2.5 LSS.
PER Sa. WARD (UTILITY' OR NOMINAL
LATH DOES NOT MEET 8FEGIFICATION5)
FINISH
6" SELF ADHESIVE
OVER TOP E SIDES
SELF
FLASHING
UNIT
PREMANUF. DRYER
VENT CAP (SET IN
CONT. SEALANT)
SEALANT g
TOP E SIDES
YER VENT ( BLOC]
BUILDING PAPER
OVER 'QUICK
FLASH'
PIPE THROUGH WALL
6" SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
BUILDING PAPER
UNDER 'QUICK FLASH'
A VENT PENETRATION
SCALE: N.TS.
ELEC. METER FIELD
VERIFY LOCATION
AREA TO RECEIVE
STUCCO SCRATCH COAT
4 1 COAT OF PAINT W/BACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
C. METER FIELD
.IFY LOCATION
APPLY STUCCO SCRATCH GOAT
AND ONE (1) LAYER OF PAINT
PRIOR TO INSTALLING ELEC.
METER
CAVITY TO BE FILLED
WITH RIGID POLYMERIC
ISOCYANOTE-POLYBLEND FOAM
/n�_�r A rti ir"n 7R .SIMILAR)
APPLY A SILICON
BASE SEALANT AT POINT
THAT ELEC. WIRE PENETRATES
;O SCRATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER GAN
COMBO OR METER CAN AND
DISCONNECT
O ELECTRICAL CONDUIT
PENETRATION
WOOD SHEATHING
WRB LAYER *I,
STUCCO WRAP
WRB LAYER 02, FORTIFIBER
10/ BUILDING PAPER
METAL LATH
WOOD -1/5' TEXTURED
CONSTRUCTION �-�FINISI-I a WOOD
FASTEN TO WOOD STRUCTURAL
13' GMU
MEMBER a In OjC. MAX
Ye' TON MID -WALL
1 �,
WEEP SCIREED
= zQ
6' WIDE STRIP SELF
ADHESIvE FLASHING, CLEAN
MASONRY BEFORE APPLYING
TEXTURED
FINISH a MASONRY
HORIZONTAL WEEP SCREED
(FRAME TO BLOCK)
all
WRB LAYER *I,
CUT OPENING IN STUCCO WRAP
APPROVED HOUSEWRAF, At
FOR BOX INSTALLATION
SCUT `X' INTO
TUCCO WERAP I MEMBRANE FLLASNING I �, .I
APPLY SELF -ADHERING
WOOD SHEATHING I IMEMRANE FLASHING
OVER BBOX AND OVER
APPROVED WRB Reviewed for Code
LAYER *1 Compliance
5 T� S T F �^ Univerz MSci nceiseering
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
ST f= #3
WRB LAYER *I,
STUCCO WRAP
Ea APPLY 60 MIN SELF —ADHERING
GRADE 'D' FELT MEMBRANE FLASHING
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
WRB LAYER *2, FORTIFIBER
BUILDING PAPER
5T #4
ELASTOMERIC
COATING OVER
STUCCO/ G.V. FINISH
(SEE TYPICAL WALL
SECTION)
METAL LATH
5T I*F7;i 5T E F **(o
ELECTRICAL RECEPTACLE
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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BUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL
4EHB
"2605—HAYDEN"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
60 MPH EXP. C
ARCHITECT=
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
rrcaav • a
DAT03 19 21
E/
SCALE: 1/4"=1'-0"
SHEET
LEGENT
DRAINAGE PLANE (UJRB
LATER #1, STUCCO UJRAP)
UJRB LATER #2 (FORTIFIPER — — — — —
BUILDING fi=APER)
METAL LATk x x x x
STUCCO
WOOD OR 1/16" ZIP WALL
SkEATNING ----
SELF—AC)kE51VE FLA5k1NG
z 1/211
CORNER BEAD
(FASTENER & SPACING al C.
N
' CMU
1/2" THICK, 2 COAT CEMENT
_j PLASTER APPLIED
148 CORNER
D IRECTL`r' TO MASONRY
BEAD 0) BLOC][
Reviewed for Code
Compliance
Universal Engineering
91 Sciences
2194 HWY A1A. SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a b d es i g ngro u p. com
AA #: 0003325
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SUBDIP. & LOT:
CREEKSIDE
PHASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL:
4EHB
"2605—HAYDEN"
GARAGE SWING:
LEFT
PAGE:
�l
41
WALL
ASSEMBLY
DETAILS
60 MPH EXP. C
ARCHFrECT
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 03 19 21
DATE: / /
SCALE: 1/4"=1'-0"
SHEET
I
I
I
11
1
"
2xro SUB -BAND
W/1"x4" NOTCH tv
END, WRAPPED IN
PEEL 4 STICK
DRIP EDGE ►\\
11
1/8" TEXTURED I �\
FINISH 10 WOOD I \
1/2" TEXTURED 1
FINISH e CMU / \
METAL FASCIA +
WRAP Ya" FROM \
STUCCO, 1" FROM \\
WOOD WALL 1
EXTERIOR WALL \
(FRAME OR CMU) ,\
�\ NOTE: NOTCH FOR 2X6 1
SUB BAND ONLY
N.
AN A
METAL FASCIA WRAP
2X6 SU13 BAND-1=
—ROOF KICK OUT REMOVED
\\ FOR CLARITY
.ROOF DECK (BEYOND)
\art DRIP EDGE, 1" OFF WALL
VNOT INTO STUCCO)
11/5" TEXTURED FINISH 6
/ WOOD, 1/2" TEXTURED
FINISH m CMU
/
��2xro SUB -BAND W/1"x4" NOTCH 6
END, WRAPPED IN PEEL d STICK
METAL FASCIA WRAP 1" OFF
WOOD WALL. SUB BAND 2"
OFF WOOD WALL
-1/8' TEXTURED
FINISH o WOOD,
1/2' TEXTURED
FINISH a CMU
METAL LATH
WOOD SHEATHING:
OR CMU
WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
WRB LAYER 02, FORTIRBER
BUILDING: PAPER
(FRAME ONLY)
ROOFING: CEMENT
DRIP EDGE
METAL KICK OUT
NOTE:
IF ZIP SHEATHING 5,
PLEASE SEE MANUF
PROCEDURES
PRE-ENG'D TRUSS TO BE CUT 6
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4"x4' -m"
SCABBED TO TRUSS
W/126 NAILS roll-8"
O.C. MAX.
2x SUB -BAND W4V2"x4"
NOTCH 'Q END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL C�
WALL
SUB BAND DETAIL OP WAL
W/KIC K-- O U'I'
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 SUS -BAND
W/tY"x4" NOTCH a
END, WRAPPED IN
PEEL 8 STICK
*ROOF CEMENT a
ROOF EDGE
OMITTED FOR
CLARITY
<�r
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/tY"x4" NOTCH -8
END, WRAPPED IN
PEEL 8 STICK
*ROOF CEMENT -8
ROOF EDGE
OMITTED FOR
CLARITY
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 3, 1-802-3591
www.aba esigngroup.cum
AA #: 0003325 00
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CREEKSIDE
PHASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
60 MPH EXP. C
ARCHrrECT
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT 2119
DATE: 03 /
SCALE: 1/4"=1'-0"
SHEET
WAS
39'-8"
27-10„
101-0.1
1'-10.;
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FOUNDATION NOTES
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE +44%
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION F-0'4SEE SURVEY PLOT FOR NAVD.
5. PROVIDE A (-,'OMPLFTE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLOF3IDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
6. PROVIDE ISOLA [ION 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 ARCHI I FG T I II ;AL A iAWINGS 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.
11.11 INDICATES 45 BAR. OINDICATES'#6 BAR,OINDICATES #7 BAR VERTICAL
REINFORCING; BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900
HOOK. BARS f,HALL 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 UNL ESS NOTED OTHERWISE.
14, VERTICAL REINFORCING IN CMU SHALL BE #5'SAS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN I HE 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 4021602-16, 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 WELLIFD MF:_ H LOCATED IN THE MIDDLE TO UPPER -3 OF SLAB SUPPORTED
T-0" OTC MAX. SEE PLAN FOR WWM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE'2020 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 71h EDITION
SLAB SCHEDULE
SLAB IIIICKNESS REINF REMARKS
6x6 W1.4xW1.4 OVER
GENERAL I I I'2" 6 MIL VAPOR COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE_ CORNER BARS, SAMI SIZI- OUAN I ITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY.
MARK WIDTH I ENGTLI THICKNESS BOTTOM REINF. TOP REINF. T.O.F.
-- _ — - ' SHORT LONG
FM-12x18
12"
CON INUOUS
18'
(2) #5's
I -
(+)0' 0,,
FM-16xl8
16"
CONTINUOUS
18"
(2) #5's
-
(+)0"-0',
FM-20xl8
20"
CONI INUOUS
181,
(2) #5's
-
(+)0"-0"
FMC-16xI8
16"
CON T INUOUS
18"
(2) #5's
-
VARIES
CW-12xl2
12"
SFF PLAN _
12"
(2) #51s
-
(+)0"-0"
CWC-12x12
12"
SFF PLAN
121,
(2)#Ss
-
VARIES
F-24x24
24"
24"
12"
(2) #5's'
(2) #5's
-
(+)0"-0"
TE-1
8"
SI I PLAN
8"
(1)#5's
(_)0^_411
Reviewed for Code
Compliance
Universal Engineerinel
Sciences
NOTE: WELDED WIRE MESH A
VERTICAL RE BAR NO
SHOWN FOR CLARI I Y
#3 TRANSFER STEEL a 24 ()JJ MAX ON 1 1,2" SECURE
CHAIRS @ FOUNDATIONSI AB A WIRE IIED A/G SIMPS❑N WB
TO CONTINUOUS FOOI F R S Lr I I STRAP TO CONC. W/ UNIT ROLL STRAP OR
(2)-3/16'X2' EQUAL 2 EACH
TAP —CONS CORNER OF
_ - L _B UNIT
TOP OF SLAB
CONC• SECURE STRAP TO
SUPPORT #s w 1 I 7 Cl InIRs SLAB UNITS W/ (2) #Bxl
1/4 SHT MTL
SCREWS
A/C CONNECTION
TO PAD DETAIL
TRANSFER STEEL INSTALLATION
SCALE: 3r4"=V-0"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH.
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE 2
LOT #83
PROJECT*
04321.200 083R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FOUNDATION
PLAN
7
60 MPH EXP. C
ARCH x _CT:
TE OF FLOF
I+
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
1 DATE 03/19/21
SCALE: 1/4 =1 -0
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NAII S. 2-ROWS, 4" O/C B-TM.
