HomeMy WebLinkAboutBuilding PlansSTATE OF FLORIDA
CERTIFIED BUILDING CONTRACTOR
DR HORTON HOMES
1430
CULVER DRIVE NE
PALM
BAY, FL 32907
TEL:
(321) 733-7092
FAX:
(321)
733-7972
STATE OF FLORIDA
PROFESSIONAL ARCHITECT:
MICHAEL C. ANDERSON
AR No. 17305
A.B. DESIGN GROUP, LLC
2194 HWY AIA, SUITE 301
INDIAN HARBOUR BEACH, FL 32937
Tel: (321) 802-3591
DRAWING / CONTRACT DOCUMENT
REVIEW BY BUILDER
THE BUILDER ASSUMES ALL LIABILITY FOR
INTERPRETATION OF THE CONTRACT DOCUMENTS.
IF ANY ASPECT OF THE CONSTRUCTION (AS
DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND
IN NEED OF FURTHER DETAILING OR EXPLANATION IN
ORDER TO BUILD THIS PROJECT BASED ON THIS
DRAWING SET, THE CORRECT PROCEDURE IS FOR THE
BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR
INFORMATION) TO THE ARCHITECT OR ENGINEER FOR
CLARIFICATION.
AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN
RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY
MANNER. AB DESIGN GROUP TAKES NO
RESPONSIBILITY FOR INTERPRETATIONS OF
CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE
BEEN GENERATED FOR UNCLEAR ASPECTS OF THE
CONSTRUCTION BASED ON THE DRAWING SET.
99
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Z ]IE SIT- III ` C A'�" �
1430 CULVER [DRIVE NE, PALM BAY, FL 32907
DESIGN CRITERIA:
-FLORIDA. BUILDING CODE, RESIDENTIAL,
7TH EDITION (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
. CliLCS
LIVING
1916 SQ. FT.
GARAGE
430 SQ. FT.
ENTRY
16 5Q. FT.
LANAI
80 SQ. FT.
TOTAL
2362 5Q. FT.
A/C VOLUME 15720.9 CU. FT.
Tel= (321) 733-7092
ABBREVIATIONS
Fax: (321) 733-7972
ABV.
ABOVE
I.AV.
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 LTNE
MTD.
MOUNTED
CAB.
CABNIET
MTL
METAL
CLCI,
CEILING
N.T.S.
NOT TO SCALE
CLR.
CLEAR
O.C.
ON CENTER
CONC.
CONCRETE
PL
PROPERTY LINE
CPT,
CARPET
P.B.
PUSHBUTTON
C. 1.
CERAMIC TILE
PH.
PHONE
D.
DRYER
PIT,
PLAT;
DBL.
DOIJBLT,
PI YWD,
PLYWOOD
AG.
DUAL GLA7.ED
PR.
PAIR
DIA,
DIAMETER
P.T.
PRESSURE TREATED
DIM,
DIMENSION
R.
RISER
DISP.
DISPOSAL
RAD.
RADIUS
DP.
DEEP
R.A.G.
RETURN e\IR GRILL
DR.
DOOR
REI'.
REFRIGERATOR
D.S.
DOWNSPOUT
RM,
ROOM
DTL.
DETAIL
F.O.
ROUGH OPENING
D.W.
DISHWASHER
S.C.
SOLID CORE EXT OR
EA.
EACH
S.D.
SMOKE DETECTOR
ELEV.
ELEVATION
S.H.
SINGLE HUNG
HQ,
FQUAL
SHT.
SHEET
HXH.
EXHAUST
SHTHG.
SHEATHING
EXY
EXTERIOR
SHWR.
SHOWER
P.O./FX.
FIXED GLASS
SIM.
SIMILAR
F.G.
FUEL GAS
SL.
SLIDING
FIN.
FNISH
SL. GL.
SLIDING GLASS
FLR.
FLOOR
STD.
STANDARD
FLUOR-
FLUORESCENT
SWS
SHEAR WALL
FR. DR.
FRENCH DOOR
SECTION
FTG.
FOOTING
T MR
TFA4PERED GLASS
GA.
GAUGE
THK.
THICK
GAR.DISP.
GARBAGE_ DISPOSAI.
TO
TOP OFCURB
G.F.I.
GROUND -FAULT CIRCUIT
T.O.P.
TOP OF PLATE
INTERRUPTER
TO
TOP OF SLAB
GL
GLASS
TYP.
TYPICAL
GYP. BD.
GYPSUM BOARD
U.N.O.
UNLESS NOTED
H.B.
HOST BIB
OTHERWISE
H.C.
HOLLOW CORE
V.P,
VAPOR PROOF
HDR_
HEADER
W.
WASHER
HOT. OR HT
HEIGHT
W/
WITH
INSIIT.
INSULATION
WD:
WOOD
INT.
INTERIOR
WDW,
WINDOW
W/H
WATER HEATER
W.I.
WROUGHT IRON
DATE DESCRIPTION
01126/18 CD's ISSUED
01/15/18 2011 FEC UPDATE
014648 CD's RE -ISSUED
02/21AB SIDING ELEVATIONS ADDED
03126/18 CD'S RE -ISSUED
0411048 FOOTING REVISION PER M. 5OWES
06121AB CD's RE -ISSUED
02/19/19 ADDED CURELESS FOOTER AT GARAGE DETAIL (FORT MYERS)
02/22AS PLAN MAINTENANCE
03/28/19 REVISED LINTEL SIZE AT FRONT ENTRY DOOR
04/24/15 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON (MEL5-)
04/24/19 REVISED HVAC VOLUMES ON SQFT CALC SCHEDULE (MELE.)
06/12/19 ADDED 'EXTERIOR MONO DEEP FOOTER' DETAIL 12/81.1A (ORL)
06/21/19 ADDED LED LIGHTS + KITCHEN 4 BATH PER MARK EOWES
01/19/19 ADDED STONE OPTION ELEVATION C 4 D (TAMPA)
09/11/19 ELEVATION 'G' SIDING -ADDED LOUVER B GABLE ROOF
10/25/19 ADDED OPT. W-0' CEILING HEIGHTS
01/01/20 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS
040/20 RIEVISE ENKAVENT RADON PLAN DIMENSIONS
04/09/20 OPT. 6-0' CLG. HGT: ADDED LED LIGHT IN FOYER
04/09/10 OPT. 6-0' CLG. HGT. ELEVATION 'C'- REVISED HEIGHT OF ARCHWAY
05/06/20 ADDED ELEVATIONS 'L' 4 'M' (ORE)
01/15/20 ADDED ELEVATIONS 'MG'-'MH'-'MS' (ORL)
01/01/21 2020 FEC UPDATE
03/03/21 ADDED SOFFIT DETAILS
Reviewed Io 4,006
Compliance
93 Univers Xngineerinx
INDEX OF DRAWINGS
ARCHITECTURAL SHEET
PG
Cl—COVER
SHEET
PG
GN—
GENERAL NOTES
PG
Al —FLOOR
PLAN
PG
A2D—ELEVATION
"D"
PG
E1-ELECTRICAL
PLAN
PG
Pt -PLUMBING
PLAN
PG
M1-MECHANICAL
PLAN
PG
D1-DETAILS
PG
D2-DETAILS
PG
WA1-WALL
ASSEMBLY
PG
WA2-WALL
ASSEMBLY
PG
WA3-WALL
ASSEMBLY
PG
WA4-WALL
ASSEMBLY
PG
WA5-NOT
USED
PG
WA6-WALL
ASSEMBLY
STRUCTURAL SHEET
PG
PG
PG
PG
PG
PG
PG
PG
PG
PG
PG
PG
DESCRIPTION
DETAILS
DETAILS
DETAILS
DETAILS
DETAILS
S1-FOUNDATION PLAN
S1.1A-DETAILS
S1.2-DOWEL PLAN
S1.2A-DETAILS
DESCRIPTION
S2-LIFT BEAM PLAN AND NOTES
S2.1A-DETAILS
S2.2A-SAFE
LOAD
S3-FRAMING PLAN
S3.1A-DETAILS
S3.113-DETAILS
S3.1C-DETAILS
SN1-DETAILS
TABLES
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
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SUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT 20
PROJECT#
04321.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SV7NG:
LEFT
PAGE:
COVER
SHEET
160 MPH EXP. C
ARCHrrECT-
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANCERSON
AR NO T7305
PRINT DATE: 03 17 21
SCALE: 1/4"=1' — 0"
SHEET
C I
TIMBER
GENERAL NOTES
BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR)
SITE
1.
WORK
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
1.
ALL WORK DONE UNDER THIS CONTRACT SHALL
HEREIN:
SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER
7th EDITION, (2020). ALL REFERENCED CHAPTERS, CODE SE
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)
FBCR 7TH EDITION (2020) UNO.
SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL f OTES THE SOILS REPORT AND CIVIL
B. NATIONAL FOREST PRODUCTS ASSOCIATION:
I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
2.
WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR
DRAWINGS SHALL OVERRIDE CONFLICTS WITH,SITE WORK NOTED IHEREIN..SEE LANDSCAPE DRAWINGS FOR FINAL
C. SOUTHERN PINE INSPECTION BUREAU:
BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY
FINISH GRADES, PLANTING AND IRRIGATION.
I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER
THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE
D. TRUSS PLATE INSTITUTE:
DESIGNED AND INSTALLED IN ACCORDANCE WITH FBCR 2020 CHAPTER 3, SECTION R301.2.1.2.
5
3.
ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE
I: NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES {TPI 1-2014)
ARCHITECT.i
E. APA THE ENGINEERED WOOD ASSOCIATION
3.
DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
1
I. ENGINEERED WOOD CONSTRUCTION GUIDE
PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
4.1
NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS` GREATER THAN''/2 THE HORIZONTAL
F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
DISTANCE FROM THE NEAREST EDGE OF THE FOOTING.
4.
THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONSD,WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION
2.
ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED.
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
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 El. THE
3.
MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS.
CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR
BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
FABRICATION OF THE WORK.
4.
NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION.
6.I
COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
5.
THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES,
5.
WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1.
OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES
7
I'
I DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY'BRACED, (WHERE APPLICABLE)
8FT
6.
MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE . SQ.
6.
THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION/ OF ALL PARTS OF THE COMPLETED BUILDING, THE CONTRACTOR
8.1
EXCAVATIONS TO BE A MINIMUM OF 3' 0" BEYOND NEW FOOTING LINE.
SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING
PLUMBING
COMPLETELY INSTALLED.
T MEMBERS ARE COM
PERMANENT
UNTIL PER
CONSTRUCTIONTHE
9,
GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOILiEROSION AS PER ALL LOCAL AND STATE
1.
E BUILD OFFICIAL,
APPROVED BY THE
LE 40 AS APPRO ING
SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE )
7.
DETAILS SHOWN ON THE DRAWINGSARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS
REQUIREMENTS,
2:
3.
WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (GROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS:
CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE'40), INSULATED WITH 1W, AMAFLEX.
THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECTIENG INFER.
1
CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR S B WITH THE SIGNED AND SEALED SURVEY
AND
4.
SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVER MAXIMUM FLOW OF 3 GPM EACH
8.
WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLU�ING ALL APPLICABLE STATE, CITY
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.
NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
7.
SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2.
GARAGES
AND CARPORTS
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
DRAWING.
9.
THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. D
A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET
I
10.
DRILLING &NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2.
B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
12."
TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUiILDER
BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
EXTERIOR WALL COVERINGS
LABELED FOR USE 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
2.
AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING
APPLICATION F THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH FBCR TABLE R301.2(2) AS MODIFIED BY FBCR
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH
PECONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:..
BUILDING DEPARTMENT BY THE LICENSED. PEST
ILDING0
TABLE R301.2(3); MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
SOLID WOOD DOORS NOT LESS THAN 1 3l8 INCHES IN THICKNESS SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN
THE BUILDING HAS RECEIVED A COMPLETETREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES.
1-318 INCHES THICK OR 20-MINUTE FIRE -RATED DOORS.
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
EXTERIOR FINISHES
3.
AS PER SECTION R302.52 DUCTS IN THEE 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
APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS
DWELLING FROM THE GARAGE SHALL BE CONSTGRUCTED F 1A MINIMUM N0 26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID
CLASS OR CLASS 1 DUCT BOARD OR OTHER 1, APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE.
ON -METALLIC
2.
STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH
GARAGE. !
I
-1 ATM-C1787.
M- 1 9a & S A T C 063 A TM-C92618b S
S
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 T0:
LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE
ALL STUCCO CONTROL JOINTS KICK OUT DETAILS
--
-- 1" FLASHING HORIZONTAL LATH AND PAPER DETAILS
""
SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT'D, LESS THAN 518 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT.
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
F�
,.
i
PIPE PENETRATION DETAILS VENT PENETRATION DETAILS
PROTECTED BY NOT LESS THAN 1/2-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
4.
i
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 1/2" GYPSUM BOARD. R302.7.
EXTERIOR CEILINGS
1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING
MEMBERS. THE 112" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1
1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) .
CONSTRUCTION OBSERVATION
CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S
SERVICES FOR THIS PROJECT.
IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW
OF THE BUILDER'S/CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL
BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND
FOR CONSTRUCTION OBSERVATION.
Reviewed for Code
Compliance
Universal Engineering
Sciences
CONTROL DATL: 12/10/20 (RM)
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORI DA 32937
PH: 321-802-3591
www. abdesigngroup.com
AA #: 0003325
w
w
CREEKSIDE
11
PHASE 2
LOT #20
PROJECT:
04321.200 20R1
MODEL•
4EBB
"1828-CALI" �1
' ARAGiE SWINGS 16
LEFT
PACE:
A GENERAL
NOTES
Pi311 l B_1 4 Po C ,
ARCHfTECT; '
STATE OF FLORIDA '
I'y
Y`
� Dr
MAR 18 2021
MICHAEL C. ANDERSON
AR NI 17,105
SHEET µ V
G
GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM
SN W SPEED TOPOGRAPHIC DESIGN WEATHERING' FROST LINE TERMITi
LOAD (MPH) EFFECTSk CATAGORY r D =F H b
NA 160 C NA NEGLIGABLE NA I VERY HE
FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH F6G R3029.4
FLAME SPREA1
ACCORDANCE
WINTER ICE BAF
DESIGN UNDERTLf
TEMPO REQUII
42 NA
FLOOD
AIR
MEAN
'4AZARDS a
FREEZING
ANUAL
INDEX'
TEMPL
SEE SURVEY
NA
NA
6'-0" 2' 8' 3'-Im"
101-211
21'-4" 4 -4" 14'-0'
EXTERIOR MASONRY
WALL
^�BR3�HEIGHTS
8'-8' RRCs.
10'-8' BRG.
--
Il'-4' BRG.
SQ.FT. CALC. S
LIVING IV& SQ. FT.
GARAGE 430 SQ.FT.
ENTRY I6 SQ. ET.
LANAI 80 SQ. FT
TOTAL 2362 `OdL FT.
A/G VOLUME 15 120.9 GU. FT.I
Reviewedfor Code
MCompliance
Universal Engineerincr
Sciences
1 •1 t
MIN. WINDOW
10 5 34/-45CRITE
EXTERIOR SWING
IS
5
33/-43
DR. MIN. CRITERIA
S.G.D. MIN. 41 5 31/-39
CRITERIA
8010 O.H.D. 56 5 29.1/-319
12'x12' SOFFIT Yo 373/-49.9
I I __..+
�? BASIC WIND SPEED MPH = 160 (Vult)
INTERNAL PRESSURE COEFFICENT = f 0.18 BLDG.
