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STATE OF FLORIDA DESIGN CRITERIA: ABBREVIATIONS REVISIONS INS ®DRAWINGS
CERTIFIED BUILDING CONTRACTOR: ® A BUILDING CODE, ABV. ABOVE LAV. LAVATORY DACE DESCRIPTION
6 MON (2017) A/C AIR CONDITIONING LUM. LUMINOUS ��S/11 2-STORY CMU CONVERSION --
• ALL LOCAL STATE CODE ADJ. ADJUSTABLE M.C. MEDICINE CABINET SHEET
ALT. ALTERNATE NOR. MANUFACTURER F ARCHITECTURAL _1) DESCRIPTION
DR HORTON HOMES AMP. AMPERAGE MIN. MINIMUM 12/15/11 APPLIED COMMENTS FROM M. SEAY Cl—COVER SKEET -- PG
A T TT � iL� DRIVE
7 *OCCUPANCY -RESIDENTIAL, GROUP R3 BD. BOARD M.T. METAL TI-mEsxoLD pI/15/ls Slp SET ISSUED
14t, ® ry V L V LiR 1/Rl V Ty NE CL CENTER LINE MTD. MOUNTED PG GN— GENERAL NOTES
cJ C Imo+ •CONSTRUCTION TYPE — VB CAB. CABINET mn. METAL 02/13/0 ADDED ELEV. V 4 'K' WITH SIDING PER MARK 50WES PG Al -FIRST FLOOR PLAN
(} ry • MIN. INTERIOR FINISH - CLASS B CLG, CEILING N.T.S. NOT TO SCALE
PALM BAY FL 3290 ( CUR. CLEAR ON CENTER 02/20/16 51D SET RE -ISSUED PG A1A-FLOOR PLAN SECTIONS/DETAILS
• BASIC WIND SPEED - VuIt=160 MPH CONCPT. CONCRETE PL PROPERTY
USH B T TON 04i`{Vl$ FOOTING REVISIONS PER M. BOWES PG A2—SECOND FLOOR PLAN
TEL: (321) 733-7092 Vasd=124 MPH CPT. CARPET P.B. PUSHBUTTON
C.T. CERAMIC TILE PH. PHONE
r • EXP®SURE �-- CD. DRYER PUT. PLATE 08/1�I/IB ADDED VALLEY FRAMING DETAIL, UPDATED BOLLARD DETAIL PG A3G-FRONT &. REAR ELEVATIONS ' G'
FAX: (321) 733-1972 •1-STORY RESIDENCE - DBL. DOUBLE PLYWD. PLYWOOD 01/26AS DETAIL- 'ADDING BAR TO BOND BEAM' ADDED TO 512A PG A4G-LEFT & RIGHT ELEVATIONS "G"
•2—STORY RESIDENCE.G. DUAL EPR PAIR
— MAX.MAR. HEIGHT AS PER LOCAL DID. DIAMETETERR P.T. PRESSURE TREATED 02126/19 PLAN MAINTENANCE PG El -FIRST FLOOR ELIJCTRICAL PLAN
AND STATE CODES DIM. DIMENSION R. RISER PG E2-SECOND FLOOR ELECTRICAL PLAN
Dlsr. DlsrosAL RAID. RADIUS 03/29/19 REVISED LINTEL SIRE AT FRONT ENTRY DOOR
DP. DEEP R.A.G. RETURN AIR GRILL PG PI -PLUMBING PLAN
DR. DOOR REF.. REFRIGERATOR 04/25/19 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON STATE OF FLORIDA; r D.S. DOWNSPOUT RM. ROOM 04/25AS REVISED HVAC VOLUMES ON SCIFT CALC SCHEDULE PG MI -FIRST FLOOR MECHANICAL PLAN
SQ.FT. CALC. S DTL. DETAIL R.O. ROUGH OPENING PG M2-SECOND FLOOR MECHANICAL PLAN
PROFESSIONAL ARCHITECT: D.W. DISHWASHER S.C. SOLID CORE EXTDR 04/26/11 UPDATED LEDGER BOLT SIZE 4 SPACING PG DI -DETAILS
1ST FLR LIVING 1104 SQ, FT. EA. EACH S.D. SMOKE DETECTOR
ELEV.. ELEVATION S.H. SINGLE HUNG 06/nAS REVISED I -JOIST LAYOUT PG D2—DETAILS
MICHAEL C. ANDERSON 2ND FLR LIVING 1501 5Q. FT. EQ. EQUAL SIFT. SHEET
EXH. - EXHAUST SHTHG. SHEATHING O6/21/19 ADDED LED LIGHTS TO KITCHEN 4 BATHROOMS PER MARK $OWES PG D3—DETAILS
AR No. 17305 TOTAL LIVING 2605 SQ. FT. EXT. EXTERIOR SHWR. SHOWER PG WA1—WALL ASSEMBLY DETAILS
F.G.iFX. FIXED GLASS SIM. SIMILAR 09/13/19 LEDGER BOLT SPACING REVISED PG WA2-WALL ASSEMBLY DETAILS
GARAGE 4�T $Q. FT. F.G. FUEL GAS SL SLIDING
PORCH 43 SQ. FT. FIN. FINISH SL. GL. SLIDING GLASS 11/15/19 ADDED COCOA PLUMBING RISER
A.B. DESIGN GROUP, . LLC PG WA3-WALL ASSEMBLY DETAILS
COVERED LANAI 50 SQ. FT. FLR• FLOOR STD. STANDARD 01/01/20 REPLACE USP CaNECTORS WITH SIMPSON CONNECTORS
2194 HWY AIA, SUITE'.. --- — PG WA6—WALL ASSEMBLY DETAILS