I_AP 10 OCCUR OVER STUD
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WAI I W RYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BIM PI All TOBE PL
PROVIUF f)RI TOP PLATE
—07OIr U"
P OF SI AB
+- 0'-0.. _
TOP OF SLAB
BAR SIZE
48 BAR DIA
#3
18"
#4
24.
#5
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#6
36"—
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42'
AND BAR QUANTITY PVC CHASE
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VERIFY HEIGHT
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Li
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FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR CURB FOUNDATION WOOD WALL
SCALE. 314"=V-0"
(NO UPLIFT)
Reviewed for Code
Compliance
Universal Engineering
Sciences
NG
REINFORCEMENT
PER SCHEDULE
2194 H WY A1A. SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
11114 AA #: 0003325
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04321.200 083R1
MODEL:
4EHB
F "2605—HAYDEN"
6iI%AGE SWING:
a,
LEFT
PAGE:
DETAILS
Ai
)I.60 MPH EXP. Cl
ARCHrrECT:
STATE OF FLORIDA
rXII?l I)
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
';PRINT
SATE: 03/19 /21
;SCALE: 1 /4" =1' — 0"
SHEET
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PHASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL:
4EHB
"2605— HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
DOWEL PLAN
460 MPH EXP. C
ARCHrrECT-
STATE OF FLORIDA
- MAR222221
MICHAEL C. ANDERSON
AR NO 17305
FPRINT DATE: 03 19 21
SCALE: 1 /4"=1' — 0'
SHEET
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#5
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42"
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I 0
CMU UNIT DIMENSIONS
; ARE NOMINAL SIZES
•`� MASONRY SYMBOLS
3 SCALE3 4"-1'-0"
kyReviewed for Code
Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301'
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www. a b d es i g ngrou p. com
AA #: 0003325
f7EI3Iv ae T:
CREEKSIDE
PHASE 2
LOT #83
I ..�
F' ROJECT#
04321.200 083RI
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ARCHTEC"r-
STATE OF FLOMIDA
N,
MAR 2 2 2021
�MICHAEL C. ANDERSON
r. AR NO 17305
.PRINT
DATE: 03/19/21
SCALE: 1/4"=1'-0"
SHEET g
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 H1OA OR LGT2 W/ 1Od 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 8
REMARK
DESCRIPTION
(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)
WINE'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BBi
MASONRY
3000
8x16
—
(1) #5
(1) #5
N/A
—
GROUTED SOLID
BB2
MASONRY
3000
8x8'
—
(1) #5
—
N/A
—
GROUTED SOLI
D
SEE SHEET
S2.2A FOR
SAFE LOAD TABLES
8F32-1 T/1 M/0B
UNO, PROVIDE BB1
WHERE TRUSSES BEAR
TOP OF WALL EL. 10'-0"
♦ 8F16/1T/1M/0B I1'
0 1 ♦♦ BB2 @ 8'-8" ,I 1
1 ♦ 3- SIDES I 1
- 1m --% GT- m1
1 � �% �� 1
1 LL 1 ° 1
1 a0 1 00 1
8F32-1 T/1 M/0B 8F40-1 T/1 M/OB
S2 1
U 8 F2-1T/1M/0B 8F32-iT.%1M/0B___
REHM
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1
♦,♦ of
♦ ri
8F42(MIN)-1T/1M;1B �♦ILL
L1
FINISHED GARAGE SLAB 8F16 1 � 1
1T/OM/08 1 8F16/1T/0MOB 8F16)1T/0M/0B
FIRST FLOOR LIFT BEAM PLAN
SCALE: 1 /4" = 1 `4'
Reviewed for Cod€
Compliant.@
cm Universal Englnwng
Scienoex
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL
4EHB
"2605—HAYDI(N"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
LIFT BEAM
PLAN AND
NOTES
160 MPH EXP. C
mmommmposo
ARCHITECT
STATE OF FLO1D
LEC. AVDIE
OR N1730
PRINT DATE: 03 19 21
SHEET
S 2
a
#5 CORNER BAR W/ 30" LAP FOR EACH
COURSE OF BOND BEAM
VERTICAL REBAR W110" HOOK
#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"=1'-O"
SINGLE BOND BEAM
AT HIGHER ELEVATION
SINGLE BOND BEAM
AT LOWER ELEVATION
#5 BAR BENT
AS SHOWN
#5 MIN. REQUIRED IN
EACH CELL HOOKED IN
TOP BOND BEAM W/
STANDARD ACI HOOK
CORNER BARS
3 AT CORNER STEP
SCALE: 3.r4"=1'-0"
NOTES TO THE INSPECTOR/CONTRACTOR
1. PLACE LINTEL ACROSS TOP OI OPENIHG.
2. IF BOTTOM STEEI IS RLOUIPI- D PLACI 1t5 BAR IN LIN I EL.
3. PLACE MASONRY UNITS AS HFOUIHI 1 ) TO ACHIEVE I I IF REQUIRED BEARING
PLACE STEEL HEIGHT.
REINFORCING (1-2) 4. THE LAST COURS[l WILL RP A BONI) RI AM WITH (1 ) W, BAR CONTINUOUS AHOUNI)
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BC AM MAY BE SPECIFIF 1) SO THAT THEN THE I_As I
TWO COURSES ARE BOND BEAMS WHH A #5 BAR IN EACH COURSE.
5. SHOULD THE DOUBLE BOND BLAM COINCIDE WITH A I INTEL THE BOTTOM
COURSE OF BOND BEAM IS OMI I TED AND A LINTEL IS PI ACED. THE STEEL
REINFORCING FOR IHE BOTTOM BOND BEAM IS TO BF CONTINUOUS THROUGH I HL
TOP OF THE LINTEL_
6. UNO COMPOSITE MASONRY REAM IS 1 LOBE NOT LF SS THAN 16" DEEP.
8x16 DRI BOND
BEAM W 111 05 BAH
4 EACH COURSE
Y�� 8x8 BOND BEAM — -� � I OR OF
• FQQ�� F W II (1) #5 BAR • ll- BOND BEAM �-
= FILLE D W! GROUT
U = UNFILLED GROUT SOLID FROM
B
S1X� NOMINAL LINTEL TO TOP OL BOND
WIDTH # OF #5'S, IN 2ND BOND BEAM COURSE BEAM. IF FILLED I INTEL.
16-1 T/ 1 M/0 B LINTELRE A' T#COBNNCCRL TE
NOM_ice
HEIGHT L LENGTH OF BAR - WIDTH OF
#OF#5'S,TOP OPENING 2"
IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR
THAT XFXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM — # OF #5'S, BOTTOM 8x8 PRE CAST CONCRETE
AND XFXX - 1T;OMrOB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL I IN1 EL. W:'OS TELL (LI) REFER
IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS
AND XUXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED
LINTEL
AND XUXX - 1T,-0M/08 INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL
WINDC
PRE -CAST
WINDOW
SILL
TYPICAL MASONRY WINDOW
SILL CONSTRUCTION
d
1 N8" 11#5
BOND D BEAM
TYP.8"x16"
BOND BEAM
/_ 8" 4
_0 1 OP
"I OPF
MASONRY
BD
EAM_ DESIGNATION
SGALF: 3!4"=1'-O"
TOP
OF OPFNIN(i
SINGLE #5 CORNER I
BAR, 30X30 TURNED UP
OR TURNED DOWN INTO - STEEL REINF. OF S:,
FILLED CELL BOND. BEAM
PROVIDE #5 BAR
STEEL REINF. OF AT EACH SIDE
BOND. BEAM OF ELEVATION
CHANGE
CHANGE IN
ELEVATION OF BOND BEAM
SCALE: 314"=1'-O"
WOOD SECTION
FASTENER SPACING
d„ -2" MIN. 2 -" MAX
- 2,1" MIN, 9" MAX
(212x4
s -1 MIN, 2 1' MAX
P1-2' MIN, 2-L" MAX
d„ =2" MIN, 2 1," MAX
S.. -- 2 �41" MIN, 9" MAX
(2) 2x6
s -14" MIN, 2 �' MAX'
oo - 4" MIN, 2 z" MAX
d., -2" MIN, 2 a" MAX
- 2 4," MIN, 9" MAX
(2) 2x8
s-1 4" MIN, 2 2" MAX'
P,I - '" MIN. 2?" MAX
1.411ST HAVE 2 OR MORE LONGITUDINAL
ROWS OF NAILS
DOUBLE STUD W/ 10d NAIL ATTACHMENT
Revigwit5fflj %Ij' B&
Unly 1`041 ETigipwFIK
Sciences
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
s;, = SPACING BETWEEN ADJACENT FASTENERS
IN A ROW
si = SPACING BETWEEN ROWS OF FASTENERS
e;i = EDGE DISTANCE
L " / SCALE: N.T.S.
2194 H WY A1A. SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
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W
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4
8 13IV & LOT:
CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200 083R1
MODEL
4EHB
"2605—HAYDEN"
GARAGE SWING:
LEFT
PAGE:
DETAILS
60 MPH EXP. C
ARCHffECT:
STATE OF FLOPoDA
MAR 2 2 2021
MKAAAEL C. ANDERSON
AR NO 17305
PRINT DATE: 03 19 21
SCALE: 1/4"=V-0"
SHEET
S2. 1 A
"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
PL
LFOAD
SAFE
LOAD -
POUNDS
PER LINEAR
FOOT
TYPE
LENGTH
SUS
8/8-OB
/16-1T/06
/20-1T/0B
/24-lT/OB
/28-1T/013
/32-1T/0B
TYPE
LENGTH
8/8 PLAIN
8/8 SOLID
TYPE
LENGTH
8/8-1T
8/16-1T
8/20-1T
8/24-1T
8/28-1T
8/32-1T
8/8-1B
8/16-1T/1B
/20-1T/1B
/24-1T/16
/28-1T/1B
/32-1T/1B
8/8-2T
8/16-2T
8/20-2T
8/24-2T
8/28-2T
8/32-2T
T-6" PRECAST
1436
952
3114
4217
5321
6426
7531
3'-6" PRECAST
689
1024
3'-6" PRECAST
1569
3524
4394
5263
6132
7001
2465
6113
6385
7708
9031
l0000
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
1 3060
3815
4570
5325
6079
4'-6" PRECAST
819
533
1770
2400
3033
3666
4300
4'-6" PRECAST
398
591
4'-6" PRECAST
1207
1 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
5'-10" PRECAST
817
1024
1631
2090
2549
3009
3470
5'-10" PRECAST
340
339
5'-10" PRECAST
909
1499
1971
2443
2915
_4084
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'-6" PRECAST
835
1201
1578
1955
2332
2709
1139
3227
4598
7054
10000
8825
835
1868
2329
2790
3251
3712
7'-6" PRECAST
570
938
2498
2205
2698
3191
3685
7'-6" PRECAST
303
534
7'-6" PRECAST
716
900
1181
1462
1743
2025
938
2498
3408
4864
7067
6472
727
1624
2025
2426
2827
3228
9'-4" PRECAST
428
633
1593
2204
2481
2818
2621
1
9 -4 PRECAST
192
384
,-
9 4 PRECAST
454
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
301
10'-6" PRECAST
356
468
612
755
899
1042
550
1407
1897
2781
3222
3784
504
1180
1472
1763
--
1710
1989
11' 4" PRECAST
330
544
1312
1742
2252
2868
3630
11'-4" PRECAST
132
417
11'-4" PRECAST
430
406
530
653
777
872
544
1312
1742
2252
2868
3552
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
ass
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'-4" 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
451
587
680
300
ass
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
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'-0" PRESTRESSED
N.R.