.WALL$ GABLEPi)�1FS CAT.=II, EXP.=C, MEAN ROOF HT. = 11'-3"
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
i
I , � � �• , € �: , NOTE:
10� a 0 �.: �, µ SOFFIT INSTALLATION IS TO BE PER
A-11 t :=I MANUFACTURER'S SPECIFICATIONS
Ge°Iliw ROOFS
THAT ARE TO BE PROVIDED BY THE
"- HIS' ROOFS BUILDER WITH PRODUCT APPROVAL
10' <0 � 3"r AND NOA SUBMITTALS.
Nhge. f zt in ullxa ,
FIGURE R301.2(7)
COMPONENT AND CLADDING PRESSURE ZONES
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 LESS THAN 1 3/8" (35
MM) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT
LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS.
- EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY
DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED.
- REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES.
-FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED
GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION
R VALUE OF R-13.
-CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED 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
■07
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R ARCH DTL.
L 9GALE: 1/2 = 1'-0'
11all
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m
13AR DETAIL
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA32937
PH: 321-802-3591
I www:abdesigngroup.com
SUBDIV. 8e L.0 Ts
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LOT
1#20
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04321.200 20R1
MODEL
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_
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F
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,4
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I
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ARCHrrECT.
GTATE OF FLORIDA
ft�
MAR 18 2021 f
MIICHAEL C. ANDERSON
AR NO 17305 y'
PRINT
DATE: 03/17/21
I SCALE: 1/4"=1'-0" 1
SHEET
Al
+/-"3 -O" 5LDG. HGT.
FYPON LV12X24
OR EQUIVALENT
8'-8" 5RG. HGT.
OPT.COACH -
LIGHT
EQUAL
TO CONTROL JOINT
(TY9.)
------ ------
----
Gi. =G7.
I
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12
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Ell
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TYP.)
Ea.
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EQUIVALENT
- Y
1 , 16'X62' FYPON
® -- 43 DECORATIVE
A SHUTTERS OR
EQUIVALENT
1TYP.
r 4' RAISED
11TE11DULr SAND (TYP.)
1 Iml_0II FIN. FLR.
-- --- - - - - -----
FRONT ELEVATION
SCALE: 114 = 1'-0' TEXTURED FINISH
NOTE: WALL FENESTRATION FLASHING AS PER FSCR 103.4
OFF RIDGE VENT
8'-5" 5RS. HCzT.
4S
A
0'-0" FIN_ FLR.j
OFF RIDGE VENT
t-
4S
\kLIA
TYP.
REAR, ELEVATION
SCALE: 1/4 = I'-0' TEXTURED FINISH
12
6� IIE
A 8'-&" BRCS. HGT,
8'-8" SRCz. HCsT. —
11-0II
II.OI—
I
4B
v A v
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II
- -------- ------ ------ ------ --------------------------- -O -O FIN. FLR.
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m -O' F'N. FLR.,f, -
LEFT ELEVATION
SCALE: 1/4 = P-0' TEXTURED FINISH
OFF RIDGE VENT OFF RIDGE VENT
12
11E �6
- — - — - — - — - — - — - — - — - — - :_
II-OII
IF] IF]
43
j A
LTYP------------------------.....................
- - - - - RIGHT ELEVATION
SCALE: 1/4 = I'-0' TEXTURED FINISH
o8'-S" SRG. HGT.
_OII
0'-0" FIN. PLR.
Reviewed ;or Code.
1B Compliance
Universal Engineering.
Sciences
I, III
45
A
I TYP.
0OI_OII FIN. FLR.
MODEL 1828-CALI-4EBB
AREA OF ATTIC
= 2450 SQ. FT.
NET FREE VENTILATION AREA
REQUIRED
1/ 300
REQUIRED VENTILATION AREA
= 24S0 /300
= 8,17 SQ. FT.
8.17
= 1176 SQ. IN.
MIN. REQUIRED VENTILATION
= .4X 1176
IN UPPER PORTION OF ATTIC
= 470.4 SQ. IN.
(BALANCE TO BE PROVIDED IN
SOFFIT VENTS)
OFF RIDGE VENTILATION AREA
= 138 SQ. IN. PER VENT (net free area)
TOTAL HOF VENTS REQUIRED
= 3.41
TOTAL#OF VENTS PROVIDED
= 4
SOFFIT VENTILATION AREA
7 SQ. IN. PER LINEAR FT (net free
area)
LINEAR FEETOF SOFFIT REQUIRI
67.20
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 20R1
MODEL:
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"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
ELEVATION
"ACDGHLM"
h�
fi
160 MPH EXP. C
ARCHrrECT� '
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
i
AR NO 17305
e
INT03
17 21
TE:ALE:
1/4"=1EET
F
I ADD I
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
125V OUTLET
20 AMP SINGLE POLE
IIOV OUTLET
I 4 V
110V OUTLET
1/2 OF OUTLET WIRED
TO SWITCH
GFI
110V OUTLET
EQUIP-ED WKaTAM
i
INTERUPTER (TAMPER
ER
RESISTANT TYPE)
_
..
220V OUTLET
(4) WIRE G013•IEGTION
EXT. WATERPROOF
GROUND FAULT
WP
GFI
OUTLET
INTERRUPTER
SWITCH
SWITCH
3-WAY OPER
4
SWITCH
4-WAY OPER
WALL MOUNTED
LIGHT
CEILING LIGHT
LED CLG LIGHT
(i LO �I
LED VAPOR
PROOF LIGHT
s�s
I @ VQ
VAPOR PROOF
LIGHT
ORECESSEP
CAN
e..._
VENT. FAN
I CFM FER 80. FT_
- -
VENT. FAN
W/LIGHT
I ClamPER SQ FT.
.
VANITY L IG47
FIXTURE
(bPEG'b TOO BY
BUILDER)
FLUORESCENT
RES
2-5UL5 WRAP
®
LIGHT
AROUND
(RECESSED)
FLUORESCENT
LIGHT
AROUN MAP®
RO IND
(SURFACE MINT-)
T FLUORESCENT
4'FLUOREBCENT
p
H-p--�r—''y'----n-4
l�S d
4' TRACK LIGHT
PANEL
T
METER
ACJ.D•
I_.._..� a
SMOKE DETECTOR
_
W/ HARDWIRE
1 &.D.
WALL MOUNTED
B����JLCK��u♦-,�e�A��_�� -UP-UP
SMOKE DETECTOR
W1 HARDWIRE
BATT. BACK-U W/
® S/CO
CARBON MONOXIDE
SMOKE DETECTOR
IRE
INTER -CONNECTED
SHALL BE A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
p
I sR-
PENDANT LIGHT
GAS
OUTLTEET
TELEPHONE JACK
.�.
UA4
_
WATER WATERTO
IGNITION SOURCE
BE ELEVATED
DISCONNECT
AIR CONDITIONING
TO BE 210V UN.O.
g
A/
DISCONNECT
SEE AHU ON
ry
T44I8 SHEET
I{�
q TV
TELEVISION JACK
..._...
CEILING BOX REG [IW
J_BOX
TO BE SUPPORTED IN
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
CEILING BOX REQUIRED
TO BE BUF'PORTED N
CEILING FAN/LIGHT
ACCORDANCE al/ BOX
MARKED AS SUCH FOR
t
INSPECTION
24' INCANDESCENT
LIGHT STRIP
36' INCANDESCENT
LIGHT STRIP
onnnnnnn
0
48' INCANDESCENT
LIGHT STRIP
4
FLOOD LIG04T
I,
G
OPT. sECuRITY
KP
6
KEYPAD
y I l_I
PUS.
PUSH-BUTTON
,. FOR CHIMES
'
__.
"
UBB PORT
• LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO
BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF FBCR
TTH EDITION (2020) 4 NEC 210J2 2011 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GFI • ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF
50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION MI50-13 FBCR'ITH EDITION (2020).
• LAUNDRY ROOM RECEPTACLE SHALL BE GROUND
FAULT CIRCUIT-INTERRUIDTER PROTECTION FOR
PERSONNEL ON FEEDERS
• WIRING METHOD &HALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF FBCR TTH ED (2020).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 1TW ED (2020).
• ALL LAMPS SHALL BE SELECTED BY BUILDER AND
15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER
P.B.C. ENERGY CONSERVATION (RESIDENTIAL ENERGY
EFFICIENCY) 2020. -Ith EDITION R404.1
COVERED
I .,LANAI-, CEILING:
MTD. LIGHT
j TO 5E
INSTALLED,
_ PROVIDE
PRE -WIRED J-BOX FOR
CLG FAN OPT. FAN
UP
DINING
ROOM a
BDRM41 LIVING (P r'
ROOM
\ \ PRE -WIRED
FORE -WIRED \ \ CLG FAN
CLG FAN \ \
i
r I
9 if
L )' - -'SWITCH IN C,
CA51NET
IN
BATH # 1 Le
i ! GFI L - - - L GFI
C I / W.I.C. _ - ---- -,
W 'SINKi�F �
_ OUTLET
\ - -- -J
'� � -- , LAUN. FOR L KITCHEN L /
.. _..... � it
GFI � � � ` _ � � � PAN. L
RANGE
r�3i \N GFI GFI
-- / BDRM.Aff
Li #4/
IU
IFHOOD WIRE W/ E:
OUTLET FOR
FUTURE MICRO
S GO yl.�
CI PRE -WIRED
CLG FAN BDRM.#3
- J I / PRE -WIRED
GFI GFI I l CLG FAN
WH 44'AFF 44'AFF. / � FOR I S
GARAGE I CI
- - < DOOR
L
GONDN BOLLARp
AS REQ.
C PER 5LDG. WALL MOUNTED
CODE LIGHT W/SWITCH IN
1� ATTIC I ®', ..BAD
U / 1 S/CO'
METER Z OUTLET KEYLESS \ \
FIELD Q FIXTURE \\ BDRM•#2
VERIFY F
LOG. IRRIGATION
OUTLET 9 \
48' AFF.� / A�
F�
GFI ENTRY
GARAGE
PRE -WIRED
CLG FAN
FOR
1 GRIMES:.
— —- — — — — — — — — — — — — — — — — — — —
oPT.
COACH
LIGHT
ELECTRICAL PLAN
SCALE: 1/4' = I'-0'
WP Panel MAIN - A
PANEL: 8/16 wp cn. breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp M.C.B
FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1 /2" C. OR 3- #2/0 AL TI-IWN & 1- #6 Cu (G) in 1 1 /2" C.
Wire Pole Bkr Descriptions Watts Circuit Circuit Watts Description .Bkr I d2#8
#12 1 20 Exterior Receptacle GFI for TUG 1200 1 2 Space
#12 2 20 Inigation Pump .. 1000 3 4 Space
5 6 5304 A/C C.U. 1 35
Space 7 8
PANEL - A
PANEL: 42 crt. breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp M. L.O.
FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1 /2" C. OR 3- #2/0 AL THWN & 1- #6 Cu (G) in 1 1 /2" C.
4
Wire
Pole
Bkr
Description
Watts
Circuit
Circuit
2
4
6.
8
10
12
14
16
18
20
22
24
26
'28
30
32
34[Space
Watts I
Description
# 12
1
20
Small Appliance
1500
1
8000
Range
# 12
1
20
Microwave / Hood GFI
1800
3
#12
1
20
Small Appliance
1500
5
4500
Water Heater
# 12
1
20
Refrigerator
1500
7
# 12
1
20
Dining Receptacles AFCI
1500
0
1200
Disposal GFI
#12
1
20
Bath GFI Receptacles
1200
11
1500
Dishwasher GFI
#14
1
15
Foyer / Hall. / Bed. #2 & #3/ Bath #2 AFCI
900
-13
5000
Dryer GFI
#14.
1
15
1-King Room, Lanai Lights AFCI
900
15
#14
1
15
Kitchen, Pantry, & Dining Lights AFCI
900
17
1500
Washer GFI
#14
1
15
SD & C/O AFCI
900
19
1000
Garage Door Opener GFl
#12
1
20
Laundry / Bed #4 / Den AFCI
1200
21
1200
Garage / Extedor Us & Receptacles AFCI
Space
23
900
Bedroom 1 AFCI
Space
25
900
Bath 1 AFCI
Space
27
Space -
Space
29
1000
IRigation controls only
Space
31
Space
Space
" 33
#8 I 2 I 35 I Heater 5 KVA at 65%
Load sutyect to demand. factor calculations / line
Demand Factor Calculations:
al load subject to demand factor
t 10000 watts at 100%
Connected Load Watts
Amps lwatts / 240 volt
f
I
�
I
I
I
e
I
I
I
LED LIGHTING
@ DOUBLE LAV.
BATH 01
3kr
Pole
'AEre
50
2
X,
25
2
#10
20
1
#12
20
1
#12
30
2
#10
20
1
#12
20
1
#12
20
1
#12
15
1
#14
15
1
#14
16000
-
26700.-
Loadsubject todemand factorcalculations/line
ABBREVIATIONS:
AFCI: ARC FAULT CIRCUIT INTERRUPTER
NC: NON -COINCIDENT LOAD
GFI: GROUND FAULT INTERRUPTER
42700
10000
13080
33909
141.3
LOAD CALCULATION IS BASED ON AIC NON -COINCIDENT LOAD
General Lighting & Receptacle Load
Total A/C.Square Feet
General Us & Rao 3 W / Sq. Ft
LED LIGHTING
@ SINGLE LAV.
150 AMP ELECTRICAL RISER
BATH 02
NOT TO SCALE.
GENERAL NOTES:
A ELECTIOCAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS OF THE FECR TTH
EDITION (2020). LOCAL CODES, AND ALL LOCAL POWER
COMPANY REQUIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/rHLN UNLESS
NOTED OTHERWISE.
POIIIER COMPA
TRANSFORMER
PROVIDE SO AMP, 120/240 VOLT, I PHASE SECONDARX
ELECTRICAL SERVICE. PROVIDE 3 M COPPER (CU) IN
1-1/2" DIA SCHEDULE 00 PVC CONDUIT OR PROVIDE 3
82/0 ALUMINUM (AL) IN 2" DIA SCHEDULE SO PVC
CONDUIT UNLESS SERVICE.18 PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
EBReviewed for Code
Compliance
Universal Engineering
Sciences
PROVIDE 362/0 CU, THWN + 1% CU IN 2' CONDUIT OR 3
%/0 AL, THUN + 1% CU IN 2' CONDUIT OR 2/0 AL. SEP-
(CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.)
0
00MBINATION SERVICE 611 AMP
DISCONNECT SWITCH AND 120/240 VOLT
ELECTRIC METER IN I PHASE
NEMA 3R ENCLOSURE MLO
PANEL
150A/2P
MCB
TELEPHONE SERVICE
ENTRANCE
EQUIPMENT
INTERSYSTEM BONDING:
TERMINAL AT LOW
VOLTAGE CONNECTIONS
CABLE TELEVISION
SERVICE ENTRANCE
EQUIPMENT
1 04 CU SERVICE GROUND CONNECTED TO
CONCRETE ENCASED FOOTER STEEL PER
ELECTRICAL PROVISIONS OF THE FBCR TTH
EDITION (2020).
5/0" DIA X b FT LONG COFFER CLAD GROUND ROD
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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LEFT
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AR` HITE:I_'
STATE OF FLORIDA
MAR 1 121
MICHAEL C. ANDERSO
A AR NO 17305
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lJniversal Engineering
ID Sciences
KITCHEN
SINK L/
AUTO VENT
1-1/2' VTR
I
I
i
(ALTERNATE LEFT)
PLUMBING RISER DIAGRAM
115
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 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
PLUMBING
PLAN
160 MPH EXP. C
ARCHrrECT.
r.STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO T7305
PRINT DATE: 03/17/21
SCALE: 1 /4"=1' — 0"
SHEET
P 1
0
R-VALUE SCHEDULE
FLOOR
SLAB ON GRADE
R-0
EXTERIOR WALLS
CMu - INT INSUL
R-4.1
FRAMED WD - ADJACENT
R-13
FRAMED WD - EXTERIOR
R-13
CEILIWs
IWDER ATTIC
R-30
LANAI
I
- -
p,1
12XI2 12XI2
BDRM #1 ROOM
DINING
LIVING ROOM
120 CFM
- 10X6 I0X6
8X4 120 CFM 120 CFM'
4���) —
FM
BATH # 1 -- 6 -
45 5 4° 6° —— -
�= u
6X4 P.I.C.