INDIAN HARBOUR, FLORIDA 32937 TOTAL 3165 SQ. FT. FR.DR. FRENCH DOOR SECTION 05/11/20 REVISED STAIRCASE AND STAIR SECTION DETAIL
.y FTG. FOOTING TEMP. TEMPERED GLASS
Tel: (321) 802—itj � GA. GAUGE THK. THICK
{' A/C VOLUME 22403.2 CU. FT. GAR. DISP. GARBAGE DISPOSAL T.O.C. TOP OF CURB
G.F.I. GROUND -FAULT T.O.P. TOP OF PLATE
INTERRUPTER T.O.S. TOP oFSLAB Sr
RL7CTURAL SHEET # DESCRIPTIONGL. GLASS TYP. TYPICAL
GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED _
4 w F H:B. HOSE BIB OTHERWISE 0,.
DRAWING CONTRACT I1QCUIENT H.c. HOLLOW CORE V.P. VAPOR PROOF PG S1—FOUNDATION PLAN
HDR. HEADER W. WASHER -
REVIEW BY BUILDDI2 v oxBT uLAHON wD. WITH
— _—� — — PG' S1.1A—DETAILS
n INS INTERIOR wD. WEvnow Richard E Olds
Per 51.2-FIRST FLS®R DOWEL PLAN
HE BUILDER ASSUMES ALL LIABILITY FOR WiH WATER HEATER � — ---- — PX2178
I VTERPRETATION OF THE `CONTRACT DOCUMENTS W.I. wxouGxT IRON PG S1.2A-DETAILS
"k PG S2-FIRST LIFT BEAM PLAN AND NOTES
IF ANY ASPECT OF THE CONSTRUCTION (AS -- PG S2.1A-DETAILS
DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND
IN NEED OF FURTHER DETAILING OR EXPLANATION IN — PG S3-FIRST FLOOR FRAMING PLAN
ORDER TO BUILD THIS PROJECT BASED ON THIS PCB S3.1A-DETAILS
DRAWING SET, THE CORRECT PROCEDURE IS FOR THE --
BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR PG S3.1B-DETAILS 'Loll L _ p 1 cq
INFORMATION) TO THE ARCHITECT OR ENGINEER FOR PG S3.1C-DETAILS
CLARIFICATION. PG S4-SECOND FLOOR DECK PLAN
AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN PG S4.2-SECOND FLOOR DOWEL PLAN
RFI's IN WRITTEN DRAWN FORMS IN A TIMELY Reviewed ror cod•
/ PG S5-SECOND LIFT BEAM PLAN AND NOTES
MANNER. AB DESIGN GROUP TAKES NO
RESPONSIBILITY FOR INTERPRETATIONS OF PG S6-ROOF FRAMING PLAN unlvFJCompliance
ersa�l9�^••r"
CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE _ PG SNl-DETAILS
BEEN GENERATED FOR UNCLEAR ASPECTS OF THE PG PA1—PRODUCT APPROVALS
ONSTRUCTION BASED ON THE DRAWING SET.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-8023591
www.abdesigngroup.com
AA #: 0003325
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1
SXYBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #73
]PAGE:
COVER
SHEET
160 MPH EXP C
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MAY 2 1 2020' "
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AB NO r/30
DATA 05/28/20
SCALE: 1/4"-1' - 0"
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GENERAL NOTES
1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR)
6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER
FBCR 6TH EDITION (2017) UNO.
2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR
BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY
THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE
DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2.
3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK
PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION
OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK.
THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE
CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR
FABRICATION OF THE WORK.
5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES,
OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES.