116
22'-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
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
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 -CAST E-CRETE
DIVISION ACCEPTANCE #: 19-0130.13
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
3
0
U
W
o
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4
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a
SUBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #83
PROJECT#
04321.200 083R1
MODEL:
4EHB
"2605-HAYDEN'
GARAGE SWING:
LEFT
PAGE:
SAFE LOAD
TABLES
60 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
rrcaan a DATE: 03 19 21
SCALE: 1/4"=1'-0" 1
SHEET
Ste 2A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
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, ZF72 PBS36, .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.
I
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 STEEL COLUMN.'
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
COLUMN SCHEDULE
MARK
SIZE &
BASE PLATE OR
REMARK
DESCRIPTION
REINFORCEMENT
WD-1
4X6 (3 Y"x5 Y") SYP.
HTT4 W/5/8" D IA x 5"
5/S3.1A
PT., WOOD POST
EXP. BOLT
r - - - - - - - -1.
FIRE
DRAFT STOP
3/4" SUB
FLOOR �ti 2X4 NAILER
FOR DRAFT
PRE-ENG. STOP
FLR. TRUSS 1
ELEV. VIEW �II
PRE-ENG. FLR. JOISTS 'I
�I
3/4" PLYWOOD_�''I
DRAFT STOP �I
PRE-ENG. FLR. JOISTS
2X4 NAILER FOR
DRAFT STOP
3/4" PLYWOOD
DRAFT STOP
PLAN VIEW
DRAFT STOP
DETAILS
T
o, CJ1L n nEJ3 II CAL
9
1 A L2G
3.1 GT
tiq �Q
9B 9A 9A 10B 3-- W --
3.1 3.1 3.1
IT
I� II II II II II II II II II II I II II II II II II II I III �
n n n n u u u u u u n a n u u III
II II II II II II II II II II II I I II II II II II II II .III ,
Ir II II II IIII IlII II fl 0 II II 11 II II III
II II� 11 11 11 19 II II Ih J2 J3
I I I I I I I I I I I I I I I I 11 II 11 I I I I I I III
II LI II II II II II 21x4 WOOD WALL W- II II II II II II II II II Ill 3.1
II II it SYP. NO.2STUDS 2x4 WOOD II II II II II II @ 12 O.0 I II SYP
II II II WALL W/
NO 2 JI II II II II I III
111 I I II 11 11 11 L.
II II II II 11 11 STUDS
D1 II II n@ 11 II II II II II W
12' O.C.
w II II 2X6 WOOD II �=j BM1
WALL W/ DBL. J6
III II II STUD UNDER
6 FF
w EACH JOIST 4 I�=== J4_
II -n n n II 11 3.1
--- -_
III - III
tt 4 DBL STUD '
11 III 1 3.1 'll\r(
IIu112X4 WOOD 9A
PROVIDE DRAFTSTOII WALL W/ DEL.
III 11 ALONG THIS TRUSS AS TO 11 STUD UNDER ° II 4 III
II LIMIT AREATO 1000 S.F. II EACH JOIST
III PER FBCR 302.12
J7 -II_ = =_
111
IIIII u u u n n n II n n PRE -FABRICATED FLOOR7II
'Il II II II �� II II II II II I I I I+� _ =...JOISTS @ 24" O.C. - �d
III I I I I 11 I I I I I I 11 --..I I I I I I III
n - III
If n n n n n n n n n
" II II II II II II II II II II �
GT In nI II -tiQn C_J5
= e
33.
_CJ3ELLL L -1_A toI
IIII n
gB EJ6E
III II CJ 1 E
3.1 II If II 1t II
10B EGE
3.1 W cLu w
3
FIRST FLOOR FRAMING PLAN
SCALE: 1/4" = V-0" 1-JOIST
BM1 TO CMU WALL W/
SIMPSON LGUM46-SDS W/ (4) %" x 4"
TITEN HD ANCHORS AND (4) X" x 2 Yz"
SDS SCREWS TO BM1
3 101
rmrmg Reviewed for Code
Compliance
ud Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdosigngroup.com
AA #: 0003325
11-11�1
fi
PACE:
FIRST FLOOR
FRAMING
PLAN
00 MPH EXP. C
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17300
PRINT DATE: 03 19 21
SCALE: 1/4"=V-0"
SHEET
S 3
L
A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH
(9) 1 Od x 1 2" NAILS TO TRUSS
B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH
(12) 16d x 1 z" NAILS TO TRUSS
DBL STRAP, 1 EACH SIDE WRAPS UP AND
OVER TRUSS (NOT SHOWN)
C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH
(16) 1 Od x 3 4" NAILS TO GIRDER AND
(2) SIMPSON HETA16 TRUSS ANCHORS
WITH (12) 16d x 3 Z" NAILS TO GIRDER
Ix2, 2x WOOD FASCIA
SEE ARCHITECTURAL
2x SECURED
GALV. COMMON NAILS.
1x2 SECURED W/ 10d
GALV. COMMON NAILS
12" O/C
k
I,
MASONRY BOND BEAM
PLYWOOD SHEATHING, SEE
"ROOF/WALUFLOOR
SHEATHING
FASTENER SCHEDULE"
NOTE: APT SYP #22"x4",
6", 8" x 4'-0" MAY BE ADDED
W/ 1 Od NAILS, 2 ROWS, 3"
O/C TO FACILITATE ONE
ADDITIONAL PLY MAX. TO
ACCOMMODATE TRUSS
ANCHOR REQUIREMENTS.
ENGINEERED WOOD
TRUSSES @ 24" O/C,
SUBMIT SHOP DRAWINGS
FOR REVIEW
AND APPROVAL
SEE SCHEDULE
A ALLOWABLE UPLIFT = U:1810 LBS, L,:770 LBS (1 PLY)
B ALLOWABLE UPLIFT = U:2365 LBS, 1_ 1430 LBS (2 OR 3 PLY)
C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY)
TYPICAL TRUSS/
F 1 a 1 b 1 c SCALI
I GIRDER CONNECTOR(S)
SERIES
BACKER BLOCK
THICKNESS
4500
3/4" WOOD PANELS
6000
(2)1/2"WOOD PANELS
50
(2) 1/2" WOOD PANELS
90
2x LUMBER
3/4" T & G SUBFLOOR GLUED AND
SCREWED AS PER SCHEDULE
a ,
PRE-ENG I -JOIST'
5/8" GYPSUM BOARD OR 1/2" HIGH
STRENGTH CLG. BOARD;
SECURE I -JOIST TO TOP PLATE
w/ (2) 12d TOENAILS
DOUBLE TOP PLATE
2x4 OR2x6 WOOD BEARING
WALL W/ SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING
112" GYP. WL. BD.
SEE SHEET S1.1A FOR
NAIL SIZE AND PATTERN
i
I -JOIST CONNECTION @a L.B.W.
SCALE: 3/4"=V-0" (NO UPLIFT)
NOTCH DEPTH 1/4`D
�0
HOLE EDGE >5/8"
HOLE DIAMETER
I", —
< 2/5"D SGL. STUD
OUTER 1/30F
SPAN ONLY
HO
BTM. -
PLATE
AND BORING LIMITS
$ SCALE 1 1/2"=V-0"
EDGE >5/8"
HOLE DIAMETER
< 3/5*D DBL. STUD
ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE
@ 24" O/C, SUBMIT SHOP "ROOF/WALUFLOOR
DRAWINGS FOR REVIEW SHEATHING
AND APPROVAL
FASTENER SCHEDULE"
(1) SIMPSON HETA16
TRUSS ANCHOR WITH
NOTE: A PT SYP #2 2" x 4",
(9) 1 Od x 1 2' NAILS TO
6", 8" x 4'-0" MAY BE ADDED
GIRDER. PROVIDE 5"
W/ I Od NAILS, 2 ROWS, 3"
MINIMUM CONCRETE
O/C TO FACILITATE ONE
EMBEDMENT. USED IN
ADDITIONAL PLY MAX. TO
CONJUNCTION WITH
ACCOMMODATE GIRDER
HEAVY UPLIFT
TIEDOWN REQUIREMENTS.
CONNECTOR
A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN
WITH (4) e" x 5"TITEN HD TO CMU AND (12) SDS
�' x 2 2" TO GIRDER
B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH
(2) 2x 5" TITEN HD TO CMU AND (18) SDS a x
1x2, 2x WOOD FASCIA
TO GIRDER
SEE ARCHITECTURAL'
C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH
2x SECURED W/ (3) 16d
(2) z"x 57ITEN HD TO CMU AND (18) SDS 4" x 3"
GALV. COMMON NAILS.
1x2 SECURED W/ 10d
MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN)
GALV. COMMON NAILS
BEAM ENSURE THAT CELLS ARE GROUTED
12" O/C
SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS
A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY)
B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.)
C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.)
TYPICAL ROOF
2a
2b 2C
SCALE:3/4"=V-0"
GIRDER CONNECTOR(S)
LSTA12 20 GAUGE
W/ 10dx1/2 HDG COMMON NAILS.