- — 10X6 ---
120 CFIM J'
8X4 KITCHEN
CFM
10X6 I -
Ir, CFM
-RA
12X8. 12XI6
PASS
DEN THRU 4' 1 L.ouvER� BDRM.#3
PLANTATION
L 16 1&0-04 2'8' --
- MAX AIR 10X6
584.15 CFM 75 CFM
- - _ 12XO
PASS
- — - - Tb#felJ',
4°°
-
8X4 6'
�45 CFM SX d
— I
45 CFM CVFm
'I
12X8 �I
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T�IRL1.- BATH 2
C, GARAGE
---— 10X6
FOYER 120 0=11
BDRM.•#2
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Reviewed for Code
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Universal Engineering
Sciences
_ MECHANICAL PLAN
SCALE: 114 = 1'-0'
4
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"1828-CALI"�
GALRAGE SWING-,,:
LEFTij
PAGE:
is
MECHANICA.I
PLAN
A MPH EXP.
j
PRINT 1"r 21
DATE: 03 / /
SCALE: 1/4"=1' — 0"
SHEET
m i
PER FLR
PLAN
1/2' CLG.
1/2' DRYWALL
SECURE BT- —
PLATE TO SLAB
W/ 10d MASONRY
NAIL s 32' OjG.
MAX
FIN. FLR
2X4 TOP PLATE
JSS
2X4 WOOD
STUDS a24'
O.G.
SLAB
NOTE: STUDS IN
PARTITIONS SUPPORTING
WALL HUNG PLUMBING
FIXTURES AND WALL
CABINETS SHALL BE NOT
LESS THAN 2x4, WHERE
SPACED NOT MORE
THAN 16" O.G. OR, NOT
LESS THAN 2x6, WHERE
SPACED NOT MORE
THAN 24" O.G.
TYP. INT. WALL (NON-BRG.
SCALE: 3/4' = I' -0'
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 9ID5.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNi. SECURED
PER FASTENER
SCHEDULE
PRE-ENG TRUSS
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
1'-ra pL_
TYP %I
5/8' GYPSUM B�
OR 1/2' HIGH
STRENGTH CLG.
BOARD
1/2' DRYWALL J
3 5/8' OR 5 3/8' —�
METAL STUDS 24' O.C.
20 GA METAL TO BE
INSTALLED IN WALLS
RECEIVING UPPER/
LOWER CABINETS
AND TU8/SHOWER 25
GA. METAL TO BE
INSTALLED IN ALL
OTHER WALLS. STUDS
TO BE SPACED Irc'
O.G. AT 2ND FLOOR
WALLS ADJACENT TO
STAIR WELLS AND
BATHROOM WALLS W/
TILE FINISH
WOOD BASEBOARD-
3 5/8' OR 5 3/8,
TOP CHANNEL (25
GA.)
1/2' DRYWALL
3 5/8' OR
5 3/8,
BOTTOM
CHANNEL
(25 GA-)
SECURED
TO GONG
FLOOR W/
3/4' PAF 4
TO WOOD
FLOOR W/
1/4' WOOD
SCREW
BOND BEAM -
50LID GROUT
W/ (1)- *5
(2) COURSE
1-STORY FINISH FLOOR
TYP. INT. WALL
METAL STUDS (ED
NON-BRG.
D1 SCALE: I/2'=i'-0'
SEE ENERGY CODE FORMS
INSULATION R-VALUES
REFERENCE STRUCTURAL
PER ELEVATION
�—R-4.1 INSULATION
WINDOW ATTACHMENT
AS PER MANUFACTURES
SPECIFICATIONS
SPECIFICATIONS
■■M
STRUCTURAL
1x2 P.T. FURRING -
STRIPS ® 24' O.G.
8' CMU
1/2' THICK, 2 COAT PORTLAND-1—
CEMENT PLASTER APPLIED 1/2' GYP. WL. BD. -
DIRECTLY TO MASONRY WOOD BASE —
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 905.I.I-
ROOF SHEATHING
THICKNESS AS PER
SHEET SNI.
SECURED PER
FASTENER SCHEDULE
STRUCTURAL
PRE-ENG TRUSS
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
1/2' THiCK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY
ID -ID FIN. FLR_ OL 0'-ID' FIN. FLR
ROOF SHEATHING THICKNESS IS
ENGINEERED PER ASCE -1-16 IN
ACCORDANCE WITH FBCR 2020
1TH EDITION, SECTION R301.1.3
AND 1609.5.1.
W/ WINDOW OPENING B TYP. WALL SECTION
NO OPENING
5" DIA. SLEEVE,
DO NOT CUT
IPE THROUGH BOND BEAM
SCALE: 3/4" = I'-0`
NOTE:
METHOD TO BE USED FOR THE
1-STORY HIP BLOCK WALL INSTALLATION OF ROOF
SCALE: 3/4'=r-Ia' UNDERLAYMENT IN ACCORDANCE
WITH FBCR 905.111 OF THE FBCR
2020 1TH EDITION iS *4 WHICH USES
(2) TWO LAYERS OF ASTM D226
TYPE II OR ASTM D48ro'3 TYPE III
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
THICKNESS AS PER
SHEET SNI. SECURE PER
FASTENER SCHEDULE
ON SHEET SNI
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
STRUCTURAL DETAILS
In' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
V -0" FIN. FLR L
y7�
9`
MA'
CAULK AND SEAL
GAS LINE
I? PVC SLEEVE FOR GAS LIPS
e• Chu
in, GYP. WL. BD.
WOOD BASF
2B GAS LINE THRU BLOCK
D1 SCALE, IR'•r-ff —
—2X4 SPF 24' O.G. MAX.
SECURE W/ (2) 12d NAILS
® EA. END
2x BLOCKING BETWEEN TRUSSES
—PER STRUCTURAL DETAILS —
AT ALL UPRIGHTS
PER STRUCTURAL
PER STRUCTURAL DETAILS
PRE-ENG WD. TRUSS
EEq F
PER ELEVATION
CONT. 2x RAT RUN SECURED PER
STRUCTURAL DETAILS
SEE ENERGY CODE FORMS FOR -
INSULATION R-VALUES
PER ELEVATION
t'PSUM BOAivW OR In'
TRENGTH CLG. BOARD
R-4.1 INSULATION
WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
REFERENCE
STRUCTURAL
1x2 P.T. FURRING
STRIPS o 24' O.G.
In' GYP. WL. BD.
WOOD BASE
RevIOWed for Code
Compliance
Universal Engineering
Sciences
1/I' THICK, 2 GOAT -
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
GALV. STEEL
TRACK BRACKETS
-
FASTENED TO
WOOD JAMB PER
PRODUCT
GALv. STEEL
APPROVAL REa
VERTICAL TRACK
1, MIN.
BY MAUF.
SLIDE
FASTENED TO
TRACK BRACKETS ROOM
W1 PRODUCT
APPROVAL REOL
CORDER DEAD
a' CMU SEE
STRUCTURAL FOR
REINFORCEMENT
-2x6 P.T. WD
ATTACHED TO FILL
CELL AS PER
PRODUCT
APPROVAL Ma
- SEALANT
BACKER ROD
- WEATHER STRIP
MOULDING ALL
AROUND MY
DOOR MANUF.)
OVERHEAD POOR
BY OTHERS
3 � GARAGE DOOR JAMBS
D1 SCALE: 11/2"=P-0'
FIBERGLASS SHINGLES
WITH UNDERLAYMENT
AS PER FBCR 905.1.1.
ROOF SHEATHING
THICKNESS AS PER
SHEET SNi.
SECURED PER
FASTENER SCHEDULE
MTL. DRIP EDGE
9 2x FASCIA PER
"4JIIJ�x" ELEVATIONS
VENTED SOFFIT
\—WALL SHEATHING
THICKNESS AS PER
SHEET SNi. SECURE PER
FASTENER SCHEDULE
ON SHEET SNI-
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
t STRUCTURAL DETAILS
CMU
0'-0' FIN. FLR
ROOF SHEATHING THICKNESS IS
ENGINEERED PER ASCE rt-16 IN
ACCORDANCE WITH FBCR 2020
-ITH EDITION, SECTION R301.1.3
AND 160'15 L
A W WINDOW OPENING n TYP. WALL SECTION
L NO OPENING
NOTE:
METHOD TO BE USED FOR THE
1-STORY GABLE BLOCK WALL INSTALLATION OF ROOF
SCALE: 3/4'=1'-m' UNDERLAYMENT IN ACCORDANCE
WITH FBCR 9m5.1.1.1 OF THE FBCR
2020 ITH EDITION IS *4 WHICH USES
(2) TWO LAYERS OF ASTM D226
TYPE 11 OR ASTM D486'3 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 800 or ASTM C920 Class 25 Grade NS
or greater For proper joint expansion and contraction, ASTM C1281, AAMA $12, or other
approved standard as appropriate for the type of sealant. Fluid -applied membranes
used as flashing in exterior walls shall comply with AAMA 114. The flashing shall extend to
the surface of the exterior wall finish.
2194 HWY A1A. SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325 J
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SUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT #20
PROJECT#
0432I.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
DETAILS
(SHINGLE)
160 MPH EXP. C
ARCHfTECT:
STATE OF FLORIDA
MAR 18 2021
MCHAEL C. ANDERSON
AR NO T7305
PRINT DATE: 03 17 21
SCALE: 1/4'f=1'-0"
SHEET
i
TOP:
2X6 P.T. • CENTER OF DOOR HEADER SECURED
W/ (1) 1/2' X 8' J-BOLT
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/8' WASHER 4 NUT
OR
W/ (2) 1/2' X 8' ANCHOR BOLTS
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/5' WASHER 4 NUT
`L-SECURE 2x4 ONE'
PLAT TO BLK
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' J
X 2' X 1/8' WASHER 4 NUT. (U WITHIN
8' OF TOP, (I) WITHIN 8' 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
D SCALE: IR'•I'-0'
Ix4 P.T. OR 5/4'X4' MIN.
SECURE THRU FRAME 4
EXTEND 1-1/4' INTO
BLOCK W/ 3/16'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1-1/4'
WITHIN 8' OF EACH END
4 18' O.C. MAX SPACING
8' CMU
1/2' DRYWALL
I'X4'
P.T. NAILER
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +3/4" OR +5/4"
A WINDOW TO BLOCK +3/4" OR +5/4"
2X4: 11811
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 IS' 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
4 18' O.G. MAX SPACING.
2X8: Cil
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 18' O.C. MAX
SPACING.
8' CMU
1/2' DRYWALL
❑ 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 +1 1/2"
WINDOW TO BLOCK +1 1/2"
2X4: CM
SECURE TO BLOCK W/
3/I6' TAPCONS (MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH
END 4 18' O.G. MAX
SPACING.
2X6: CEO
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN- HEAD SIZE 300
MIN. EMBEDMENT 1 1/47
WITHIN 8' OF EACH END
4 18' O.G. MAX SPACING
2X8:
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
4 18' O.C. MAX
SPACING
8' CMu
1/2' DRYWALL
I'X4'
P.T. NAILER
7/16' OSU3. 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 +1 15/16"
C WINDOW TO BLOCK +1 15/16"
2X4:
SECURE TO BLOCK W/
3/16' TAPCONS (MIN.
SHANK SIZE .146 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) 3/16' 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.
2X8: ll
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
4 18' OTC. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
ON OUTSIDE 4 SECURED
THROUGH NON-STRUCTURAL
3/16' TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK
8' CMU
❑ 1/2' DRYWALL
I'X4'
P.T. NAILER
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
JAMB (DO NOT EXCEED 1/4')
DOOR JAMB TO BLOCK +2 1/4"
nWINDOW TO BLOCK +2 1/4"
1 L�
Reviewed for Code
Compliance
Universal Engineering
Sciences
2X4: ®
2X4: 10
SECURE TO BLOCK
SECURE TO BLOCK W/
W/3/16' TAPCONS (MIN.
1/4' TAPCONS (MIN.
SHANK SIZE .145 MIN.
SHANK SIZE .145 MIN.
HEAD SIZE 300
HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH
WITHIN 8' OF EAC4
END 4 V O.G. MAX
END 4 18' O.G. MAX
SPACING.
SPACING.
2X6: ®
2X6: CEO
SECURE TO BLOCK
SECURE t0 BLOCK
W/(2) 3/16' TAPCONS
W/(2) 1/4' TAPCONS (MIN.
(MIN. SHANK SIZE .145
SHANK SIZE .145 MIN.
MIN. HEAD SIZE 300
HEAD SIZE 300 MIN.
MIN. EMBEDMENT 1 1/49
EMBEDMENT 1 1/4')
WITHIN 8' OF EACH END
S' CMU
WITHIN 8' OF EACH END
4 10' O.C. MAX SPACING.
4 18, O.C. MAX SPACING.
8' CMU
2X8: ®
/2' DRYWALL
2X8:
❑
1/2' DRYWALL
SECURE TO BLOCK
I X4
SECURE TO BLOCK
1'X4'
WI(2) 3/16' TAPCONS
P-T. NAILER
W/(2) 1/4' TAPCONO
P.T. NAILER
(MIN. SHANK SIZE .145
DOOR CASING
(MIN. SHANK SIZE .145
Ir
MIN. HEAD SIZE 300
MIN. HEAD SIZE 300
- 1/16' ObM. X 4' MIN.
MIN. EMBEDMENT 1 1/4')
MIN. EMBEDMENT 1 1/49
WITHIN 8' OF EACH END
WITHIN 8' OF EACH END
DOOR CA51NG
4 18' O.C. MAX
4 18' O.G. MAX
SPACING.
DOOR JAMB OR WINDOW
SPACING.
ATTACH 2X PER
POOR JAMB OR WINDOW
MANUFACTURES
RES DETAILS.
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
NOTE: SHIM AS NEEDED
TO PLUMB
JAMB (DO NOT EXCEED 1/4')
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO
BLOCK +3"
DOOR JAMB
TO BLOCK
+3 7/16"
E
+3"
WINDOW TO
BLOCK +3
7/16"
G
2X4: 10
SECURE TO BLOCK W/
3/I6' 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.
2X(P: CEM
SECURE TO BLOCK
WK2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN- EMBEDMENT 1 1/4')
WITHIN W OF EACH END
4 18' O.C. MAX SPACING.
2X8: CEM
SECURE TO BLOCK
W/(2) 3/16' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN S' OF EACH END
4 18' OTC. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
ON OUTSIDE 4 SECURED
THROUGH NON-STRUCTURAL
3AW TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK
S' CMU
10 1/2' DRYWALL
1'X4'
P.T. NAILER
DOOR CASING
2ND 2X SECURE TO STRUCTURAL
MEMBER W/(2)Ild WITHIN 8'
OF EACH END 4 6' TO 8' OZ. MAX
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
NOTE: SHIM AS NEEDED TO PLUMB MANUFACTURES DETAILS-
JAMB (DO NOT EXCEED 1/49
DOOR JAMB TO BLOCK +3"
(- 'WINDOW TO BLOCK +R"
2X4: 10
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 V O.G. MAX
SPACING.