@ EACH END TOTAL OF 10
SERIES
BACKERBLOCK
THICKNESS
4500
3/4" WOOD PANELS
6000
(2) 112" WOOD PANELS
60
(2) 1/2" WOOD PANELS
90
2x LUMBER
LVL/I-JOIST WITH
BACKER BLOCK
HTT4 W/ 5/8" A.B. WITH
MIN. 7" EMBEDMENT
TO SLAB & (18) 16d x
2-1/2" NAILS TO POST.,
POST TO SIT DIRECTLY
ON SLAB —`
LVL/WOOD POST CONNECTIONS
'3UALL. 324"-V-U
A - SIMPSON IUS1.81/16 G < 1400 LBS, U < 70 LBS W/ (2) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN.
EMBED (14) 10d GALV. COMMON NAILS TO HEADER FL#17241
B - SIMPSON IUS2.37/16 G < 1400 LBS, U < 70 LBS W/ (2) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN.
EMBED (14) 10d GALV. COMMON NAILS TO HEADER FL#17241
C - SIMPSON MIU3.56/16 G < 2900 LBS, U < 210 LBS W/ (4) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN.
EMBED (24) 16d GALV. COMMON NAILS TO HEADER AND (2) 10dxl-1/2" GALV. NAILS TO JOIST
FL#17241
D - SIMPSON HHUS725/10 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
FL#25749
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) 10dx1-112" GALV. NAILS TO JOIST
FL#17241
WOOD LEDGER
9 ATTACHMENT.DETAIL
SCALE: 3/4"=V-0
6-0" MAX (W/1 X4)
OR 10'-0" MAX (W/2X4)
F
# 1100 UPLIFT SIMPSON
HTSM20 W'10 1 Od TO
TRUSS AND (4) 1/4" x 2 1/4"
TITEN 2 ANCHORS TO
CONT POURED LINTEL
# 1900 UPLIFT (2) SIMPSON
HTSM20 INSTALLED ON
OPPOSITE FACES OF
BLOCK WALL W/1010dTO
TRUSS AND (4) 1/4" x 2 1/4"
TITEN 2 ANCHORS TO
CONT POURED LINTEL
PRE-ENG TRUSS
CONTINUOUS' BOND BEAM
TITEN 2 ANCHORS MIN
2" COVER & 2" APART
REPAIR OF MULTIPLE
MISPLACED EMBEDDED TRUSS ANCHOR
3 SCALE 3/4"=V-0"
(2) 2X4 No.2 SYP DIAG.'
2x4 BLOCKING BETWEEN
BRACE W/ (3) 12d @ EA.
TRUSSES WHERE
TRUSS (DIAL. BRACE TO
X-BRACING IS PRESENT AT
COVER 5 TRUSSES)
4'-0" O.C. (AT SHEATHING
0' 0" TO 30'-0" 11 I "X" BRACE
SEAMS)
30'-1" TO 60'-0 (3) "X" BRACE
SECURE 2x PT. PLATE
(1) "X" BRACF @ CENTER
TO BLK W/ 1/2" DIA.
12) "X" BRACE DIVIDED EQUALLY
ANCHOR BOLT W/ 2"
FROM CFNTFR TO FND.
WASHER SET IN HIGH
2x WOOD FASCIA,
STRENGTH EPDXY 6"
SEE ARCHITECTURAL
MIN. EMBED. AT 32" OC
1x4 DIAGONAL
MAX.
BTM. CHORD
PRE-ENGGABLE TRUSS -
SECURE GABLE TO 2x8
BRACING, SEE
P.T. PLATE W/ 12d's 8"
PLAN FOR LOCATION
STIFFBACK (AS PER --
O.C. MAX
MAY NOT BE
REQUIRED
I RUSS ENG)
CONT. 2x4 SECURED W/
(2) 1 Od's @ EACH TRUSS
TO BE INSTALLED @
BTM. CHORD OF
I
10'-0" O.C. MAX:
WOOD ROOF TRUSSES
1x4 BTM. CHORD BRACING 6-0" O/C END WALL OR OTHER
MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF
10'-0" O/C MAXSECURED W/ (2) 10d CHORD
/ + DEPICTED SEE PLAN
COMMONSECTIOLSATEACHCHOR BTM. CHORD BRAVING
INTERSECTION TYP:
SCALE: 3'4"=1'-O"
' 24"
24" MAX. wl Io151
MAX.
SPACING
ENDB"
END w/1-JOIST
TRUSS ERG. BTM.
PACIN
SSEE FRAMING PLAN
TYP.
vP.
vR.
END OF
MAX
MAX
MAX
LEDGER BD.
1EXP.
X8 SYP P.T.
LuLEDGER EDGE
BOLT/J-BOLTLT W/ 2"
BOARD
LEDGER BOARD TO
BOLT,J BOLT Wi 2"
WASHER & 51/2"
TO BE USED
1. ENSURE TI ]AT EXP.
BE USED WITH I-JOISI
WASHER & 5 1/2"
MIN. EMBED.(TYP)
WITH I -JOIST
BOLI S J-BOLI S ARE PLACED
MIN. EMBED.(TYP)
INTO GHOU I ED CELLS. 8" ALL
AROUND BOLT.
FRONF
-
2. SPLICE OF FRONT AND REAR
LEDGER
-
LEDGER SI IOULD LAP A MIN 01
- Z
4._
Z.
�o
3. ALL BOLTS TO I IAVC WASIILRS
1
14
4. EXP. BOLIS/.I-BOLISSHOULD
1212X12
NOT BE ANY CLOSER I HAN 6"
SYP PT
z
Z_
O/C.
00
5. ONLY LEDGER IN DIRECT
°J �
(2) 2X8
CONTACT (REAR LEDGER) WITI I
REAR
r
SYP PT
CMU REQUIRED 10 BE P.l.
LEDCER
FLOOR JOIST LEDGER SCHEDULE
MARK
A
SIZE
DOUBLE SYP 2x8
BOLT SIZE
1,12"
(2) 3/4"
END SPACING
8" MAX.
8" MAX.
CENTRAL SPACING
24" O/C MAX.
24" O/C MAX.
B
DOUBLE SYP 2x12
I -JOIST WOOD LEDGER DETAIL
61JALE: 3/4"=V-0'
SEE SCHEDULE FOR ----
BOND BEAM REG.
BLOCK WALL W/ GABLE END
PRE-ENG'D TRUSS SCALI
1,-0„
Reviewed for Code
93 Compliance
Universal Engineering
Sciences
THE USE OF ALTERNATE MATERIALS MAY BE
USED SO LONG AS THEY CONFORM TO THE
FOLLOWING
1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
A) AN ALTERNATE STRAP MAY USED SO LONG AS THE NEW STRAP HAS
EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES
AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO
A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2
FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
SUBJECT TO F1 AND F2 FORCES.
ALTERNATE MATERIALS
SCALE: 3/4"=V=®',,
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325 100
fF .
a
CREEKSIDE
PHASE 2
I-J
LOT #83
g PIROJECT#
04321.200 083R1
MODEL:
4EHB
"2605—HAYDEN"
GE SWING:
LEFT
PAGE:
1�
DETAILS
(I— JO IS T)
160 MPH EXP. C
00
ARCHrrECT.
f8'117ATE OF FLORIDA
MAR 2 2 2021
ICHAEL C. ANDERSON
AR NO 17305
UNWOMMM
OMMM
IIoTT jA E / '
21
SCALE: 1/4"=1'-
SHEET
S3. 1
i
■
SIMPSON H6 W;
(8)8d COMMON NAILS 2x STUDS
SIMPSON H6 W/(8) Sd EACH END - - REFER TO NAILINGSCHEDULE ON SHEET
COMMON NAILS. EACH SN1 FOR SUBFLOOR
END EVERY STUD OR ON REFER TO NAILING ATTACHMENT TO
EACH END OF "BUNDLE" SCHEDULE ON SHEET
OF STUDS SN1 FOR SUBFLOOR LEDGER BOARDS
ATTACHMENT TO DBL. 2X8 SYP #2 LEDGER.
PLYWOOD FLOOR LEDGER BOARDS SEE BOLT SCHEDULE,
SHEATHING
10/S3.1A.
8" CMU WALL
REINF PER PLAN 8" CMU WALL
REINF PER PLAN Ir_
PER ELEVATION _
PER ELEVATION
O ��
LL
w0= � N I JOIST ISEE O gZ
O OInQ _ FRAMING PLAN) �OU
Z W N.: O�<
N G Zy Lu
PER ELEVATION m� O_
PER ELEVATION m'--
(2) 2x4 P.T. W,' "-- kq2
MASONRY NAILS DBL2X12SYP#2LEDGER.SEE _ I -JOIST (SEE
BOLT SCHEDULE, 10'S3.1A. 2x4 P-T- CEILINGFRAMING PLAN)
@ 12" O.C. NAILER W!
MASONRY NAILS
SIMPSON SPH41SPH6 BTM. 1X2 FIRE -STOP q 12" O.C. 1
JOIST LVL PLATE STRAPS W/ 10d x 1
1/2"HDGNAILS SECTION DETAIL 1X2FIRF-SIOR-
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 3 ��LE: 3/4"1
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT STRAP TRUSS TO PL —91 N4 PRE-ENG
SHEATHING SEAMS) (BLOCKING o PRE-ENG'D WOOD SEE SCHED. BELOW ROOF TRUSS
NOT SHOWN FOR CLARITY) TRUSS (TYP) @ 24" O.C.
MAX
0
2X4 DIAGONAL BTM. CHORD PER ELEVATION
BRACING. SEE PLAN FOR _
LOCATION
FOR STRAPPING R
VERIFY \ PRE-ENG ROOFTRUSS
SECURE 2x6 PT. PLATE TO BLK W, TRUSS PLAN TRUSS TO TOP PLATE 5%8" GYPSUM BOARD OR 112" HIGH
W/ 1/2" DIA. ANCHOR BOLT W/ 2" A - SIMPSON MTS12 STRENGTH CLG. BOARD
WASHER SET IN HIGH 4x4'4x6 SYP NO.2
U < 990 LBS W/ (14) 10d SECURE TRUSS TO TOP PLATE w/ (2) WOOD POST TO Reviewed for
STRENGTH EPDXY 6" MIN. GALV. NAILS. 16d TOENAILS
B - (2) SIMPSON MTS12 DOUBLE TOP PLATE Universal n In g
EMBED. AT 32" OC MAX. SLAB. SEE Complianee
SECURE GABLE TO 2x8 P.T. U < 1420 LBS W/ (14) 10d SCHEDULE Scisnce;eenn
BELOW FOR 29
PLATE W/ 12d's 8" O.C. MAX GALV. NAILS EA. STRAP 2x4 OR 2x6 WOOD BEARING CONNECTION
WALL W1 SYP No 2 STUDS SEE FL#17239
CONC. POURED PLANS FOR SPACING. SINGLE
BTN1 PLATE TO BE PT.
LINTEL COURSE PROVIDE DBL. TOP PLATE
n
PROVIDE BLOCKING -
SIMPSON SPH4 OR SPH6 BTM °_,v
1i2" GYP. WL. BD.
AND TOP PLATE ANCHORS W,
10d x 1 1,2" COMMON NAILS SECURE BT. PLATE TO SLAB W' Li
FILL ALL HOLES, DO NOT USE 12"x9" WEDGE ANCHOR W/2"
TRUSS TO
CNSTALL Ca)
-0" EACH WASHER SET IN HIGH STRENGTH TRUSS/WOOD POST CONNECTIONS
TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. 10d x 3" 10a 10b 10c
EPDXY 5-1!2" EMBED. MIN. @ 16"
OC MAX.
GABLE END BRACING W/ PRE-ENG
$ GABLE TRUSS @ CMU WALL SCALE: 314"=V-0" TRUSS TO POST CONNECTION
A - SIMPSON MTS-12 U < 990 LBS W1(14) 10d GALV. NAILS.
B - SIMPSON HTS-20 U < 1310 LBS W,/ (20) 10d GALV. NAILS.
C - 2-PLY-SIMPSON VGT/HDU4 U < 4565 LBS VGT TO TRUSS W/ (16)
1/4"x3"SDS, (1) 5/8"' A.T.R. TOHDU4 AND (10)1/4"X21/2"SDSTOPOST
ga gb TRUSS CONNECTION @ L.B.W. POST TO SLAB CONNECTION
SCALE 3!4"-1'-0' A&B - SIMPSON ABU44Z POST BASE <tJ:1,900 G:5.660 W 5'8 DIA. x 6" EXP. BOLT
SIMPSON ABU46Z POST BASE <U:2,300 0:10,335 W/ 5/8 DIA. x 6" EXP. BOLT
C - SIMPSON HTT5 POST ON SLAB <U:4,565 WI5/8" A.B. WITH MIN. 7"
EMBEDMENT TO SLAB & (26) 16d x 2-112" NAILS TO POST.
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
W
a
U
w
0
F
0.
v
W
O
F
A
F
ti
SVSDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200 083R1
MODEL
4EHB
"2605-HAYDEN"
GARAGE S VfMG:
LEFT
PACE:
DETAILS
(I -JOIST)
60 MPH EXP. C
ARCHrrECT:
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
rr &N s DATE: 03 19 21
SCALE: 1 /4"=1' - 0"
SI3EE^''
S 3 > 1I�
JLR
SIDE VIEW
1
VTCR SPACING (1) AT EACH END
ai.in a'_n^ n C. MAX.
PRE-ENGINEERED
VALLEY TRUSS CONNECTION
SCALE: N.T.S.
Reviewed for Code
Compliance
Universal Engineering
Sciences
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #i 0003325
UIBDIV: & LOT- &
CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200/083R1�
MODEL•
4EHB
fI
"2605-HAYDEN"
,1^,ARAGE SWING: 0
LEFT
DETAILS
60 MPH EXP.
ARC,WrECT.
STATE `°)F FLOW )A
MAR 2 2 7021
I
39'-8"
2'-8" 14'-0" 17'-4"
2'-0" T-0"
I I
L------------------------1
39'-8"
SECOND FLOOR DECK PLAN
SCALE: 1l4" = 1'-0"
LL r
V
OP
0
CP
O
d
Reviewed for Code
Compliance
Universal Engineering
- Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
0
U
W
W
F
0.
I;
ca
W
4
ti
Lo
SUBDIV. 8e LOT
CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200 083R1
f MODEL:
4EHB
"2605-HAYDEN'
GARAGE S VfMG:
LEFT
PAGE:
SECOND
FLOOR
DECK PLAN
�L60 MPH EXP.
ARCHFECT=
STATE OF FLORIDA
-� tom_ MAR 2 2 2021
MICHAEI ' C. ANDER' ON
AR 140 17305
PRINT 03 19 21
DATE- / /
SCALE: 1/4" =1' — 0"
SHEET
S4
-1
co
bo
oa
N
N
0
-
in
0
SECOND FLOOR DOWEL PLAN
SCALE: 1/4" = V-0"
NORPON Reviewed for Code
Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
fi
a
i
UBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #83
-PROJECT*
04321.200 083R1
MODEL:
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
SECOI D FLOQR
DOWEL PLA q
60 MPH EXP. C
ARCHfTECT.
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
"PRINT DATE: 03 19 21
SCALE: 1/4"=1' — 0"
SHEET
S -A--F-2
FRAMING NOTES:
;I
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
XAII k n InA x I I/01'LJr)r_'K1A1
CONCRETE E_ 1 0 WOOD ROOF: SIMPSON mr- 1 A lb
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W1 (8) 1 Od x 1 1/2" H DG NAILS, WOOD TO WOOD:
SIMPSON H1 OA OR LGT2 W1 1 Od 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 TRUSSTO 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 NS36,.1177 0 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 Y-O", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
I
HEADER SCHEDULE
MARK
SIZE &
REMARK
DESCRIPTION
(D
(2) 2X8
BEAM SCHEDULE
ZM?�M INDICATES OPENING BELOW/ T.O.B. =TOP
OF BEAM/ B.O.L. =BOTTOM OF LINTEL/ T.O.A. =TOP OF ARCH /T.O.$ =TOP OF SLAB
ABBREVIATIONS
E.E. = EACH END,
O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
C
(psi)
P S 1)
E
F! ZX H'
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
S5.1 A FOR
SAFE LOAD TABLES
. . . . . . . . . . . . . . . . I
8F16-1T/0M/0B F16-1T/0M/0B 8F16-1T/0M/0B
CD
♦ GT
U.N.O. PROVIDE BB2 WHERE
ROOF TRUSSES BEAR,
TOP OF WALL EL 18'-8"
F,
## ## *+. % %
% ♦%
% %
GT % 3q %
%
%
% %
%
% %
%
%
%
8F16-IT;0Mi0B
--------I
%
r
L. . . . . . .
###8F16_1T/0M/0B 8F16-1T/0M/0B 8F16-1T'0M,'0B % %
2.1
I - a,
%%
V.
. . . . . . . . . . . . . . . . . . . . . . . . . . .
SECOND FLOOR LIFT BEAM PLAN
SCALE: 1/4" = V-0"
Reviewed for Cod
m a a
Compliance
Universal Engineering
Sciences
2194 HWY AJ.A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-359:1
www.abdesigngroup.com
AA #: 0003325
SUBDIV.
CREEKSIDE
PIASE E 2
'I
LET #83'?
PROJECT#
04321.200/083R1
MODEL.
4EHB
J
"2605-HAYDEN"
GARAGE SWING:
ha
LEFT
PAGE:
:SECOND
FLOOR
J
LIFT BEAM
PLAN
60 MPH EXP. 0,
ARCHITECT
STATE OF FLORIDA
MAR 2 2 2021
MICHAEL C. ANDERSON
AR NO 17305
PRINT
DATE: 03/19/21
SCAMP: 1/4"=1'-O
SHEET
S5
"LOTT'S CONCRETE" / "CAST-CRETE" / "QUALITY" SAFE LOAD TABLE_ S _
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS FF SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8U8
8/8-OB
/16-1T/OB
/20-1T/OB
/24-1T/0B
/28-1T/0B
/32-1T/0B
8/8-1B
/16-1T/1B
120-1T/16
/24-1T/1B
/28-1T/1B
/32-1T/1B
3'-6" PRECAST
1436
952
3114
4217
5321
6426
7531
2465
6113
6385
7708
9031
10000
4'-0" PRECAST
7065
700
2305
3125
3945
4765
5587
1961
6113
7192
6524
7627
8751
4'-6" PRECAST
819
533
1770
2400
3033
3666
4300
1625
5743
7547
6752
6541
7565
5'-4" PRECAST
931
1247
1999
2560
3123
3686
4249
1319
4460
7196
1 7342
5780
6259
5'-10" PRECAST
817
1024
1631
2090
2549
3009
3470
1161
3693
5877
6036
6548
1 5776
6'-6" PRECAST
692
1139
3227
3031
3707
4383
5061
1139
3227
4598
7054
10000
8825
7'-6" PRECAST
570
938
2498
2205
2698
3191
3685
938
2498
3408
4864
7067
6472
91-4" PRECAST
428
633
1593
2204
2481
2818
2621
639
1674
2298
3081
4099
4899
10'-6" PRECAST
388
487
1247
1767
1904
2163
2028
550
1407
1897
2781
3222
3784
11' 4" PRECAST
330
544
1312
1742
2252
2868
3630
544
1312
1742
2252
2868
3552
12'-0" PRECAST
308
507
1210
1596
2048
2586
3191
507
1210
1596
2048
2586
3171
13' 4" PRECAST
270
433
1045
1365
1732
2157
2535
414
1045
1365
1732
2316
2605
14'-0" PRECAST
254
388
978
1272
1606
1988
2279
390
978
1272
1606
1950
2389
14'-8" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
458
1079
1429
1824
2277
2712
15'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
412
1014
1340
1703
2118
2513
17'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
300
856
1121
1413
1739
2047
19'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
235
736
959
1200
1467
1716
211-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
180
598
833
1038
1168
1468
22'-0" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
165
550
784
992
1203
1381
24'-0" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
129
450
654
824
1014
1147
SAFE LOAD
PLF
TYPE
LENGTH
8/8 PLAIN
8/8 SOLID
T-6" PRECAST
689
1024
4'-0" PRECAST
514
763
4'-6" PRECAST
398
591
5'-4" PRECAST
411
411
5'-10" PRECAST
340
339
6'-6" PRECAST
410
721
7'-6" PRECAST
303
534
9'-4" PRECAST
192
384
10'-6" PRECAST
151
301
11141 PRECAST
132
417
12'-0" PRECAST
111
370
13'-4" PRECAST
82
298
14'-0" PRECAST
71
293
14'-8" PRESTRESSED
N.R.
283
15'-4" PRESTRESSED
N.R.
252
17'-4" PRESTRESSED
N.R.
183
19'-4" PRESTRESSED
N.R.
148
2114" PRESTRESSED
N.R.
125
22'-0" PRESTRESSED
N.R.
116
24'-0" PRESTRESSED
N.R.
91
- ALL VALUES TAKEN AS THE LESSER FROM "SAFE LOAD TABLES" BY QUALITY 2018 EDITION, LOTT'S MAY 2015 EDITION
AND CASTCRETE MAY 2015 EDITION.