2X6:
SECURE TO BLOCK
W/C21 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: Cam
SECURE TO BLOCK
W/(2) 1/4' TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 1/49
WITHIN W OF EACH END
4 18' O.C. MAX
SPACING.
NOTE: STRUCTURAL 2X MUST BE
ON OUTSIDE 4 SECURED
THROUGH NON-STRUCTURAL
3/16' TAPCON MIN. 1-1/4'
EMBEDMENT INTO BLOCK
L—VI
8' CMU
1/2' DRYWALL
❑
I'X4'
P.T. NAILER
0
I' P.T. X 4' MIN.
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB
;IAMB (DO NOT EXCEED 1/4')
DOOR JAMB TO BLOCK +3 3/4"
A OW TO BLOCK +3 3/4"
�';`.
CMU
•
}' DRYWALL
:::.
IX FURRING
X
111
7/7�1
RIP 2XIO TO
DOOR
8-1/81W
FRAMING
HOLD PLUSH TO
INTERIOR FACE
OF DRYWALL
ENTRY DOOR BUCK
REQUIREMENTS
K KTA
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
L AA #: 0003325 J
Ill
F
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W
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W
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Q
x
SUBDIV. & LOT:
lllll
CREEKSIDE
PHASE 2
LOT #20
PROJECT#
04321.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO 17305
D TE 03/17/21
SCALE: 1/4"
SHEET
NOTE:
IF ZIP SHEATHING SYSTEM 15
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
PREFORMED CONTROL JOINT
FLANGE OF CONTROL JOINTS T
BE WIRED TIED TO LATH a 9'
OZ. MAX (VERT-). NOT :DO
NOT FASTEN CONTROL JOINT TO
WALL EVEN IF STUD EXISTS
BEYOND EXCEPT STAPLES W/
fib' LEG MAY BE USED TO TEMP.
SECURE CONTROL JOINT
DURING INSTALLATION
FASTENERS TO BE SPACED
a 1' O.G. MAX VERTICALLY
I
tHIGK, 3 GOAT CEMENT
PLASTER
WRB LAYER 82, FORTIFIBER
BUILDING PAPER
APPROVED METAL LATH
FASTENED al' (VERT.) O.G. MAX
AT SUPPORTS
WRB LAYER 01,
STUCCO WRAP
WOOD SHEATHING
OR 1/16' ZIP SHEATHING
SYSTEM qNSTALLED PER
MANUF. 67Ce.)
LATH SHALL NOT
GAP MIN.
BE CONTINUOUS 6 To a'
b *O e
THROUGH CONTROL MIN.
JOINTS BUT SHALL
MIN.
BE STOPPED AND
TIED AT EACH SIDE.
PROVIDE 2X4 BLOCKING
PER ASTM G1063 \
PLACED FLAT MAX. 6' TO 8'
\
FROM CONTROL JOINT WHEN
NOT.
CONTROL JOINT FALLS ON
1. FASTENERS FOR LATH TO BE NAILS OR
STRUCTURAL STUD
STAPLES IN COMPLIANCE W/ ASTM CI063
2. WIRE TIES TO BE (NO. 18) 0.0415' WIRE
3. BLOCKING SHOWN MAY BE IN ADDITION \
TO WALL STUDS REQUIRED PER PLAN
O"M" TYPE CONTROL JOINT
O1. FOLD INWAIRP a Pr. A
OI. FOLD INWARD a
Pr. A
2. CREAGE ■ PT. 5
3. CREASE . PT. C
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
FELTINDERLAYMENT-
SHINGLE Rcam
DRIP EDGE, OVERLAP 3',�
EXTEND in, BELOW
GHEATHRJG, MECHANICALLY /
FASTEN 4' OG. MAX
O1. FOLD Il a Pr. A
2. GARAGE • PT. B
J
®
1. FOLD IN UARD . FT. A
2. CREAW • FT. 5
3. CFEAGE a Pr. C
4. FOLD FT. C OVER Pr.
15 TILL FT. C TOUCHES
50TTOM FLANGE
BOTTOM
FLANGE WATER Tr —HT
SEAL. FOLD, 22
WE CUT.
i' THICK, 3 COAT CEMENT
PLASTER (PIQAI'IE), I/1' 2 COAT
CEMENT PLASTER (CMU)
WRB LAYER 02, FORTIFIBER
BUILDING PAPER(FRAME a.LY)
U4� LAYER 01,
STUCCO WRAP (FRAP7E ONLY)
LAP LAYERS Cr- BUILDING WRAP
OVER NAILING FLANGE, STOP
urea B I k' ABOVE
SHINGLES (PRM'7E ONLY/
FAME OR CM
EXTERIOR
�rx nuei i SOWED
5rEi WALL FLASHING
ltao
n Kluc-our FLASHING (SEE
DETAIL)
WRAP
NDI€ INSTALL KIC
FLASHING AT BOTTOM OF ROGP'
WALL NTERSECTIONG
NOTE.
APPROVED BUILDING WRAP
SHALL BE LAPPED A MINIMUM OF
6' a VERTICAL LAPS (ROLL
ENDS) 4 6' a HORIZONTAL LAPS.
ALL SEAMS NEED TO BE TAPED
WITH FORT15ER SHEATHING TAPE
/ I" MIN. LAP c META'_ LATH
6" MIN PAPER LAP BELOW ONLY /
BUILDING PAPERORTIFIBER/
a i
2 APER LAP
SCALE: 1 1/2' • 1'-0-
® KIC KO UT
DETAIL
LATH VERTICAL LAP TO BE I'
METAL LATH
I
WRB LAYER h,
STUCCO WRAP
I
I' MIN LATH
LAP, 4" OVEI
ALL _AP
VERTICAL LATH
& PAPER DETAIL
NOTE -
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WOOD ETUDE
NOTE,
SHEATHING -
SIDE LAPS OF METAL
OR 1/16' ZIP SHEATHING SYSTEM
PLASTER BASES SHALL
(INSTALLED PER MANUF. SPECSJ
BE SECURED TO
BUILDING —
FRAMING MEMBERS.
PAPER
THEY SHALL BE TIED
BETWEEN SUPPORTS
WITH 0.0415-IN. (121-MM)
STUCCO —
WIRE AT INTERVALS NOT
MORE THAN 9' (229-MM).
AS PER ASTM C1063.
NOTE;
THICK, 3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER 02, FORTIll
BUILDING PAPER
WRB LAYER w,
STUCCO WRAP
WOOD SHEATHING
OR -IAb' ZIP SHEATHING
SYSTEM (INSTALLED PER
M.�1NUF. SPEGSJ
6' MIN.
LAP
1 'LA- . LATN
3" LAP ® PAPER
FOR REPAIR OF TEARS HORIZONTAL LATH
IN WRB LAYERS, TEAFZS
MAY BE PATCHED & PAPER DETAIL
W/HOUSE WRAP TAPE
PER MANUR SPEC. OR
PEEL 4 STICK
7/16" ZIP SHEATHING
SYSTEM ( INSTALLED PER
teacip. 81S654I1154
OR CMU
LUR5 LAYER 01,
STUCCO WRAP (FRAME ONLY)
8" THICK, 3 COAT CEMENT
PLASTER (FRAME), 1/2" 2 COAT
I.% . CEMENT PLASTER (CMU)
�_. METAL LATN (FRAME ONLY)
LAP LURE E TAPE OVER
I' ROOF/UJALL SCREED
z 5"X5' "L" TYPE CONTINUOUS
z GALV. METAL FLASHING
(NAIL TO ROOF DECK, NOT
UJALL SHEATHING)
CAP SHINGLE - DO NOT NAIL,
INSTALL WITH ROOF CEMENT
ROOF CEMEN
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
ROOF PER ELEVATIONS
5 " L" FLASHING
N.T.S.
41x4' SELF -ADHERING MEMBRANE
FLASHING (COMPATIBLE W/ HOUSE
WRAP MATERIAL) OVER
APPROVED HOUSE WRAP.
FLASHING TO EXTEND ONTO PIPE
I' OR LESS PIPE
PENETRATION
CUT AND OVERLAP ONE SIDE OF
SELF -ADHERING MEMBRANE
FLASHING
STEP 41
Reviewed for Code
Compliance
universal Engineering
Sciences
Wx6' SELF -ADHERING MEMBRANE
FLASHING (COMPATIBLE W/ HOUSE
WRAP MATERIAL) OVER 41x4•
SELF -ADHERING MEMBRANE
FLASHING OVER APPROVED
HOUSE WRAP.
FLASHING TO EXTEND ONTO PIPE
CUT AND OVERLAP ONE SIDE OF
SELF -ADHERING MEMBRANE
STEP "2 FLASHING
WRB LAYER 01,
STUCCO WRAP
WRB LAYER 02, FORTIFIBER
BUILDING PAPER
METAL LATH
ill SELF -ADHERING MEMBRANE
-' FLASHING OVER 4'x4'
SELF MEMBRANE
-
-ADHERING
FLASHING OVER APPROVED
INSTALL FASTENERS (CLIPS,
HOUSE WRAP.
STRAPS, STAPLES) AS
FLASHING TO EMEND ONTO PIPE
REQUIRED TO SECURE -
4'x4' SELF -ADHERING MEMBRANE
PIPE/ WIRE TO FRAMING
"-_ FLASHING OVER APPROVED
HOUSE WRAP.
-
- — FLASHING TO EXTEND ONTO PIPE
' GONT. BEAD OF SEALANT
-' INSTALL APPROVED HOUSEWRAP AIR
-
INFILTRATION BARRIER OVER
- SHEATHING
ELASTOMERIC COATING OVER STUCCO/
G.V. FINISH (SEE TYP WALL SECTION)
SECTION
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
n ,� FIFE fi NETRATION
� >� k I C
PER SECTION R703.7
Exterior lathing and plastering
Exterior use of portland cement plaster
shall comply with the application
requirements of ASTM C 926-18b.
Installation of exterior lathing and framing
shall comply with ASTM C 1063-19a,
or ASTM 1787.
TAIL (PRA E)
n1i \\ 001)
DRAINAGrE PLANE BLURB
STUCCO WRAF)
WfR5 LA'ER 1*2 (FORTIF18ER — — — — — —
3UILDINl FA ER)
1"IETAL LATH X X X X
STUCCO '
WOOD OR 7/10" ZIP WALL
SHEATHING - -
SELF-ADHESIVE 1-L)4SHINCz — NOTE:
r*IETAL LATH: LATH TO 5E PER SECTION
Ri03.7.1 / 457"1 C-847-1.4a, 1 IiN- 2.5 LBS.
fi ER SQ. YARD (UTILITY OR N01`VIINr4L
LATH DOES NOT 1" 1EET SRECIFIC)4TIONS)
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 #20
PROJECT#
04321.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
LDETAILS
t60 MPH EXP. C
ARCHffECT:
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO 17305
=DRATE:
//03 17 21
SCALE: 1/4"=1'-0"
SHEET
Y Y AI
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
BACKER ROD
jij' X
T
X
INSTALL 6' SELF -ADHERING
MEMBRANE FLASHING OVER
TOF', SIDE(S) AND BOTTOM
FLANGES OF NON -MOVABLE
FRAME OF THE EXHAUST.
SEQUENCE OF FLASHING TO BE:
I BOTTOM. 2. SIDES, 3. TOP
VENT CAP IS TO BE SET IN BED
OF SEALANT AT TOP AND
SIDES ONLY. SEALANT IS TO BE
TOOLED SO AS TO DEFLECT
WATER AWAY FROM JOINTS.
E-Z BEAD ALL AROUND
VENT -APPLY SEALANT ALL
JOINTS AND INTERSECTIONS
APPLY SEALANT AT PERIMETER OF
NON -MOVABLE FRAME AND STUCCO
ON ALL SIDES, Y4' CAULKING 0 JOINT
ALL AROUND
PER SECTION R703.7
Exterior lathing and plastering
Exterior use of portland cement plaster
shall comply with the application
requirements of ASTM C 926-18b.
Installation of exterior lathing and framing
shall comply with ASTM C 1063-19a,
or ASTM p 87.
WRB LAYER "I, X
STUCCO WRAP - , HOODED VENT
— X
X THICK, 3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER 02, FORTIF15ER
BUILDING PAPER
WOOD SHEATHING
DRYER VENT ( FRAME)
LEGEND
DRAINAGE PLANE (WRB
T
LAER #1, STUCCO WRAP)
WRB LATER *2 (1=0RTI1=IBER — — — — —
BUILDING PAPER)
METAL LATH x—x—x—x
STUCCO - --1
WOOD OR 1/1� ZIP WALL
SHEATHING
SELF-ADHESIVE FLASHING
NOTE:
METAL LATH: LATH TO BE PER SECTION
R-103.1.1 / ASTM C-841-14a, MIN. 2.5 LBS.
PER SQ.TARD (UTILITT OR NOMINAL
LATH DOES NOT MEET SPECIFICATIONS)
BUILDING PAPER
OVER 'QUICK
FLASH'
PIPE THROUGH
WALL
6 SELF ADHESIVE —
FLASHING (INSTALL
PER MANUF. SPECS.)
BUILDING PAPER
UNDER 'QUICK FLASH'
ELEC. METEF
VERIFY LO
FINISH
6' SELF ADHESIVE
OVER TOP E SIDES
FLASHINCs
UNIT
PREMANUR DRYER
VENT CAP (SET IN
CONT. SEALANT)
Reviewed for Code
Compliance
Universal Engineering
Sciences
1/16' ZIP SHEATHING SYSTEM
INSTALLED PER MANUF. SPECS.) OR
WOOD SHEATHING
i
WRB LAYER 00 0
WOOD 7/8' TEXTURED —FINISH s WOOD
CONSTRUCTION
SEALANT I I 8' CMU
TOP E SIDES a
6' WIDE STRIP SELF - -- ADHESIVE FLASHING, CLEAN
MASONRY BEFORE APPLYING
TEXTURED
FINISH a MASONRY
7B HORIZONTAL WEEP SCREED
(FRAME TO BLOCK)
'BLOCK)
1 / NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
A VENT PENETRATION
SCALE: N.T.S.
Ah:�A I V Mtf>=1 Vt
STUCCO SCRATCH COAT
d 1 COAT OF PAINT W/BACK-
ROLL PRIOR TO
ELEC. METER INSTALLATION
rol
ELEC. METER FIELD
VERIFY LOCATION
APPLY STUCCO SCRATCH COAT
AND ONE (1) LAYER OF PAINT
PRIOR TO INSTALLING ELEC.
METER
CAVITY TO BE FILLED
WITH RIGID POLYMERIC
ISOCYANOTE-POLYBLEND FOAM
i a= At c.ti ITC 7R SIMILAR)
APPLY A SILICON
BASE SEALANT AT POINT
THAT ELEC. WIRE PENETRATES
.:O SCRATCH
COAT LARGER THAN THE ELEC.
METER CAN OR METER CAN
COMBO OR METER CAN AND
DISCONNECT
O ELECTRICAL CONDUIT
PENETRATION
CUT OPENING IN
APPROVED HOUSEWRAP
FOR BOX INSTALLATION
WRB LAYER 01,
STUCCO WRAP
WOOD SHEATHIr
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
STEF '*1
5T F *�
1,
STUCCO WRAP
WRS LAYER "2, FORTIFIBER
BUILDING PAPER METAL LATH
FASTEN 70 WOOD STRUCTURAL
Ys' TO J¢' MID -WALL
f
MEMBER ®7' O.C. MAX
WEEP SCREED
--- zQ
�J
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
WRB LAYER 01,
STUCCO WRAP
GUT "X' INTO \X
SELF -ADHERING / \
MEMBRANE FLASHING —
APPLY SELF -ADHERING
MEMBRANE FLASHING
OVER BOX AND OVER
APPROVED WRB
LAYER M
ST= '*2
APPLY 6m MIN
GRADE 'D' FELT
OVER
SELF -ADHERING
FLASHING OVER
APROVED
HOUSEWRAP
WRB LAYER 01,
STUCCO WRAP
MEMBRANE FLASHING 1
WRB LAYER 02, FORTIFIBER
BUILDING PAPER
5 T E F *'.4
ELASTOMERIG
COATING OVER
STUCCO/ G.Y. FINISH
(SEE TYPICAL WALL
SECTION)
METAL LATH
5 STEP " STEP *o
OELECTRICAL RECEPTACLE
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 #20
PROJECT*
04321.200 20R1
MODEL•
4EBB
"1828-CALI"
GARAGE STrMG:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
%160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO 17305 od
DATE: a 03/ 17 21
DAT
SCALE: 1/4"=1'-0"
SHEET
M11WO
LEGEND
DRAINAGE f=LANE CLURB
LAYER 01, STUCCO UJRAR)
LIJRB LAVER 02 (FORTIFIBER — — — — —
BU I L D INGs PAPER)
METAL LATH x x x x
STUGGO
UJOOD OR —I/16" ZIP LUALL
5HEATHINCx
SELF—ADHESIVE FLA5HING
14B1CORNER BEAD
CORNER BEAD
(FASTENER 4 SPACING 19 7" O.G.)
CMU
1/2" THICK, 2 COAT CEMENT
PLASTER APPLIED
DIRECTLY TO MASONRY
@ BLOCK
swome Reviewed for Code
Compliance
tu Universal Engineering
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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PROJECT#
0432I.200 20R1
MODEL•
4EBB
"1828—CALI"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS
t60 MPH EXP. C
ARCHrrECT
STATE OF FLORIDA
MAR 18 2021
WCHAEL C. ANDERSON
AR NO 17305
DATE-. 03/17/21
SCALE: 1/4' =1'-0"
SHEET
WA3
I
2x6 SUB -BAND
W/1 "x4" NOTCH a
END, WRAPPED IN
PEEL 4 STICK
DRIP EDGE
-1/8" TEXTURED
FINISH a WOOD
1/2" TEXTURED
FINISH -a CMU
METAL FASCIA
WRAP Y8' FROM
STUCCO, 1" FRO
WOOD WALL
EXTERIOR WALL
(FRAME OR CMU
N, NOTE: NOTCH FOR 2X6
�N, SUB BAND ONLY
�\ r
\
( )ELEVATICN-
METAL FASCIA WRAP
2X6 SUB BAND
—ROOF KICK OUT REMOVED
\\ FOR CLARITY
T ROOF DECK (BEYOND)
\� DRIP EDGE, 1" OFF WALL
NOT INTO STUCCO)
11/8" TEXTURED FINISH w
/ WOOD, 1/2" TEXTURED
i
FINISH 1w CMU
'— 2x& SUB -BAND W/1"x4" NOTCH a
END, WRAPPED IN PEEL 4 STICK
METAL FASCIA WRAP 1" OFF -
WOOD WALL. SUB BAND 2"
OFF WOOD WALL
1/8' TEXTURED
FINISH a WOOD,
1/2' TEXTURED
FINISH a CMU
AL LATH
WOOD SHEATHINGS
OR CMU
WR5 LAYER *I,
STUCCO WRAP (FRAME ONLY)
WRB LAYER 02, FORTIF15ER
5UILDING PAPER
(FRAME ONLY)
ROOFING CEMENT
DRIP EDGE
METAL KICK OUT
NOTE: I
IF ZIP SHEATHINC
PLEASE SEE MAI
PROCEDURES
PRE-ENG'D TRUSS TO BE CUT a
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "X4 "x4' - 0'
SCABBED TO TRUSS
W/126 NAILS ro"-8"
O.C. MAX.
2x SUB -BAND W/lY"x4"
NOTCH 6 END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL ® WALL
SUB BAND DETAIL P WALL
W /KICK -OUT
FRAME OR CMU
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY, FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
WIV2Ux4" NOTCH
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT a
ROOF EDGE
OMITTED FOR
CLARITY
FRAME OR CMU
WALL KICK -OUT FLASHING
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY, FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
W/%"x4" NOTCH a
END, WRAPPED IN
PEEL E STICK
*ROOF CEMENT s
ROOF EDGE
OMITTED FOR
CLARITY
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE 2
LOT #20
PROJECT*
04321.200 20RI
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
WALL
ASSEMBLY
DETAILS:
SUB -BAND
160 MPH E3M C
ARCHrrECT--
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO 17305
DATE 03/17/21
SCALE: 1/4"=1'-0"
SHEET
WAS
a
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FOUNDATION NOTES Cee
UniversallEnginnglneerinc
Sciences
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE +-0'-0
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION +4-0", SEE SURVEY PLOT FOR NAVD.
5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
R
6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE:
PROVIDE 1/2" FELT PAPER AT THE JOINT.
7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL
DRAWINGS.
8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING.
9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE
WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT.
11.JINDICATES #5 BAR, []INDICATES #6 BAR,RNDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 =
30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TMS 402/602-16, BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION
SHALL BE IN ACCORDANCE WITH TMS 4021602-16, USING: F'm = 2,000 PSI, TYPE "M" ORS"
MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND.
16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER s OF SLAB SUPPORTED
3'-0" O/C MAX. SEE PLAN FOR WWM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2020 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 7th EDITION
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W 1.4xW 1.4 OVER
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY.
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF.
TOP REINF.
T.O.F.
SHORT
LONG
TE-1
8"
SEE PLAN
10"
-
(2) #5's
(+)0 -0"
FM 12x12
12"
CONTINUOUS
12"
(2) #5's
+ 0 0"
FM 12x18
12"
CONTINUOUS
18"
(2) #5's
(+)0 0'
FM 16z18
16"
CONTINUOUS
18"
(2) #5's
(+)0 0'
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12"
CONTINUOUS
18"
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24"
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STRAP TO
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UNIT ROLL STRAP OR
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TAP —CONS
CORNER OF
UNIT
C❑NC,
SECURE STRAP TO
SLAB
UNITS W/ (2) #Bxl
1/4 SHT MTL
A/C
CONNIffflON
TO
PAD DETAIL
FOUNDATION PLAN
SCALE: 1/4„ = 1,-0„
LINDIAN
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F
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DATE:
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SEE SLAB SCHEDULE
EXT. PORCH SLAB- 4" CHAMFER (1-STORY)
W/ 1/2" ISOLATION 6" CHAMFER (2-STORY)
JOINT (WHERE • •
APPLICABLE))
z SEE SCHEDULE
FOR WxD; BAR SIZE
F� AND BAR QUANTITY
EXTERIOR MONO -FOOTING
0
m
BOLLARD
LAP NP PLATE A MIN. OF 48"
AND NN W/ 16d COMMON
NAILS. 2- WS, 4" O/C BTM.
LAP TO OC R OVER STUD
2x4 OR 2x6 WOO NEARING -
WALL W/SYP No 2 UDS SEE
PLANS FOR SPACING. INGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLAT
�U, ---
TOP OO F SLAB
SCALE: 3/4"=V-0"
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
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>
SPACING REQUIREMENTS
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6" CHAMFER (2-STORY)
JOINT (WHERE
• •
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APPLICABLE) Z
FOR WxD. BAR SIZE
-
AND BAR QUANTITY
N
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TAGGERED.
IONAL METAL
NECTORS NOT
QUIRED WHEN NO
JPLIFT IS PRESENT.
SEE SLAB SCHEDULE
O LFOR HEDULE
, BAR SIZE
XQUANTITY
9 INT IOR FOUNOD WALL
SCALE:3/4"=V-0" (NO LIFT)
SCALE: 3/4"=V-0"
NEW REINF. BAR
SECURED W/2-PART
EPDXY. MIN. EMBED
8", UNO
FOLLOW ALL MANF.
SPECIFICATIONS FOR
USE AND
PREPARATION OF
i - HOLE.
4" CHAMFER (1-STORY)
6" CHAMFER (2-STORY)
ADDING BAR TO
MONOLITHIC FOUNDATION
SCALE: 3,14"=V-0"
STEEL REINFORCING IN GROUTED
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTS
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°Q
CENTERED UNDER WALL AND
POURED MONOLITHICALLY WITH
• •
- - -
FOUNDATION AND SLAB
SEE SCH ULE
FOR WxD, BA SIZE
AND BAR QUAN TY
MBINED EXTERIO MONO-
OOTING AND COL. P
1
30"
MIN. EACH WAY
MONOLITHIC FOOTING
I -t F FM
CORNER BARS, SAME SIZE AS LARGER BAR
IN FOUNDATION WITH 30" LEG EACH
WAY AT ALL CHANGES IN DIRECTIONS
SO THAT THE STEEL REINF. IS CONTINUOUS
MATCH AMOUNT OF CONTINUOUS BARS
LL CONTINUOUS STEEL MONOLITHIC
FOOTING REINFORCEMENT SEE SCHEDULE
WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING
DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO
MONOLITHIC FOUNDATION
CORNER BARS DETAIL
AP TOP PLATE A MIN. OF 48"
A NAIL W/ 16d COMMON
NAIL 2-ROWS. 4" O/C BTM.
R
LAP TO CCUR OVESTUD
2x4 OR 2x6 D BEARING
WALL W/ SYP
No 2 STUDS SEE P S FOR
SPACING. SINGLE BT PLATE
TO BE PT. PROVIDE DBL. OP
PLATE
SIMPSON SPH4 OR SPH6
BTM AND TOP PLATE
ANCHORS W/ 10d x 1 1/2"
COMMON NAILS FILL ALL
HOLES, DO NOT USE 10d
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SCALE: 3/4"=1 `-0"
— VERIFY HEIGHT
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PLATE TO SLAB W/
VfPDGE ANCHOR W/ 2"
R SET IN HIGH STRENGTH
5-1/2" EMBED. MIN. @ 16" OC
EE SLAB SCHEDULE
EQ. EQ. SEE SCH ULE
- -
FOR WxD, BA IZE
AND BAR QUANT
INTERIOR CURB FOUNDATION WOOD WA
SCALE:3/4"=V-0" (W/ UPLI
POURED LINTEL CONT. (TYP.)
:,o,.
8" CMU FILLED CELL (TYP.)
2X WALL FRAMING
1/2" DIA. SIMPSON STB2 BOLTS 5"
MINIMUM EMBEDMENT INTO
GROUTED CELL, 4" FROM ENDS AND
16" O.C. VERTICALLY MAX
INTERIOR FRAME BRG WALL TO
BLOCK WALL CONNECTION
SCALE: 3/4"=V-0"
FOR
NRY
SET
EV:
RECESS AROUND GARAGE
DOOR OPENING
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS. 4" O/C BTM.
LAP TO OCCUR OVER STUD
2x4 OR 2x6 WOOD BEARING -
WALL W,i SYP No 2 STUDS SEE
PLANS FOR SPACING. SINGLE
BTM. PLATE TO BE PT.
PROVIDE DBL. TOP PLATE
t�iRi7�YI\e3
SCALE: 3/4"=V-0"
VERIFY HEIGHT
OF WALL W/ PLAN
PROVIDE BLOCKING
SECURE BT. PLATE TO
SLAB W/10d MASONRY
NAIL 16" O/C STAGGERED.
/ ADDITIONAL METAL
CONNECTORS NOT
REQUIRED WHEN NO
w UPLIFT IS PRESENT.
i SEE SLAB SCHEDULE
fr
Q
EQ. EQ. SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
INTERIOR CURB FOUNDATION WOOD WALL
SCALE:3/4"=V-0" (NO UPLIFT)
Reviewed for Code
Compliance
Universal Engineerinc
WIMNARG Sciences
2194 HWY A1A, SUITE 301
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FLORIDA 12937
PH: 321802_3591
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AA #: 0003325
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04321.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE s WING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCM77
STATE OF FLORIDA
MAR 1 8 2021
MK>VEL C. ANDERSON
AR NO V305
DAB 03/17/21
SCALE: 1/4 *1_11- 0"
5
SHEET
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Universal Engineering
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.94 HWY A1A, SUITE 301
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PH: 321-802-3591
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4EBB
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GARAGE SWING:
F-]
LEFT
PAGE:
ti
DOWEL
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xs
160 MPH EXP. C
ARCHITECT-
STATE OF FLORIDA
MAR 1 8 2021
MICHAEL C. ANDERSON
,AR NO 17305
PRINT DATE: 03 17 21
SCALE: 1 /4"=1' — 0"
SHEM�ET
S1. 2
TIE VERTICAL REBAR
TO HORIZONTAL
REBAR W/ 10" HOOK
GROUTED BOND BEAM
VARIES PER ELE)
Z
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r__"REINFORCING
SCALE: 3/4"=V-0"
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
3611
#7
42"
STEEL REINFORCING IN GROUTED-T-1 F
CELL SEE PLAN FOR SIZE AND
SPACING REQUIREMENTSi F
8" CMU WALL
SEE SLAB SCHEDULE
EXT. PORCH SLAB 4" CHAMFER (1-STORY)
W11/2" ISOLATION 6" CHAMFER (2-STORY)
JOINT (WHERE •
APPLICABLE) Z MATCH STEEL
REINFORCEMENT
6" PVC CHASE v PER SCHEDULE
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SEE SCHEDULE
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AND BAR QUANTITY /
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f
PVC CHASE
I THRU FOOTING`
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
+ 0'
TOP OF SLAB
6" PVC CHASE THRU FOOTING
MATCH STEEL
REINFORCEMENT
PER SCHEDULE
#5 BARS
FEco
I. 8" I.
CMU UNIT DIMENSIONS
ARE NOMINAL SIZES
• MASONRY SYMBOLS
3 SCALE: 3/4"=V-0"
Reviewed for Code
Compliance
Universal Engineering
1B Sciences
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORI DA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE 2r
LOT #20
a'
PROJECT#
04321.200 20R1
MODEL:
4EBB
a
"1828—CALI"
'.""0,,ARAGE SWING -
LEFT
PAGE:
DETAELIS
rp,!
pi
�y
160 MPH UP ;mot
ARCHrrECT.
STATE OF FLONDA
I
0
-
MAR 18 2021
ANDERS,' I,
WY f�.
ail* AR N�C' 17305
S;J
DATE: 03/17' /21
SCALE:1/4"=1'-0"
SHEET
S 1
r�.
q
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10dx 1 1/2"IHDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 1 Od x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H1 OA OR LGT2 W/ 1 Od x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PEA FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTEI SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCO DANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METALICONNECTORS
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, bOOR AND
CLEAR SPAN OPENINGS.
8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILT] X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON �ACH 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-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
BEAM SCHEDULE
RZNRM INDICATES OPENING BELOW / T.O.B. =TOP
OF BEAM / B.01. = 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)xH
SIZE' W''
REINFORCEMENT
STIRRUPS
REMARKS
I
BTM.'
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x8
—
(t) #5
—
N/A
—
GROUTED SOLID
SEE SHEET
S2.2A FOR
SAFE LOAD TABLES
716-1 T/OM/OB
1 ♦ 1
o
GT
)Ell
♦♦
1 0 ♦ � o
1 0 ♦♦ ♦� o
I~ Y �1
1 LL LL
2.1 'r ._____________________400 1 ��_____________�,
8F16 1T/OM/OB_ ♦ _ �8F16-1T/OM/OB
♦ -8F24-
♦ I 1
♦♦ ♦ 1 T/OM/OBI �� 1
1 ♦ ♦��
1 ®♦
1 ♦♦ 1
GT
1 ♦♦ 1
1 �%
® � 1
♦♦
CD
1 � ♦♦ ♦� co l
1 L00
y
I I 1 I
I 1 1
1 I 1 1
1 I I
1
1 1 j I
1 i 1
' 1 1
11 1
cCDl
I� 1
0
ILL,
I00 1 col
1 1 C;
1 1 I
1 1
1 UNO, PROVIDE BB1 WHERE 1
1 - L ROOF TRUSSES BEAR, TOP
OF WALL EL. 8'-8", UNO.