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 19-0130.13
SAFE LOAD - POUNDS PER LINEAR FOOT
8/8-1T 8/16-1T 8/20-1T 8/24-1T 8/28-1T 8/32-1T
8/8-2T 8/16-2T 8/20-2T 8/24-2T 8/28-2T 8/32-2T
TYPE
LENGTH
3'-6" PRECAST
1569
3524
4394
5263
5263
4570
6132
7001
1569
3524
4394
6132
7001
4'-0" PRECAST
1363
3060
3815
5325
6079
1363
3060
3815
4570
5325
6079
4'-6" PRECAST
1207
2582
3375_
4711
5379
1207
2707
3375
_4043
4043
_
4711
3513
5379
4084
5'-4" PRECAST
1016
1806
2374
2944
1016
2276
2838
3399
2443
3107
3961
2915
4084
5-10" PRECAST
_
909
1499
1971
929
2080
2593
36_20
-3387
4133
U-6" PRECAST
835
1201
1578
1955
2332
2709
835
1868
2329
2790
3251
3712
7'-6" PRECAST
716
900
1181
1462
2426
1743
2025
727
1624
2025
2827
3228
9'-4" PRECAST
_
454
586
767
948
1969
1129
2164
1310
572
1318
1643
2519
PRECAST
_
356
468
612
899
1042
504
1180
1472
_755
1763
1710
1989
1l'-4" PRECAST
430
406
530
653 _
1643
587
777
872
466
383
1042
366
1372
476
-
1470
698
1710
783
12'-0" PRECAST
440
940
1300
1560
1314
1476
645
13' 4" PRECAST
308
303
393
484
575
396 1
780
1057
1312
1071
1203
14'-0" PRECAST
279
278
360
443
526
609
378
717
961
1192
975
1133
14'-8" PRESTRESSED
239
422
506
626
746
865
246
663
980
1237
1474
1715
15'-4" PRESTRESSED
_
224
387
464
574
684
793
230
616
908
1134
1353
1572
17'A" PRESTRESSED
187
326
365
587
680
192
506
_
720
_451
501
1135
1312
19'-4" PRESTRESSED
162
266
348
430
513
595
166
429
623
803
950
1098
21'-4" PRESTRESSED
142
219
308
381
454
527
142
373
537
690
816
943
22'-0" PRESTRESSED
_
137
226
290
359
428
497
137
358
513
659
779
900
24'41 PRESTRESSED
124
174
245
302
360
418
124
319
455
581
687
793
- PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED A
- PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING
Reviewed for Code
ED Compliance
Universal Engineering
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 00133325
U
w
0
0.
U
03
w
0
F
a
sUHDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200 083R1
MODEL:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
PAGE:
SAFE LOAD
TABLES
60 MPH EXP. C
ARCHITECT -
MAR 2 2 V21
MICHAEL C. ANDERSON
AR NO 17305
PRINT DATE: 03 19 21
SCALE: 1 /4"= V — 0"
SHEET
5 . 1 A
G
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
c FABRICATED W/A 2x6 BTM. CHORD (MIN.)
c 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
FRAMING NOTES; WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES -
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. 3. TRUSS COMPANY /ENGINEER IS RESPONSIBLE, FOR ALL TRUSS TO
TRUSS CONNECTIONS.
CONCRETE TO WOOD FLOOR: 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
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
1 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,
<
a"
■
COLUMN SCHEDULE
MARK
SIZE &
BASE PLATE OR
REMARK
DESCRIPTION
REINFORCEMENT
4X6 (3Y"x5Y") SYP.
HTT4 W/5/8" DIAx5"
5/S3.1A
WD 1
PT., WOOD POST
EXP. BOLT
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 GIRDER/TRUSS TRUSSES W/2x4
w/2x68oTTOM
CLEAR SPAN OPENINGS.
BOTTOM CHORD
B. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). CHORD
Co L0 DO C0
9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
U
0CMI DESIGNED UNDER THE ASSUMPTION THE v v U
.,
SUPPORTING STRUCTURE HAS
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEERS 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 wF
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.
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.
2x4 SCAB NAILED TO /I DIAGONAL
END JACK TRUSS BOTTOM IIC/X�\II BRACING/BOTTOM
CHORD W/MIN (4) 10dCHORD BRACING
IRE APPLICABLE NAILS FOR EACH
CHORD CONNECTION
DISSIMILAR BOTTOM CHORD, BRACING
@ END
"' FOR EACH CHORD
CONNECTION
nTSc;TMTT.AR BOTTOM CHORD BRACING ® MID RUN
CONTROL DATE. 01/21/2021
CONNECTOR SCHEDULE
MiTek USP
SIMPSON
MiTek USP
SIMPSON
DES.
UPLIFT
.GRAVITY
DES..
UPLIFT
GRAVITY
FASTENER
FASTENER
(S)10d X 11/2" 1-PLY, (7) 16d 2-PLY,EMBED 4'
(8)1Dd x 11/2 1 PLY,(6)16d 2-PLY, EMBED 4'
8
1625
META-16
1450
(2) META-16
1985
(12110d x 11/2" 1-PLV, EMBED 4"(10)
lOd v 11/2 1 PLY; EMBED 41870
6-18
2430
X11/2",(8) 16d2PLY, EMBED 4'
(9)10d x 11/2 1PLV,(8) 16d2PLY, EMBED41870
HETA-16
1810
(10)1od
11/2", (8)16d 2-PLY, EMBED 4"
(9) 10d x 11/2 1 PLY, (8)16d 2-PLV, EMBED 42035
HETA-20
1810
(10)10d x
(12)10d x 11/2", 1-PLY, EMBED 4"
(10) 10d x 11/2 1 PLR, EMBED 4"
2500
(10)16d 2-PLY, EMBED 4' :
(12)16d 2-PLY, EMBED 4'
P16-18
20
2430
(2)HETA-20
1885
BLK (511/4 x 3" ,,d,,B.1, Anchors; WOOD (16)10d
(7)-1/4".x 21/4" TTTEN, WOOD (16)1Gd
Z
1655LGF-2
3480
CONC (4) 3/8" X 5" Wed a BoIY+Anchors;WOOD (12 W525
g )
(12) SDS 1/4'k3"TO GIRDER, (4) 3/8'x 5"TITEN HD TO WALL
O
33W
LGT3-SDS2.5
(16) -10d x 11/2,1 PLY ALTERNATE USE OF (21 HTA-20 ACCEPTABLE
(1S) -10d x 11/2, 1 PLV ALTERNATE USE OF (2) HETA-20 ACCEPTABLE
2430
DETA620
2480
<
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22)10d TO WOOD)
(1) 5/a'ATR IN HIGH STRENGTH EPDXY (MIN. 12" EMBED(; (22110d TO WOOD
+
3945
MGT+
3965
WOOD(a) 10d, MASONRY(2) 3/4"A.T.R
(2)3/4"gTR.IN HIGH STRENGTH EPDXY (MIN. 12"EMBEDI, (16) 10d TO WOOD -
HUGT2+
9575
HGT-2+
10690
WOOD 10d. MASONRY (2) 3/4"ATR
(2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16)10d TO WOOD
HUGT3+
9860
HGT-3+
10690
(8)
1510 PARALLEL TO WALL
LTA2
1210 PARALLEL
1210 PERPENDICULAR
TO WALL
TO
(10) 10d x 11/2"'
(10) 10d ti 1-1/2"
LPTA
PERPENDICULAR TO WALL
WALL
VGT
4WD
(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) SIDS 1/4"x3"
MUGT15
3940
IN HIGH STRENGTH EPDXY (MIN. 12"EMBED),(8)10d
(2)5/8"AT.R. I N HIGH STRENGTH EPDXY (MIN. 12" EMBED),(321 SDS 1/4"xT'
HUGT
9575
(2)VGT
7185
(2)5/81,A.T.R.
MTW 12
965
MTS-12
990
(14)10d x 11/2", (14) 10d
kk
(14)10d X 11/2
HTW 16
135S
HTS-16
1310
(16)10d X 11/2", (16) 10d
(16)10d X 11/2
HTW 20
1355
HTS-7D
7310
(24) 10d %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 «*
925
(10)10d
(10) 10d
LSTA 1S++
1235
LSW-18 ++
1235
(14) 10d
(14) 10d
MSTA-18,
1310
MSTA-IB+.
A15
(14) IOd
(14110d
MSTA-24++
1640
MSTA-2A ++
1640
(18110d
(18) lOd
MSTA-30++
2065
MSTA-30 ++
20 00
(22)10d
(22)lOd
MSTA-36++
2065
MSTA-36 ++
2050
(26) 10d `
(2G)10d
iSFI236.
2765
MSNA6
3800
(36)10d X 11/2'
(48110d X 11/2
5070
(48)10d X 11/2'
(481
KTSI248
51D5
MSTI-48
(16) Ed 11/2"; (16) Ed)
d TO LATE
(8) Ed TO PLATES, (8) Ed TO STUDS
LFTA6
980
H6
105S..
(6)10d TO STUDS (6)10d TO PLATE
(6110d x 11/2 TO STUDS
SPT4
875
SP4
825
430
(4)Edx11/2" TO BEAM, (4) 8d x 11/2" TO POST.
(4)Ed x 1 1/2TO BEAM,(41 Ed x 11/2" TO POST.
MP34
525 IN F1@I60%
A34
(10110d x 11/2"TO MUSS, (10) 10d X 11/2"TO PLATE
(12110d X 11/2
HHCP2
680
HCP2
-590
H1DA
1040
19)10d x 11/2" TO TRUSS, (8)10d X 11/2 TO PLATE
(18) SOd X 11/2
RT16A
1020
'4940
(28)lOd TO TRUSS, (10) WS3 WOODS[REWSTO POST W/5/B"THREADED ROD
(16)-SDS1/4x3 TO WOO D(10)-SDS 2/4"x21/2'W/ TH READED ROD. (2) N UTS/WASH ER/2 PLY
MUGT15&PHD4A
4175
VGT&MDU4
4940
(28)10d TO TRUSS, (10) WS3 WOOD SCREWSTO POST W/5/S"THREADED ROD
(I6)-SDS}/4x3"TO WOOD, .(3)-3/4"STUD BOLTS W/THREAD ED ROD, (2) NUTS/WASHERf2PLY
MUGT15&PHD4A
I 4175
VGT&HD7B
2300..
7]50
(1) 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):1Gd TO WOOD
ppOgq
2535
6]]5
ABU 442
2190
18205
11) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC,(12)16d TO WOOD
(1)5/8"ATR IN HIGH STRENGTH EPO%V,.(MIN.7"EMBED.I IN CONC.,(12)16dTO WOOD
PAU66
y 2455
16W5
ABU BE
1310
111,3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC:, (8)10d TO WOOD
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. ]" EMBED.) IN CONIC., (8)I0d TO WOOD
on
LT519+++
1205
LTT19 ++*
1500
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC.,(10)IOd x 1-1/2TO WOOD
(1)1/2".ATR IN HIGH STRENGTH EPDXY, (MIN.]"EMBED.)IN fONC,(ID)10d TO WOOD
O
LT5208 i-.+
1100
LTT208--
4455
(1) 5/8." A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED) IN CONIC., (18)16d X 21/2"
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONC., (26)16d X 21/2'
-
x
HTT45
4160
HTT4
IN HIGH STRENGTH EPDXY (MIN. 7' EMBED) IN CONC, (26116d X 21/2"
(1)5/8 ATR.iN HIGH STRENGTH EPDXY (MIN. 7" IN CONC., (26)16dX21/2"
QHTT45
3005
HTT5
5090
(1)5/8"A.T.R.
HHD011-SDS
11810
(1)1"A.T.R. IN HIGH STRENGTH EPDXY, (MIN.10" EMBED) IN CONC.,(,4) WS3 WOOD SCREWS
(1)1 ATR IN HIGH STRENGTH EPDXY, (MIN 10"EMBED.) IN CONC.,(24) SDS%"x 2Y,"WOOD SCREWS
UPHDll+
14395
2.5+
(1)5/8" A.B. IN HIGH STRENGTH EPDXY, MIN 7" EMBED) IN CONIC:(14 WS3 WOODSCREWS
(
(3)7/8 A.B.IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED.)IN CONC, (3)3/4" STUD BOLTSTO WOOD
PHDSA
6525
HD70
EMS
1117/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7' EMBED) IN CONC. (3) 7/8" STUD BOLTSTO WOOD
TDXB
7870
(1)1%2"'.1-BOLTW MIN G" EMBED &NOT LESS THAN 4"FROM EDGE OF CONC W/3/4"CIA ITW ftAMSET/REDHEAD
(1)3/4 A.T.R.IN HIGH STRENGTH EPDXY,(MIN.6J5"EMBEDMENTJINC.M.U. TOP, (1)3/4"A.T.R IN HIGH STRENGTH.
NFM35X12U
2590
7130
MBHA
3.56/11.25
3475
5330,
DVNA BOLT SLEEVE ANCHOR OR EO W/MIN S"EMBED INSTALLED IN FACE. (19)IOd AT 1018T
EPDXY, (MIN, 6]5"EMBEDMENT) IN C. M. U. FACE, (18)10d TO BEAM
2710(100%)
HUSC412
2635(100%)(10)
(10) 16d'.. TO HEADER '(10) 16d TO WOOD
H U54121F
3G15
'.. 3435
16d TO HEADER, (10) 16d TO WOOD
3325(125%)
(WOOD).
3220(125%)
C'
HUC410
(18)1/4 x3"' W53 SCREWS, (10) 10d TO
(18)1/4 x23/4 TITEN(9 PER FLANGE). TO CMU, (10) 10d TO WOOD,
HD4101F (CMU)
1950
3080
(CMU)
1800
4500
WOOD. USE (20) 3/16"" TAPPER+, (10) 10d TO WOOD
Z
HUC210=2
(18)1/4 'x 3"'WS3 SCREWS. (10) 10d TO -
(18) 1/41' x23/4 TITEN(9 PER FLANGE) TO CMU;(10) 10d TO WOOD:
S
HD210-21F (CMU)
1950
3080
(CMU LL-
1900
4500
WOOD. USP (20) 3/16"" TAPPER,, (10) 10d TO WOOD
HUC214-3
1800
4500
(1S)1/4 x 3"" WS3 SCREWS, (10) 10d TO
(18)1/4x 2 3/4 TITEN. (9 PER FLQNOEI TO CMU, (10)10d TO WOOD.
HD210-31F (CMU)
2795.
5015
(CMuy
I
I
IWOOD. USP (20) 3116 " TAPPER+, (10) 10d TO WOOD
1430
5595
(4)3/8"X4"Wedge-Bolt+ Anchors, WOOD (4) WS3 WOOD SCREWS
(4)3/8 s4TITEN HD ANCHORS(26E(i FLANGEI TO CMU, (4)1/4X2-1/25D8 SCREWS TO WOOD.
LGUM26-2
2125
6065
LGUMM-2-SDI
1
1
1A
O
4
CJ1
CJ"
Y
i0
u n u n n u n n n EJ7e n n n n n n u IL
11 n n n n n u n n n u n u u u II =
r II II II II If II (I II II (I II If II II
A8G �Q GT
A7
IA5 I 83.1---
A4
IA3
PRE -FABRICATED I1OOF
A2 TRUSSES @ 24" O.C.
- A---- ----- RIDGE- ----- -- -
A3 �Q
22"X3077-7-==_-
--__ATTIC I
P A4 _ CCESS _
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LL /
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wll WII
CJ5 = u n n n n CJ3i II II I� ti
cJ1 EJ7 I 1� ,- II II IL II �, cJ 1 I A
_ 53.1
co Co
ROOF FRAMING PLAN
SCALE: 14" = V-0"
11 II
IL _ __. II J II Co
u
- --- - --
CJ1
CJ3 0
CJ5
CJi
iC
g rJ
O O
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O J
LL
-j Z
Z U
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IDReviewed for Code
Compliance
Universal Engineering
Sciences
2194 H WY ALA, SUITE 301 ,
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321,$02-3591
www.abdesigngroup.com
AA #: 0003325 r
U
W
4
A
Cr
A
ti
SLTBDIV. 8e an"
CREEKSIDE
PHASE 2
LOT #83
PROJECT*
04321.200 083R1
MODEL
4EHB
2605-HAYDEN
GARAGE SWING:
LEFT
PAGE:
<,r
ROOF FRAMING
PLAN AND
NOTES
160 MPH EXP. C)`
ARCHrrEC3
STATE OF FLORIDA
MAR 2 2 2021
rMICHAEL C. ANDERSON
AR NO 17305
PRINT
DATE 03 19 21
SCALE: 1 /4"= V - 0"
SHEET
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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 ESE (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 ROOF/ WALL/ FLOOR
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" STRUCTURAL
SHEATHING EXP 1(24/16) or 15/32" STRUCTURAL SHEATHING EXP 1 SHEATHING
(32/16), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE 15/32"
STRUCTURAL SHEATHING EDGES ACING) SEE DETAIL. XP 1 (3216) :(SEE TABLE FOR FIELD AND FASTENER SCHEDULE
ROOF SHEATHING TO GABLE END FRAME USE 8d RING SHANK GUN
NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W1IN 4' NAIL REQUIREMENTS
OF GABLE END.
SIZE
HEAD"
LENGTH
DIA.
TENSILE STR.
SHANK
ASTM
8d
RING SHANK,
23/8"
0.113
170,000
RING
(16-20 RINGS
F1667
RSRS-01
SCREW SHANK
PER INCH)
8d
RING SHANK,
2 3/8"
0.113
F1667
PNEUMATIC
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 & RAFTER OR TRUSS
BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT ROOF SHEATHING
INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPECS.) SEE DETAIL.
- f z_=
ROOF SHEATHING ATTACHEMENT SPACING
„ .C, IN FIELD -� --
ZONE 1. Sd NAILS @ 4 O.C. ON EDGE AND 6" O I ,
ZONE 2e, 2n, 2r: Bid NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD — - -- m
ZONE 3,3e, 3r: 8d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
BUILDING LENGTH p
NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED F OOF SHEATHING LAYOUT
AND ADHERES TO ASCE 7-16 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 @ 16,0 O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
END- ATTACH ROOF SHEATHING TO RAFTERS 21
BLOCKING PER NAILING SCHEDULE
8d RING SHANK GUN NAILS 9 4" O.C.
TOP &BOTTOM EDGES U)
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TYP. EXT. SHEATHING ATTACHMENT
TYP
CBid RING SHANK GUN NAILS
SEE "ROOF SHEATHING ATTACHMENT"
TABLE FOR FIELD SPACING
IT FOR STRUCTURAL ROOF
C#8 2" DECK SCREWS @ 6"-8" O.C. MAX @
EDGES & 12" O-C. MAX IN FIELD. UNTHREADED
SHANK TO EXTEND BEYOND THICKNESS OF
SUB -FLOOR SHEATHING
TRIP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C331C33M. MAXIMUM AGGREGATE SIZE SHALL BE 34'
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
-
IA/nhn'
-
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR 1NEAIHER
-
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 '0 BE CHAMFERED 3.4
_
ACI 318-14, BUILDING CODE REQUIREMENTS
ARC H I T E CTs
-
FOR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF
PROVIDE 6-MILCONTINUOUSPOLYETHY LENF VAPOR BARRIER PAFA4BR9NE UNDER ALL SL4B5-ON-GROUNDNIW -
- - -
COLD FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC. SPECIFICATIONS
DRAWINGS. SEAMS LAPPED 6 INCHES AND "F AL.ED WITH ADHE^.IVE TAPE.
ALL DETAILS. AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
FORM -WORK:
,7
SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR. SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING, AND BRACING FOR ALI CONCREI E BEAMS,SLABS, COLUMNS, WAL
ft si n
EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. -
AND FOOTINGS SHALL BE DESIGNED AND CONS 1"RI ICTED IN ACCORDANCE WITH ACI 347 LF
Group,,.
EDITION,"RECOMMENDED PRACI ICE FOR CONCRETE FORM -WORK.
`
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAWINGS: FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BEROUGHT
EXCLUSIONS FROM THESE PLANS:
Aril 21; 2021
p 2
2194 HWY A1A, SUITE 301
F ARCHITECT PRIOR TO PROCEEDING WITH THE PART TO THE ATTENTION O THE AR C
WATERPROOFING, FLASHING, SOUND ISOLATION. FIRE SEPARATION, OR OTHER NON STRC -
INDIANHARBOUR BEACH,
OF THE WORK.
ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUC -
Planning & Development Services '..
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE
Building & Code Regulation Division
$ g
FLORIDA 32937
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
-
PH:.321-802-3591
IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
2300.Virginia Ave.
www.abrSigngrOup.
m
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE MESH:
FOrtIPlOrce; F1:-349$2 -
AA.,
0003325
DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,
,., .