I I 1
i I I I
1 I
I I �
1 1 1
1 I I
1 I I
1
I ,
I I I
1 Ir I I
I I( 1 I
1 I I 8RF6- I
1 ] I 1 T/OM/OB 1
1 � '
I I
I � GT
81`8-1 T/OM/013
I 1 ♦
i 1 8F16-1T/OM/0B
♦ II
81`24 MIN.-1T/0M/1B
17'-4"
STM. OF LINTEL @ 7-0"
ABOVE FINISHED GARAGE SLAB
Reviewed for Code
Compliance
MUniversal Engineering
` Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
4 AA #: 0003325 0
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CREEKSIDE
PHASE 2
LOT ##2'0
PROJECT*
04321.200 f 20R1
MODEL
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
LIFT BEAM
PLAN AND
NOTES
160 MPH EXP. CR
ARCHRECT
STATE OF FLORIDA
MAR 18 2021
MICMEL C. ANDERSON
A99, NO T7305
PRINT DATE: 03 17 21
SCALE: 1 /4"=1' - 0"
LIFT BEAM PLAN SHEET
SCALE: 1/4" = V-0" S 2
#5 CORNER BAR W/ 30" LAP FOR EACH
COURSE OF BOND BEAM I '
VERTICAL REBAR W/ 10" HOOK
i
30" TYPICAL
#5 BAR IN BOND BEAM
CORNER
REINFORCING OF BOND BEAM
SCALE 3/4"=V-0"
NOTES TO THE INSPECTOR/CONTRACTOR
1. PLACE LINTEL ACROSS TOP OF OPENING.
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL.
V
(� 3: PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED. BEARING
PLACE STEEL
HEIGHT-0 REINFORCING (1-2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST
TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE.
Q� 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM
`G
J
O COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL
/ REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE
TOP OF THE LINTEL.
A of Q 6, UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16"-DEEP.
Ca 8x8 BOND BEAM
• OQ��\\� W/ (1) #5 BAR
F F = FILLED W/ GROUT
(�O U = UNFILLED GROUT SOLID FF
yl\0 NOMINAL LINTEL TO TOP O
COURSE URSE
WIDTH # OF CBOND BEAM, IF FILLED
16 1 T/ 1 M/0 B 8x8 PRE -CAST C(
5 Q
$ LINTEL W! 1 #51
( )
HEIGHT NOMINAL F LENGTH OF BAR
B # O #5 S, TOP
OPENING-2
IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE - OR
IL. THAT XFXX-1T/1M/06INDICATES A.DOUBLE BOND BEAM #OF#5'S,BOTTOM 8x8 PRE -CAST CC
AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL. W/O STE
1T IS THIS ENGINEER'S INTENT TO PLAN FOR LO'
AND XUXX.- 1T/IM/06 INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED -
LINTEL _. _. _.......
AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL
PRECAST HEADER(MIN)
2x4 (MIN 2 X 3) 1-3/16
— PCON OR DRIVE PIN (MIN
WINDC
PRE -CAST
WINDOW
SILL
T�IrPICAL MASONRY WINDOW
4 SILL CONSTRUCTION
SCALE: 1 1/2"=1'-0"
BOND E �� 9-1#5
BOND BEAM
1#5
TYP.8"x16"
BOND BEAM T
I' 8"
1#5
7
S K SIZE.145 MIN HEAD
SIZE . MIN EMBEDMENT 1
1/4") 8" FR EACH END AND
18" O.C. MAX. 1-1/4"
EMBEDMENT
2x6 (MIN 2 X 3) 2-3/16TAP
OR DRIVE PIN (MIN SHANK
SIZE.145 MIN HEAD SIZE .300
MIN EMBEDMENT 1 1/4") 8"
FROM EACH END AND 18"
O.C. MAX. MIN 1-1/4"'
EMBEDMENT
2x8 (MIN 2 X 3)2-3/16
TAPCON OR DRIVE PIN (M
SHANK SIZE.145 MIN D
SIZE .300 MIN EMBEDM
1/4") 8" FROM EACH END D
18" O.C. MAX. MIN 1-1/4"
EMBEDMENT
SINGLE #5 CORNER =
BAR, 3Ox30 TURNED UP
OR TURNED DOWN INTO
FILLED CELL
Reviewed for Code
93 Compliance
Universal Engineering
Sciences
2X4 SOLID BLOCKING
SECURE TO SHEATHING W/
LMIN. 2-12d PER BLK. EA. END
7/16" OSB SHEATHING
CMU WALL
ARCHWAY FRAMING DETAIL
SCALE: 3/4"=1'-0'
STEEL REINF. OF
BOND. BEAM
PROVIDE #5 BAR
STEEL REINF. OF EACH SIDE
BO LEVATION
BOND.BEAM
CHA E
CHANGE IN
ELEVATION OF BOND BEAM
SCALE: 3/4"=
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
nA #:0003325
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PHASE 2 '
LOT #20
PROJECT
04321.200 20R1
MODEL
4EBB
"1828—CALI"
GARAGE SWING:
LEFT H
L.
j PAGE: I'
DETAILS
N
S', 0 MPH EXP.C' �?
mmmv
PRINT
03 17 21
DATE:
SCALE:
1/4"=1' ;'D "
SHEET
2e
1_��
;e
91 Reviewed for Code
Compliance
Universal Engineering
Sciences
"LOTT'S CONCRETE" / "CAST-CRETE" / "QUALITY" SAFE LOAD TABLES
SAFE GRAVITY LOADS
FOR
8" PRECAST
& PRESTRESSED
U-LINTELS
1
SAFE LATERAL
LOADS FOR
SAFE UPLIFT LOADS FOR
8" PRECAST
&
PRESTRESSED
U-LINTELS
SAFE
LOAD -
POUNDS
PER LINEAR
FOOT
SAFE
PF
LOAD
SAFE
LOAD -
POUNDS
PER LINEAR
FOOT
TYPE
LENGTH
8U8
8/8-OB
/16-1T/OB
/20-lT/OB
/24-lT/OB
/28-lT/OB
/32-lT/08
TYPE
LENGTH
8/8 PLAIN
8/8 SOLID
TYPE
LENGTH
8/8-1T
8116-1T
8/20-1T
8124-1T
8/28-1T
8/32-1T
8/8-1B
8/16-lT/1B
/20-lT/18
/24-lT/16
/28-lT/1B
/32-lTllB
8/8-2T
8/16-2T
8/20-2T
8/24-2T
8/28-2T
8/32-2T
3'-6" PRECAST
1436
952
3114
4217
5321
6426
7531
3'-6" PRECAST
689
1024
T-6" PRECAST
1569
3524
4394
5263
6132
7001
2465
6113
6385
7708
9031
10000
1569
3524
4394
5263
6132
7001
4'-0" PRECAST
1065
700
2305
3125
3945
4765
5587
4'-0" PRECAST
514
763
1
4'-0" PRECAST
1363
3060
3815
4570
5325
6079
1961
6113
7192
6524
7627
8751
1363
3060
3815
4570
5325
6079
4'-6" PRECAST
819
533
1770
2400
3033
3666
4300
4'-6" PRECAST
398
591
4'-6" PRECAST
1207
2582
3375
4043
4711
5379
1625
5743
7547
6752
6541
7565
1207
2707
3375
4043
4711
5379
5' 4" PRECAST
931
1247
1999
2560
3123
3686
4249
5' 4" PRECAST
411
411
5'-4" PRECAST
1016
1806
2374
2944
3513
4084
1319
4460
7196
7342
5780
6259
1016
2276
2838
3399
3961
4084
5'-10" PRECAST
817
1024
1631
2090
2549
3009
3470
5'-10" PRECAST
340
339
5'-10" PRECAST
909
1499
1971
2443
2915
3387
1161
3693
5877
6036
6548
5776
929
2080
2593
3107
3620
4133
6'-6" PRECAST
692
1139
3227
3031
3707
4383
5061
6'-6" PRECAST
410
721
6'-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
91-4" 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
111-4" PRECAST
132
417
111-4" 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
940
476
1300
587
1560
698
1314
783
1476
507
1210
1596
2048
2586
3171
440
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'-8" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
14'-8" PRESTRESSED
N.R.
283
14'-8" PRESTRESSED
239
422
506
626
746
865
458
1079
1429
1824
2277
2712
246
663
980
1237
1474
1715
16-4" 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
1T-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
1T-4" PRESTRESSED
N.R.
183
17'-4" PRESTRESSED
187
326
365
451
587
680
300
856
1121
1413
1739
2047
192
506
720
501
1135
1312
19'-4" PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
19'-4" PRESTRESSED
N.R.
148
19'-4" PRESTRESSED
162
266
348
430
513
595
235
736
959
1200
1467
1716
166
429
623
803
950
1098
2114" 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-CASTE-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 J
F
W
y
U
w
F
0.
w
4
F
A
sUBDIV. 8e LOT:
CREEKSIDE
PHASE 2
LOT 20
PROJECT*
04321.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
SAFE LOAD
TABLES
160 MPH EXP. C
ARCHITECT -
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO T7305
DAB 03/17/21
SCALE: 1/4"—f-0"
SHEET
S t e 2 A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W1(9) 10d 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W1(8) 10d x 1 1/2" HDG NAILS, WOODTO 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 F�STER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN IIIACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS. I
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 TWE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FIN L 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" o x 27/8" LONG, WITH WASHER @ 16" O.C.
11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
14. BOTTOM CHORD BRACING DIAGONAL BRACING AND GABLE END BRACING
SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC
PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE
INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY
REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD
CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN
THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE
ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS
WEBBING SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND
ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE
THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW.
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERSW/ PLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM.ICHORD (MIN.)
2. COORDINATE ANY I RAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECT JRALI PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3- TRUSS COMPANY / ENGNEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTION ,
4. AVOID PLACING A TRUSS PERPENDICULAR TO ASTEEL COLUMN. -
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN. -
GIRDER/muss TRUSSES W/2X4
IBOTTOM
CHORD TTO M CHORD
" IVI 2x4SC
IM
TO n/� DIAGONAL
TRUSS
END JACK
' CHORD
3 OTTTT('(j
/MINi
I II/may\lII BRACING/BOTTOM
(4) 1 Od
WHERE APPLICABLE NAILS F
R EACH
CHORD BRACING
CHORD
CONNECTION
DISSIMILAR BOTTOM
A
CHORD BRACING @ END
TRUSSES W/2X4 TRUSSES W/2X4
BOTTOM CHORD GIRDERlTRUSS W/2X6 BOTTOM BOTTOM CHORD
CHORD
DIAGONAL 2x4 t(4)
AILED TO IAGONAL
BRACING/BOTTOM TRUTOM CHOR BRACING/BOTTOM
CHORD BRACING W/MOd NAILS CHORD BRACING
FOR EACH CHORD
CONNECTION
i', DISSIMILAR BOTTOM CHORD BRACING @ MID RUN
CONNECTOR SCHEDULE
- CONTROL DATE: 01/21/2021
MiTek USP
SIMPSON
MiTek USP
SIMPSON
DES
UPLIFT
GRAVITY
DES
UPLIFT
GRAVITY
FASTENER
FASTENER
HTA 16-18.
1625
META 15
1450
(8)10d %11/2" 1-PLY; (7)16d 2-PLY, EMBED 4"
(8)10dX 11/22' 1-PLY, (6)16d 2-PLY, EMBED 4"
(2) HTA 16-18
2430
:
(2)METAd6
1985
(12)10dx11/2"1-PLY, EMBED 4"
(10) 10dxi1/21FLY,EMBED 4
HTA 16
1870
HEFA-16
1810
(10) Ind X 11/2", (8) 16d 2-PLY, EMBED 4"
(9)10d x 11/2" 1—PLY, (8) 16d 2-PLY, EMBED 4
HTA 20
1870
HETA-20
1810
(10)10d x 1.112", (8)16d 2-PLY, EMBED 4"
(9) 10d x:11/2 1-PLY, (8)16d 2-PLY,. EMBED 4"
(2)HTA-20
2430
Q(HETA-20
2035
(12)10d x 11/2", 1-PLY, EMBED 4"
(10)10d x 11/2" 1-PLY, EMBED 4'
2500
(10) 16d2PLY EMBED 4"
(12)16d 2-PLY EMBED 4"
T
LUGT-2
1655
LGT 2
1885
BLK.($) 1/4 x 3" Wedge-BaR+.AncBor; W000 (16l lOd
pI -1{4" x 21/4 TITEN, WORD (16) lbd
0
LUGT-3
3380
LGT3-SDS2.5
3480
CONC(4) 3/fl" X S" Wedge-Bolt+Anchors, WOOD (12) WS25
(12) SDS 1/4 x3 TO ORDER (4) 3/8 x 5" TITEN HD TO WALL
DHTA-20
2430
DETAL-20
24W 1
(16)-. 10dx11/2, 1 PLY ALTERNATE USE OF(2)HTA-20 ACCEPTABLE
(18)-10dx 11/2,1. PLY ALTERNATE USE OF (2) HETA20 ACCEPTABLE
MUGT15+
3945
MGT+
3 665
(1)5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED),(22) IOd TO WOOD(
1(1)5/8"
A.T.R. IN HIGH STRENGTH EPDXY (MIN. I2 EMBED),(22) 1W TO WOOD
HUGT2+
9575
HGT-2s
10690 1
WOOD (8) 10d; MASONRY (2) 3/4"A.TA
12)3/4"A.TR IN HIGH STRENGTH EPDXY (MIN. 12 EMBED), (16) 10d TO WOOD
HUGT3i
986D
HGTdv
10690
-.
WOOD (8) 10d; MASONRY (2) 3/4"A.T.R
I(2)3/4"A.TR
IN HIGH STRENGTH EPDXY (MIN. 12 EMBED), (16) 10d TO WOOD
LPTA
1510 PARALLEL TO WALL
1470 PERPENDICULAR TO WALL
LTA2
1210 PARA
1210 PERP
LELTO WALL
A ICULARTO
ALL
(10)10dx 11/2"
(10110d x 11/2 -
15
TOP/(6) lOd FACE/(12) lOd SACK OF
'
RUSS
(1)5/8"A.TR IN HIGH STRENGTH EPDXY(MIN 12 EMBED), (16) SDS 1/4"x3"
HUGT
9575
(2 VGT
71185
(2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN, 12" EMBED), (8) Od
(2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12' EMBED), (32) SDS 1/4"k3"
MTW 12
965
MTS-12
990
(14)10d is 11/2", (14) 10d
'.(14)10d%11/2
HTW 16
1355
HTS-16
1310
(16) 10d X 11/2", (16) 10d
(16)10d%11/2
HTW 20
1355
HTS-20
1310
(24) 10d X 11/2', (20) 10d
(24)I0d%11/2
HTVJ 24
1355
HTS-24
1310
(24)10d X 11/2", (20) 10d
(24(10dx 11/2
LSTA 12++
930
LSTA-12++
925
(10)10d
(10)10d
LSTA 18++
1235
LSTA-18++
1235
(14)10d
�(14)10d:
MSTA-18
1310
MSTA-18++
1315
(14)10d
(14(10d
MSTA-24
1640
MSTA-24++
16C
(I8)10d
(18(10d
W
MSTA-30.
2065 -
-
MSTA-30++
2050
(22(10d
I
(22) 10d:
MSTA-36 ++
2065
MSTA-36++
2050
(26)10d
'(26]110d
N
KST1236
2765
MSTI-36
38M
(36)10d X 11/2".
(36) 10d X 11/2
KTS1248
5105
MSTI-48
5070
(48)10d X 11/2"
(48)10d X 11/2
LFTA6
980
H6
" 1055
(16) 8d x 11/2", (16) 8d1.
(8) Ed TO PLATES, (8). Ed TO STUDS
SPT4
875
SP4
825
(6)10d TO SUDS (6)10d TO PLATE
(6)10d X 11/2 TO STUDS
MP34
5251N Fl @ 160%
A34
430
(4) Ed x 11{2 TO. BEAM, (4) 8d x 11/2" TO POST.
(4) 8d x 1112 TO BEAM, (4) Sd x 11/2 TO ROSE
HHCP2
680
HCP2
590
(10)10d x 1 1/2TO TRUSS, (ID)10d X 11/2" TO PLATE
(12) lodX 11/2
RT16A
1020
H10A
1040
(9)10dx 11/2"TO TRUSS, 18) 10d X 11/2" TO PLATE
(18) 10d%1112". -
MUGT15 & PHp4A
4175
VGT & HDU4 .
4940
(28)10d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/ 5/8 THREADED ROD
(16)-SDS 1/4 x3 TO WOOD, (10) SDS 1/4"x21/2" W{THREADED ROD, (2) NUTS/WASHER/2 PLY
MUGT15& HD4A
P
4175
VGT&HD7B
49 40 I
2fl 10d TO TRUSS 10 WS3 WOOD SCREWSTO POST 58 THREADED ROD
( (. ,( j / /
16-SDS 4X3'TO WOOD 3 34". STUD BOLTSW THREADED ROD, 2 NUTS ASHE 2PLY:
( ) 1/ .O / / 0.O PN R/
PAU44
2535
6775
ABU 44Z
2300 1 I
7750
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 16d TO WOOD
PAU66
- 2455
16005
ABU 66Z
2190 '1
M205
(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. T' EMBED.) IN CONC., (12(16d TO WOOD
LTS19+++
1205
LTT19 +++
1310
(1)3/4"A:TR. I N HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC.,(B)IOd TO WOOD
(1)3/4"A.TR IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC,(8j10d TO WOOD
LTS206 «+
1100
LTT20B ry+
1500
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED) IN CONC,(10)10d x 1-1/2 TO WOOD
(1)1/2" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED.) IN CONC., (TO) lod TO WOOD
2
HTT45
4160
HTT4
4455
(1)5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7EMBED) IN. CONC., (18) 16d X 21/2"
1115/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED,) IN CONC.,(26) 16d X 21/Y'
2
HTT4S
SODS
H75
5090 -
(1) 5/8" A.T,R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED) IN CONC., (26) I6d X 21/2"
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,( IN CONC., (26)16d X21/2"
Q
UPH Dll+
14396
:
HHDO11-SDS
2.5+
11810
(1).1"A.T.R IN HIGH. STRENGTH EPDXY, (MIN. 10" EMBED) IN COLIC., (24( WS3 WOOD SCREWS
(1)1" A.T,ft. IN HIGH STRENGTH EPDXY, (MIN 10 EMBED.( IN COLIC, (24) SDS Y." x2M" WOOD SCREWS
P HOSA A6525
I X8
7870
HD7B
6645 ��'
(1) 5/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7"EMBED) iN CONC. (141 W53 WOOD SCREWS
(1) 7/8' A.B IN HIGH STRENGTH EPDXY, (MIN 7' EMBED:) IN COLIC., (3(3/4" STUD BOLTS TO W000
(1) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC. (3) 7/8" STUD BOLTSTO WOOD
NFM35X12U
2580
7130
M 56/1125
3475
5330
EMBED &NOT LESS THAN 4
(1)1/2DYNA HECHTLT WIN6"ANCHOR BED NOT L 5"EMBED FROM EDGE OF COLIC W/3/4" DIA ITW RAMSET/R
INSTALLED IN FACE.(14)10d ATJIOIST
DHEAD
(1)3/4" A.TR IN HIGH STRENGTH EPDXY, (MIN. 63S' EMBEDMENT) IN C.M.U. TOP, (1) 3/4"A.T.R IN HIGH STRENGTH
EPDXY,(MIN 675 EMBEDMENT) IN C.M.U. FACE, (18) 10d. TO BEAM
H
HUS4121F
3615
2710(100%)
HUSU12
IWOOD j
3435
2635(100%)
-
(10) 16d TO HEADER,(30) 16d TO WOOD
(10) 16d TO HEADER, (1011Gd TO WOOD
3325(125%)
3220(125%(
HD4101F (CM U)
1950'
—3080
HUC410
(CMU(
1800
4500
(18)1/4" x3 WS3 SCREWS, (10) IOd TO
WOOD. USP (20) 3/16"" TAPPER+,(10) lOd TO WOOD .
(18) 1/4 x 2 3/4 TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD:
a
HD210-21F(CMiU(
1950
3090
HUC210.2
18DO
4500
(18)1/4" x3 WS3 SCREWS, IDd TO
WOOD. USP (20) 3/16"" TAPPER+, (10)10d TO WOOD
(19)1/4"x.2-3/4 TITEN (9 PER FLANGE)TO CMU, (10) 1Dd TO WOOD:
HD210-31f (CMU!
2795
5014
HUC210-3
(CMU!
MOD
4500
(18)1/4" x T" WS3 SCREWS, (10)10d TO
WOOD. USP (20) 3/16"" TAPPER«, (10) lOd TO WOOD
I18)1/4 x 2 3/4 TITEN (9 PER FLANGE) TO CMU, (SO) lOd TO WOOD:
LGUM26-2
2125
6065
LGUM25-2-5
1430
1 5595
(4(3/8"X4"Wedge-Bolt+ Anchors, WOOD (4) W2 WOOD SCREWS
(4)3/8 x4 TITEN HD:ANCHORS (2 PER FLANGE)TO CMU,(411/4 X2-1/2 SDS SCREWSTO WOOD
1A
1A
a
U .. \X
EJ3
I� �( CJ1A
D2
I
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CJi Ejr I II << I a
IF 11—
o CA a II II I� II II II II
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CJ5 F
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II II II II II E
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Reviewed for Code
91 Compliance
UniverSciences ineering
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Al2
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A10
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6 -- - C3
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TRUSSES @ 24" O.C. M17AX. U
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—— —-- EJ2_ -- _
B2GE — - - — C2GI
7 8
7 V 8
FRAMING PLAN
SCALE: 1 /4" = 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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1. J J33DIV 8e LOT:
CREEKSIDE
PHASE 2
LOT #20
PROJECT#
04321.200 20R1
MODEL:
4EBB
"1828-CALI"
GARAGE SWING:
LEFT
PAGE:
FRAMING
PLAN
S
M
160 MPH EXP.
ARCHITECT.
I< ,� 1::.TE OF FLORIDA
MAR 1 8 2021
MICHAEL C. ANDERSON
AR NO T7305
45.
PRINT DATE: 03 17 21
SCALE: 1/4"=1'— 0"
SHEET
S 3
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 2" NAILS TO TRUSS
DBL STRAP, 1 EACH SIDE WRAPS UP AND
OVER TRUSS (NOT SHOWN)
C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH
(16) 1Od x 3 4" NAILS TO GIRDER AND
(2) SIMPSON HETA16 TRUSS ANCHORS
WITH (12)16d x 3 2" NAILS TO GIRDER
1 x2, 2x WOOD FASCIA --\\rl
SEE ARCHITECTURAL
2x SECURED W/ (3) 16d
GALV. COMMON NAILS.
1x2 SECURED W/ 10d
GALV. COMMON NAILS
12" O/C
PLI OOD SHEATHING, SEE
ROOF/WALUFLOOR
SHEATHING
FAST NER SCHEDULE"
NOT A'PTSYP #22"x4",
6 8" x 4'-0" MAY BE ADDED
W/ 10d NAILS, 2 ROWS, 3"
O/C T D FACILITATE ONE
ADDI IONAL PLY MAX. TO
ACCC MMODATE TRUSS
ANCFIOR REQUIREMENTS.
ENGINEERED WOOD!
TRUSSES @ 24" O/C,
SUBMIT SHOP DRAyy INGS
FOR REVIEW
AND APPROVAL
MASONRY BOND BEAM
SEE SCHEDULE I
A ALLOWABLE UPLIFT U:1810 LBS, L:770 LBS (1 PLW)
B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY)
C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY)
TYPICAL TRUSS/
la lb 1 c GIRDER CONNECTORS) SQAI
C
OUTER 1/3OF
SPAN ONLY
BTM. -
PLATE
—NOTCH DEPTH 1/4*D
HOLE EDGE>5/8"
HOLE DIAMETER
< 2/5*D SGL. STUD
rf 4&4
-HOLE EDGE >5/8"
�-HOLE DIAMETER
<3/5*D: DBL. STUD
STUD NOTCHING
AND BORING LIMITS
O SCALE: 1 1/2"=1' 0"
ENGINEERED WOOD TRUSSES
PLYWOOD SHEATHING, SEE
@ 24" O/C, SUBMIT SHOP
"ROOF/WAWFLOOR
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 Z" NAILS TO
6", 8" x 4'-0" MAY BE ADDED
GIRDER. PROVIDE 5"
W/ 1Od 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
``- 1 SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN
AO
WITH (4) 2' x 5" TITEN HD TO CMU AND (12) SIDS
4" x 2 2, TO GIRDER
B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH
(2) Z" x 5" TITEN HD TO CMU AND (18) SIDS -1" x
i x2 2x WOOD FASCIA
3" 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
MAS
NRY BOND SCREWS TO GIRDER (EACH TIEDOWN)
GALV. COMMON NAILS
ENSURE THAT CELLS ARE GROUTED
SEE SCHEDULE
SOLID, 8" EACH WAY OF BOLTS
A ALLOWP
BLE UPLIFT = 3285 LBS (2 OR 3 PLY)
B ALLOWABLE
UPLIFT = 4725 LBS (2 PLY MIN.)
C ALLOW.P
BLE UPLIFT = 8885 LBS (2 PLY MIN.)
TYPICAL
ROOF
2a 2b 2c
GIRDER CONNECTOR(S) SQALE:3/4"=,'-°"
6-0" MAX (W/1 X4)
OR 10--0" MAX (W/2X4)
I
# 1100 UPLIFTSIMPSON
HTSM20 W/10 1 Od TO
TRUSS AND (4) 1/4"x2l/4"
TITEN 2 ANCHORS TO
CONT POURED LINTEL
# 1900 UPLIFT (2) SIMPSON
HTSM20 INSTALLED ON
OPPOSITE FACES OF
BLOCK WALL W/10 10d TO
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
SCALE: 3/4"=V-0"
1x4 DIAGONAL
BTM. CHORD
BRACING, SEE
PLAN FOR LOCATION
MAY NOT BE
REQUIRED
BTM. CHORD OF
WOOD ROOF TRUSSES
1 x4 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) 1Od DEPICTED SEE PLAN
COMMON NAILS AT EACH CHORD �+ p
INTERSECTION TYP. (:
G BTM. IiHORD BRACING
6 SCALE: 3/4"=1'-0"
(2) 2X4 No.2 SYP DIAG
BRACE W/ (3) 12d9 EA.
TRUSS (DIAG. BRACE TO
COVER 5 TRUSSES)
0' 0" TO 30 0' (1) "X" BRACE
30 1" TO 60 0 (3) "X" BRACE
(1) "X" BRACE @ CENTER
(2) "X" BRACE DIVIDED EQUALLY
FROM CENTER TO END.
2x WOOD FASCIA,
SEE ARCHITECTURAL
PRE-ENG GABLE TRUSS
STIFFBACK (AS PER
TRUSS ENG)
SEE SCHEDULE FOR
BOND BEAM REQ.
Reviewed for Coat
Compliance
Universal Engineers;bu :,
Sciences
2x4 BLOCKING BETWEEN
TRUSSES WHERE
X-BRACING IS PRESENT AT
4'-0" O.C. (AT SHEATHING
SEAMS)
SECURE 2x PT PLATE
TOBLK W/ 1/2" DIA.
ANCHOR BOLT W/ 2"
WASHER SET IN HIGH
STRENGTH EPDXY 6"
MIN. EMBED. AT 32" OC
MAX.
SECURE GABLE TO2x8
P.T. PLATE W/ 12d's 8"
O.C. MAX
CONT.2x4 SECURED W/
(2) 1 Od's @EACH TRUSS
TO BE INSTALLED @
10'-0" O.C. MAX.
BLOCK WALL W/ GABLE END
PRE-ENG'D TRUSS SCALE:3/4"=V-0"
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 MAYBE 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 HIOA 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"=1'-U"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: C1003325 �(I
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160 MPH EXP. C
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ARGI—IFECT
STATE OF FLORIDA
i
MAR 18 `20�t
MICHAEL C. ANDERE.0,V la
AR NO T7305 A
yi*, . r+.ix'/.aiu^at l ni u3 x4�c I..ZS"i'3i ¢':w
DATE: 03/17/21
SCALE: 1/4"=1'-0"
SHEET
S3.1_��E
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT
SHEATHING SEAMS) (BLOCKING
NOT SHOWN FOR CLARITY)
2X4 DIAGONAL BTM. CHORD
BRACING. SEE PLAN FOR
LOCATION
SECURE 2x6 PT. PLATE TO BLK
W/ 1/2" DIA. ANCHOR BOLT W/ 2"
WASHER SET IN HIGH
STRENGTH EPDXY 6" MIN.
EMBED. AT 32" OC MAX.
SECURE GABLE TO 2x8 P.T.
PLATE W/ 12d's 8" O.C. MAX
U
U
CONC.POURED
LINTEL COURSE
PRE-ENG'D WOOD
TRUSS (TYP) Qa 24" O.C.
MAX
FOR STRAPPING
VERIFY
Wi TRUSS PLAN
CONT. 2x4 SECURED W/ (2) 10d's @ EACH
TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX.
GABLE END BRACING W1 PRE-ENG
GABLE TRUSS @a CMU WALL
SCALE: 3/4"=1'-0"
Reviewed for Code
CompUa inece ering
Unive+salscwsvces
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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04321.200 20R1
(MODEL:
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"1828—CALI"
GARAGE S WING:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCHrrECT-
STATE OF FLORIDA
MAR 18 2021
MICHAEL C. ANDERSON
AR NO 17305
DATE 03/17/21
SCALE: 1/4"=1'-0"
SHEET
Sao IB
2x4 BLOCKING BETWEEN TRUSSES
(2) 2X4 No.2 SYP DIAG. WHERE X-BRACING IS PRESENT AT
BRACE Wi (3) 12d @ EA. 4'-0" O.C. (AT SHEATHING SEAMS)
TRUSS (DIAG. BRACE TO
COVER 5 TRUSSES)
0'-0" TO 30'-0" (1) "X" BRACE
30'-1" TO 60'-0 (3) "X" BRACE pRE-ENG GABLE TRUSS —
(1)'X" BRACE @ CENTER
(2)'X"BRACE DIVIDED EQUALLY STIFFBACK AT ALL 2xSUB-B
FROM CENTER TO END. UPRIGHTS OVER 4'-10" HIGH
(AS PER TRUSS ENG) .. t
PLYWOOD SHEATHING, SEE -
" ROOF/WALUFLOOR
SHEATHING
FASTENER SCHEDULE"
SEE TYP. TRUSS CONNECTOR
DETAIL FOR STRAPPING INFO.
1x2, 2x WOOD FASCIA
CONNECTION PER
SEE ARCHITECTURAL
TRUSS MFG.
2x SECURED W/(3) 16d
ENGINEERED WOOD
GALV. COMMON NAILS.
TRUSSES @ 24" O/C.