772 462 2172
�:.
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
WELDED WIRE MESH, SHALL BE / I A I CrWA 1064M. (,RADE 65 AND BE PLACED IN ACCORI-
-
ACI. TYPICAL DETAILS. MINIMUM I Al ^IiAI-I BE ()NF SPACE PLUS TWO INCHES. WIRE MESH
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
BE SUPPORTED WITH 2' CHAIRS SPACED :i' o" OC:. EACH WAY.
RE:. Permit #
REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS.
D.R. Horton Homes -
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
REINFORCING. STEEL:
Creekside Lot 83
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONGRE rE DEFORMED BARS, REBAR SHA
- Response Letter
GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL:., SCALE, AND RUST AND PLACEC
-
DESIGN LOADS:
W/ THE TYPICAL BENDING DIAGRAM AND PLACING DE rAll S OF THE ACI STANDARDS AND S
CONTRACTOR SHALL SUBMIT REBAR. SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATIC ,_.
:. ..: For the above listed project, the plans indicate 7/14" roof sheathingonsheet SlNl1.
AND BARS SHALL LAP 6 x,BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO
ROOF LIVE LOAD FLOOR: LIVE LOAD 40 sf
p
REVIEW. '
This iSa$error on the plans. The correct ca110Ut Shall be 19l32" Sheathing thickness and
20psf TOP CHORD -non-concurrent
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR 25" #6 BAR 36
- the correct reference.. for Wind pressures is ASCE 7-16 reference. .
10psf BTM CHORD -non-concurrent
#5 BAR 30" #7 BAR 42"
- - -
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY. LAPPED AND TIED TO EACH BEAM REI
DEAD LOAD DEAD LOAD
FOR ADDITIONAL INFORMATION.
_
pat TOP CHORD psf TOP CHORD
(7 psf wT HALT SHINGLES) (1 psf w/ No GYPCRETE)
(7
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOO
p 5 psf BTM CHORD -
10 psf BTM CHORD 5
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTC
DEAD LOAD TO RESIST WIND UPLIFT: 11
MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT TH
BALCONY LIVE LOAD 60 psf
WALL.
STAIRS LIVE LOAD 40 psf
ST
WIND: DEAD LOAD SPEED 160 MPH 3- SECONDCRISK
RUN REINFORCING BARS CONTINUOUSLY LAPPED Al SPLICES AND AROUND CORNE
C,RISK CATEGORY II)
(ASCE 7 16 (FBC R2020) EXPOSURE , CA
INTO INTERSECTING WALLS AND HOOK AT ENDS- STAGGER SPLICES WHEREVER PC
LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED
STORAGE: 20psf,.HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION Of
AND I DECKS:: 40psf, GUARDS AND HANDRAILS: 21 GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
WITHOUT THE APPROVAL OF THE ENGINEER.
VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf;SLEEPING. ROOMS: 31 STAIRS:
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40sf
P MASONRY:
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OI
SHOP DRAWING REVIEW: "SPECIFICATION MASONRY. STRUCTURES" (TMS 402. BUILDING CODE REQUIREMENTS FOR.I'
.SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE. WITH THE DESIGNING INTENT STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), A k
OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY -OF THE CONTRACTOR TO VERIFY THE MASONRY STANDARDS JOINT COMMITTEE. - Should you have any questions, please feel free to contact rile. II
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
ALL BLOCK WALLS SHALL BE TWO CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BE( G.I
ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH AS R',4 C 90, GRADE Nn = 2000 PSI. BLOCK SHALL Sincerely - _ . ('I
DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED.. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. I AY I IF MASONRY WALLS TO BOTTOM OF TIE - - (I
OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. (,ROUT USED TO FILL MASONRY CELLS SHA
ASTM C-476, AND SHALL PROVIDE A MINIMUM OMPRESSIVE STRENGTH OF - ' - �i --- ` a
WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT C3000 PSI AT 28
-_<�� - � I.
DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDA I ION PLAN. THE GROUT MIX SHALL HAVE A -
COURSE AGGREGATE, AND SHALL RE PLACE[) S W A L OF 8TO 10. USE ONLY MECHA
I IMP " "Dp _
WRITING BY THE ARCHITECT. A
_ PLACR 2
TO CONSOLIDATE GROUT. �� _ ,
FOUNDATION/ SITE PREPARATION: -- -
TYPE "M" OR "S" MORTAR SHALL RE IJSEI) EXCLI ISIVEt Y ON THIS PROJECT, MORTAR SHALI
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING PROPORTIONED. AND MIXED AS OUT[ INED I INI T R ASTM C 270. HORIZONTAL AND VERTICA IVLI - -el C. AriderSOni''':
EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95%OF THE SHALL BE 3/8" THICK UNLESS OTHERWISE NO1FD. REMOVE MORTAR PROTRUSIONS THAT �-
MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED. FlOiideAT6hitect A'k05 I'
SOIL FOR TERMITE PROTECTION. - - -
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS ANC ,
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING.
SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE LAP VERTICAL REBAR 6 X BAR NO. i4n BAR DIAMF FFRSL, I J.N.O.. 2194 Hwy AIA, Suite 301 Indian Harbour Beach, FL 32937 • Phone: (321) 802-3591
CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE www.abdesi 1
MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL gttgroup.com
'
8E. MADE BY THE GEO-TECH. ENGINEER. STRUCTURAL STEEL:Emommommom x,_
THE MATERIAL, FABRICATION, AND ERECTION OF STRt1C1URAL STEEL SHALL COMPLY WITH THE
CONCRETE: SPECIFICATIONS FOR THE DESIGN. FARRICATIc1N AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.. _-SUBDIV 7AT:
9TH EDITION, BY THE AMERICAN INST ITUTE OF':I FFL CONSTRUCTION. STRUCTURAL STEEL SHAI L RE AS I M
CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: A36/A36M, Fy = 36 ksi FOR ANGLES, PI ATFS. AN[) W SHAPES: STRUCTURAL TUBING SHALL BE ASTM (v Tj�1 T7�
A500/A500M, GRADE B, Fy - 46 ksi STRI ICTURAI PIPE SHALL BE ASTM A53:'A53M, GRADE B, TYPE E OR S. I y - C REEKS IDE '
2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE 35 ksi. TUBE AND PIPE COLUMNS SHALI- BE CONCRETE FILLED IN THE SHOP. c�1
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. PHASE 2 -
ANCHOR BOLTS AT THE COLUMN BASES SHALI BE AS FM A307 BOLTS WITH DOUBLE -NUT LEVELING ALL - LOT
rP Q
CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM F3125�F3125M BOLTS WITH. WASHERS UNDER THE TURNED ELEMENT ROL.1 S L 1 # U 3 '
CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"+1- PRIOR TO THE ADDITION OF PLASTICIZER. SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN OFF -THE -NUT METHOD. r.19
a
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C941C94M OR MEASURING, MIXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J BOLTS ARE TO BE STEEL PROJECT* '?
ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN 04321. 200 0 U 3R1
WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON - MODEL,.
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 4 EI HB rX
NON COMPLIANCE WITH THE ABOVE. IT
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: /� "26O5-HAYDEN"
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):+, GARAGE SWING:
B,. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: Reviewed for Code l
Compliance ompli
1-1/2' FOR #5 AND SMALLER CLEFT
2" FOR #6 AND LARGER Universal Engineering
C. FOR CONCRETE NOT EXPOSED TO WEATHER - Sciences PAGE,:
3/4" FOR SLABS, WALLS AND JOISTS
1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
IL
FASTENER SCHEDULE
APPLICATION
sPF
TJE
SPACING
RFHAPP
APP,. I(:ATION -
Sor
TYPE
SPACING
REMARKS
1x2 PT FURRING TO
0A`,F HARUENFD,-+Ill
fl'OIC
I AFNS_ F DpOR SLICK
V4"DIA.
TAPCON MASONRY
11/2" EMBED., G END DIST,
MASONRY CON..
/ C
1 1I t r N :
JI I 'I
T ^, r
dA..O JR BC, ,MC
NO WASHER
FASTENER
8'DID
I
+12" EDGE DIST,
SGD. AL. EXT. DOOR'!
,. A'E IIAC RFNFD '.� ,II
8" O/C
WINDUV✓ U C Fn-,.IPiIFR
;ARAGE RUCK
3,13 UTA. OR
(3/B' DIA)
q" EMBED., END DIST.,
I PT, SEE NOTE e
PIAp I:"IN5;
I'
STAGGERED
INi,>t�A. NP/ .,>L'.
T MAGUPIRf:GUNC.
V2' DIA
EXPANSION BOLT
24O/C
24" O/C (V2" DIA)
3" EDGEE DIST.
w/ WASHER
WINDOW BUCK
I IIAnDPNFD, I Ill
4'o/C
WINn"V, r ,r F .IFIIFt,
MFTA(.;TRAPTO
CONTACT THIS ENGINEER FOR SPACING
ix PT, SEE NOTED
6IAII I I
gTAGGERED
MA ONRI/CONC..
REQUIREMENTS
EXT. SWING DOOR
I'I Iri'nA
TAPION'
I I:' F, r<FI " FIII
1 I RFARINO WOOD
1 2'"
EXPANSION
-
4' EMBED. 4' END
BUCK 2x PT, SEE NOTF9
IA, NA1LFP
FA',TNER
Je'O/C
n1,( Ft5.F111 I
,r, I_ TO CONIC SI AS
W/ WASHER
BOLT
24"O/C
DIST.; 3" EDGE DIST.
2x PT WINDOW BUr:K
' ' I
O/C
A" I I r'
PTTO STEEL COL. SFF
" I"J^AF HFn
^,TAGGERFD
�F t'ds,r
Fill F)1
ill
NOTE6-
NOTES
1. STAPLES SHALL NOT BE IISEU FOR ANY STRUC FURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS GHAI I. BF AS PER MANUFACTURER'S
SPECS AND /OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. RAF SHALL BE HILTI X-ZF HEAVY CUT PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE ®LICKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE ;PACIN(� DE NLED ABOVE
6. WINDOW AND DOOR BUCKS 61IAL1 RE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME FXCFI I FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURFD W! TAFCONs OR PAP TO THE SUBSTRATE.
DETAILS
,i
I
60 MPH EXF `
ARCHII-Ill 44
MAR 2 2 2021
Mill C. ANDERSON
AR NO 17305
DATE: 03/19/21
SCALE: 1/4"=,1' - 0"
SHEET
6._J I