1x2 SECURED W/ 10d
SUBMIT SHOP DRAWINGS
GALV. COMMON NAILS
FOR REVIEW CONT. 2x4 RAT RUN
12" O/C
AND APPROVAL SECURED Wi (2) 12d's @
MASONRY BOND BEAM
EACH TRUSS
SEE SCHEDULE
GABLE
END PRE-ENG'D TRUSS
1
W/ HIP
RETURN SGALE:3/4"-'`°"
SIDE VIEW
VTCR SPACING (1) AT EA
ANn w-w O
PRE-ENGINEERL-�
VALLEY TRUSS CONNECTION
SCALE: N.T.S.
Reviewed for Code
Compliance
Universal Engineerinc,
2194 H WY AlA, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
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04321.200 20R1
MODEL:
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"1828-CALI"
GARAGE swlNG:
LEFT
PAGE:
DETAILS
160 MPH EXP. C
ARCHfTECT:
STATE OF FLORIDA
MAR 18 2021
MU-ML C. ANDERSON
AR NO V305
PRINT DATE-
03 17 21
SCALE: 1 /4"= V - 0"
0
SHEET
S3. 1 C
" A NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C331C3W: MAXIMUM AGGREGATE SIZE SHALL BE 3/4 _
cARLE-END '��� STRUCTURAL SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND a WOOD:
961
PROVIDE 6 k AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER
/ A ARCHITECTU AL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BESPF.
-3f �'� ARCHITECTU AL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
FVV
2N - ,-.;;t 3R 3R -f,� 2N 3E a. - ALL EXPOSED EDGES OF CONCRETE ARE TORE CHAMFERED 3/4".
4 ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI 318-14, B ILDING CODE REQUIREMENTS CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER, Fb = 1100 PSI AND A MODULUS OF
'j FOR STRUCT RAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON ELASTICITY - 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE.
I 0 O 0 V COLD -FORME STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED: WOOD FOR NON-STRUCTURAL USES
O SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
0 ALL DETAILS ND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORM -WORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
V 19 .. 0 0 - V 19 SHALL BE CO N STR< ED TO APPLY TO. ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM WORK, SHORING,. AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
S V 0 O O V EXCEPT WHE E A f IFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN 1/2" OF HEARTWOOD.
V 00 0 V 19 ALL DIMENSIC INS AN�ID CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
I 0 DRAWINGS. F LLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE ATTE TIONIOF THE ARCHITECTPRIOR'TO'PROCEEDINGWITH THE AFFECTED PART
f'. 2E 1O (�2-RQj 2R iO 2E , WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
L.G7 OF THE. WORK. ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
17
"A° A° "A° °a' I ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAYBE REQUIRED BUT ARE BY OTHERS. SYP #2
C, 0 THE STRUCTURE IS, DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING
V 19
0 O O V IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
j
SEQUENCES O INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. V ® WORK I0 O V - DURING ERECION:ITHIS WONCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, WELDED WIRE MESH'
V O O V TEMPORARY RACI- WELDED WIRE MESH, SHALL BE ASTM At 064/Al064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE
O 0 NG, WORK TIE -DOWNS. ACITYPICALDETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL WOOD TRUSSES:
V O O ® V I BE SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY, TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR
)' 0 0 THE CONTRACTOR HALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA: TRUSS DESIGNS SHALL BESIGNEDAND
V 19 0 O0 V REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY A PROFESSIONAL ENGINEER REGISTERED INFLORIDA.,SEE NOTED FOR SHOP DRAWINGS.
V 0 OO OOOO OOO V DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0:036"AND BE MANUFACTURED FROM STEEL
V 2R v7 0 0 0 0 0 2R V TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446/A446M., GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
00O O0 O V DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING :DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
V 0 DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
V
I=! 0 2R 2R 0 CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "SCSI LATEST EDITION"
0 O V AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
f O O 1[ 1 0 0 ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
0 REVIEW.
1 V 1q 0 O 0 \J 0 O O V 20 P TYPpsf TOP CHORD -non-concurrent WOOD TRUSSES.
: MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36"
V 0 0 O 0 0 0 0 O V 10 psf 13TM CHORD -non-concurrent #5 BAR - 30" #7 BAR - 42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD. LOADS FOR THE ROOF
0
V O O 0 ® PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY. LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
0I EAD LOAD DEAD LOAD FOR
ADDITIONAL INFORMATION. . INTERSECTIONS OF HIGHER OR LOWER ROOFS
ACCORDANCE. WITH ANSI/ASCE788:1990.
(` V �a 2E V V V V Q V 3 a 115 pa} TOP CHORD 20 psf TOP CHORD ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
1 a 3 V V V V V V V (1 psf w/ ASPHALT SHINGLES) Ito psf w/ No GYPCRETE) HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
1i0 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
MINIMUM 101NCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR
HIP A"
DEAD AD TO RESIST WIND UPLIFT: tOpsf ALTERNATE CONNECTION DETAILS AT
A - > BALCONY LIVE LOAD 60 psf - WALL - TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.
STAIRS LIVE LOAD 40 psf ROOF WIND DESIGN PRESSURES WIND: DEAD IOADSPEED =i60MPH 3- SECOND GUST RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR R G
O BEARING
ASCE 7-16 PBC R2020 EXPOSURE C RISK CATEGORY II INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY &ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
NET (GROSS) ASCE 7 16 ( ) )
' ZONE 1 = 52.70 PSF 62.70ZONE 3 =50.50 PSF 70.50 LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
I ( ) ( ) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
ZONE 2e = 60.50 PSF (70.50) - ZONE 3e = 89:80 PSF (79.$0) STORAGE: 20 f, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf; BALCONIES (EXTERIOR). WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF. RECORD PRIOR TO MANUFACTURE OF TRUSSES, THE TRUSS FABRICATOR SHALL
ZONE 2n = 69.80 PSF (79.80) ZONE 3r I = 83.80 PSF (93.80) AND DECKS: 40psf, .GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER
- 69.80:PSF. 79.80. PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
L' ZONE 2r - VEHICLE GA GESi 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf; SLEEPING ROOMS: 30psf, STAIRS: PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
40psf MASONRY: A"- 4'-0" END ZONE DISTANCE J, LICENSED PROFESSIONAL ENGINEER.
I, .BASIC WIND SPEED: 160 MPH MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OFTHE
EXPOSURE CATEGORY: "C" SHOP' DRAWING REVIEW: : "SPECIFICATION MASONRY STRUCTURES". (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
(-. RISK CATAGORY: II SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
C APPLICABLE INTERNAL OF THE CONTRACT OCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE MASONRY STANDARDS JOINT COMMITTEE. PROVIDED BY THE TRUSS. ENGINEER.
PRESSURE COEFFICIENT: +/ 0.18.COMPLIANCE NITH HE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK - -
II' II MANUFACTURED IN CONFORMANCE WITH ASTM C-90 GRADE f'm =2000 PSI. BLOCK SHALL BE PLACED IN OF. THE DELEGATED TRUSS ENGINEER.. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT
ROOF DIAPHRAGM Q ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS TO SUBMITTAL TO THE ARCHITECT. C USING AND CLADDING WIND LOAD. PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE. FOR
ROOF/ W'. `LL/ FLOOR DRAWINGS S BMITTED WITHOUT REVIEW WILL BE RETURNEDUNCHECKED. SHOP DRAWINGSIN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOMOFTIE BEAMS BEFORE
E FOR ASPHALT SHINGLE ROOF, USE MIN.19/32 STRUCTURAL SHEATHING - .PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT .USED TO FILL MASONRY CELLS SHALL COMPLY WITH ALL TRUSS TO TRUSS CONNECTIONS.
EXP 1 (40/20), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. - - OF REPRODUCIBLE'SEPIAS OF STRUCTURAL DRAWINGS .(CON TRACT DOCUMENTS) ARE PROHIBITED.
I. SHEATHING WITHOUT THEI EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT 'ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
19132 STRUCTURAL SHEATHING EXP 1 (40/20),(SEE TABLE FOR FIELD DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
AND EDGE I ROOF SHEATHING T) SEE DETAIL. GABLE END FRAME USE 10d RING SHANK GUN WRITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10 USE ONLY MECHANICAL VIBRATION
. FASTENER SCHEDULE TO CONSOLIDATE GROUT.
NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS IN 4' OF Reviewea fog Cane
NAI REQUIREMENTS FOUNDATION/ SITE PREPARATION: " " Compliance
GABLE END. TYPE M" OR S" MORTAR SHALL BE USED ON THIS PROJECT MORTAR SHALL BE
SIZE
HEAD
LENGTH
DIII A.
I TENSILE STIR.
SHANK
ASTM
10d
RING SHANK,
2 1 /2"
O,;131
F1667
SCREW SHANK
- 170,000
RING
(16-20 RINGS
RSRS-03
8d
RING SHANK,
2.M"
0.113
SCREW SHANK
PER INCH)
SRS RSRS -01
8d
RING SHANK,
PNEUMATIC
2 3/8'
0.113
RSRS1 RSRS-01
SCREW -NAILS
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf,. FOOTING Lniversal EnglneennG
PROPORTIONED AND MIXED AS OUTLINED ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS Sn;en"es
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 NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED:
SOIL FOR TERMITE PROTECTION.. ,
FILL CMU CELLS SOLID WITH GROW AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
THE OWNER SHALLIRETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING.
SUCCESSFUL COMRLETION OF SITE PREPARATION EFFORTS, LOCATIONS FAILING TO MEET THE
GEO-TECHNICAL EtGINEER'S REQUIREMENTS. SHALL BE RE -COMPACTED AND RETESTED AT THE LAP VERTICAL REBAR 6 X BAR NO. 148 BAR DIAMETERS)., U.N.O.
CONTRACTORS EXI�I ENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
MINIMUM DESIGN BEARING CAPACITY, AND THAT THE. COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL:
-- - -
RAFTER
OR TRUSS
BE MADE BY 7
TIE GEO TECH.. ENGINEER.
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
ROOF S
HEATHING
CONCRETE:
SPECIFICATIONS FOR THE DESIGN,. FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,
CONCRETES
ALL ACHIEVE MINIMUM28 DAY COMPRESSIVE STRENGTHS FOLLOWS:
9TH EDITION, BY THE AMERICAN. INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
A36/A36M, Fy 36 ksi FOR ANGLES, PLATES, ANDW-SHAPES. STRUCTURAL TUBING SHALL BE ASTM
= ..
EXTERIOR SHEATHING
Z
F
A500/A500M, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy =
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AI'4"
o
0
2,500 PSI
3,000 PSI
REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
REGULAR WEIGHT FOR BEAMS, COLUMNS, AND STRUCTURAL TERRACE SLAB.
35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP.
O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP. &
I
BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT
-
CoANCHOR
BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
CONTRACTORS
ALL 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 THETURNED ELEMENT. BOLTS
PER MANUF. SPECS:) SEE DETAIL
CONCRETE PLACEMENT.
CONCRETE SLUMP SHALL NOT EXCEED 5 +/- PRIOR TO THE ADDITION OFPLASTICIZER.
� I.
SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD.
BUILDING LENGTH
CONCRETE SHAL
COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94/C94M OR MEASURING, MIXING, TRANSPORTING.
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL.
ROOF SHEATHING LAYOUT -
ETC. CONCRETE
TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN
.:AND ENDWALL BRACING
WATER IS. ADDE
TOTHE MIX UNTIL IT IS DEPOSITED iN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FORANY REASON
FOR GABLE END FRAMING
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
ROOF SHEATHING ATTACHEMENT SPACING
NOTE:
dABLES-DROP GABLE END & (i) ADD'L DROPPED
NON COMPLIANCE
WITH THE ABOVE.
ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD
TRUSS
12x4 SYP RAFTER W/ BLOCKING @
ZONE 2e, 2n, 2r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
16"O.C.
E
IF NOO DROPPPEDED GABLE END, 2X4 #2 SYP
REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS', -
ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD
BLOCKING
.ATTACH
@ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA.
A. 3" FOR C NCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
END. ATTACH
ROOF SHEATHING TO RAFTERS 2/
B FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER,
BLOCKING
PER NAILING SCHEDULE
1 v2' OR#5 AND SMALLER
NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED
2 FOR,#6 AND LARGER
AND ADHERES TO ASCE 7-16
C. FOR CONCRETE NOT EXPOSED TO WEATHER
8dRING SHANK GUN NAILS @4"O.C.
- -
3/4"FOR SLABS WALLS AND JOISTS
FOR BEAMjAND COLUMN PRIMARY REINFORCEMENT TIES STIRRUPS
TOP &$OTTOM EDGES
@)1-1/2"
J
z LU
Z
7 U-1
YUa
G U
S
CD
z
00
zw
z0
O �w I Od ING SHANK GUN NAILS
z SEE 'I SHEATHING ATTACHMENT"
U TABLE FOR FIELD SPACING
Wo �
z
0
TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF
SHEATHING
Cn
Luo
U Lu
#8 2" DECK SCREWS @ 6"-B" O.C. MAX @
� EDGES &'12" O.C.MAX IN FIELD. UNTHREADED
R H
Y SHANK TO EXTEND BEYOND THICKNESS OF
w O SUB -FLOOR SHEATHING
N
00
TYP. 3/4"T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS
FASTENER SCHEDULE
WINDOW AND
DOOR
BUCK
FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
B" 0!C
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
Ix2 PT FURRING TO
CASE HARDENED COIL
GARAGE DOOR BUCK
1/4"DIA.
TAPCON MASONRY
1 1(2" EMBED., 4" END DIST.,
MASONRY / CONC.
NAIL 1 1/2" LONG.
WINDOW/DOOR! FASTENED
TO MASONRY/CONC.
NO WASHER
FASTENER
B" O/C
1 112" EDGE DIST.
SOD, AL. EXT. DOORS
CASE HARDENED COIL
9" O/C
GARAGE DOOR BUCK
318" DIA. OR
O/0 3/8' DIA
( )
4^ EMBED., 4" END DIST.,
1xPT, SEE NOTE
NAIL 1 1/2" LONG.
STAGGERED
INTO MASONRY/GONG.
TO MASONRYlCONC.
1W DIA EXPANSION BOLT
24'
2q" O!C (1l2" DIA)
3"EDGE DIST:
_
w/ WASHER
CASE HARDENED COIL
WINDOW/DOOR/FASTENED
WINDOW BUCK
9"O/C
METAL STRAP TO
CONTACT. THIS ENGINEER.FOR.
SPACING
ix PT, SEE NOTE
NAIL 11/2"LONG.
.STAGGERED.
INTO MASONRY,CONC.
MASONRY -I CONC,:
EQ
REQUIREMENTS
�-!V
LIREMENTS
�V� V J
.EXT. SWING DOOR
(2) 3/16-DIA.
"TAPCON"
18" O/C
1 1/2' EMBED, 8' END.
NON -BEARING WOOD
1r2"°
EXPANSION
4' EMBED: 4" END
BUCK 2x PT, SEE NOTE 6
NO WASHER
FASTNER
DIST., 1 i/2' EDGE DIST.
WALL TO CONO: SLAB
W/ WASHER
BOLT
24"O/C
DIST., 3" EDGE DIST.
2. PT WINDOW BUCK 0.138"PAFx 21/8" 9'O/C. 4'END. DIST. 11/2'
PT TO STEEL COL., SEE
W WASHER STAGGERED EDGE DIST.
NOTE 6
NOTES
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. PAF SHALL BE HILTIX-ZF. HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE TH9 STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR. FRAME. 1x MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPCONS OR PAF T(j THE SUBSTRATE.
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA # 0003325
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MAR 18 2021
MICHAEL C. ANDERSON
AR NO 17305
ZIZSJ94 JL DATE: 03 17 21 rj
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