6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING, THE CONTRACTOR
SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITYAND SAFETY OF THE STRUCTURE DURING
CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED.
7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS.
8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER.
9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED.
GARAGES AND CARPORTS
1. GARAGE DOOR
A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET
B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER
C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER
2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING
PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH
SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN
1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS,
3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE
DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL V MIN. RIGID
ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE
GARAGE.
4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOl
LESS THAN''/z -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE
SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOAR OR EQUIVALENT.
WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE
PROTECTED BY NOT LESS THAN'/2-INCH GYPSUM BOARD OR EQUIVALENT.
SITE WORK
1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT).
2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES,
SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL
DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HERERSEE LANDSCAPE DRAWINGS FOR FINAL
FINISH GRADES, PLANTING AND IRRIGATION:
3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE
ARCHITECT,
4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN''/z THE HORIZONTAL
DISTANCE FROM THE NEAREST EDGE OF THE FOOTING.
5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYER
AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE
SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS.
6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED.
7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE)
8 EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE.
9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE
REQUIREMENTS.
10 CONTRACTOR IS TO VERIFY THE ELEVATION G THE FINISHED FL00i SLAB WITH THE SIGNED AND SEALED SURVEY
WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALLAPPLICABLE STATE, CITY AND
COUNTY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED
TO PLACE THE FINISHED FLOOR ELEVATION MIN 1'-0" ABOVE THE BFE, PER FLORIDA BUILDING CODE.
11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP
DRAWING.
12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES,
BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION
LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE
APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE
BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT:
"THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES.
TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF
AGRICULTURE AND CONSUMER SERVICES."
TIMBER
1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED
HEREIN:
A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL)
B. NATIONAL FOREST PRODUCTS ASSOCIATION:
I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION
C. SOUTHERN PINE INSPECTION BUREAU:
I. STtNDARD GRADING RULES FOR SOUTHERN PINE LUMBER
D. TRUSS, PLATE INSTITUTE:
I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014)
E. APA- THE ENGINEERED WOOD ASSOCIATION:
I. ENGINEERED WOOD CONSTRUCTION GUIDE
F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
S 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED.
3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS,
4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION,
5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1.
6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ.
PLUMBING
1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL,
2, WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS.
3. CONDENSATION LINES SHALL BE MINIMUM 3/4" PVC (SCHEDULE 40), INSULATED WITH 1/2" AMAFLEX,
4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH.
5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE.
6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES.
Qi 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005 2
8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903.
9. THE PLUMBER IS TO DIVERT'', ALL VENTS TO REAR ELEVATION WHEN POSSIBLE,
10. DRILLING &NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2.
EXTERIOR WALL COVERINGS
1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR
THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE
R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE
EXTERIOR FINISHES
1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, 8" THICK, OVER FRAMED WALLS
APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS
THAN 2 COATS, 1/2" THICK, (WHERE APPLIED OVER MASONRY OR CONCRETE.
2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH
ASTM-C926 & ASTM-C1063-12a.
3. LATH & ACCESORIES PER AtTM-C-1 063-1 1A & R703.7.1_ ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO:
ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS
"L" FLASHING HORIZONTAL LATH AND PAPER DETAILS
PIPE PENETRATION DETAILS VENT PENETRATION DETAILS
WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS
CASING BEAD DETAILS DRIP EDGE DETAILS
CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS
WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS
WINDOW FLASHING DETAILS
4. SHALL BE INSTALLED PER ASTM-C1063-15AAND R703.7.
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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. R3027.
EXTERIOR CEILINGS
1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING
MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1
1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS)
CONSTRUCTION OBSERVATION
CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOTA PART OF AB DESIGN GROURS
SERVICES FOR THIS PROJECT.
IT IS WItERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICESOOtMT INCLUDE PROJECT OBSERVATION OR REVIEW
OF THE BUILDER'S / CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL
BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND
FOR CONSTRUCTION OBSERVATION.
Reviewed for Code
Compliance
Universal Engineering
Sciences
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
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PHASE 2
LOT #73
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PAGE:
Ej GENERAL
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NOTES
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ARCHrrECT- e
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OCT 2 1 2020
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AR NO 17305
PRTE: INT
DA05 28 20
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SHEET
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FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN
ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH FBC R302.9.4
FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL M IN
ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FSC R302.10.5
PRE-ENCs TRJSS
DOUBLE TOP PLATE 2x CONnNOd$ STRESS
BLOCKING MID WALL
$F4®32• Or— MAX
2x STUDS • 16' OG, MAX,
UON.
I' T a G SUBFLOOR GLUED
AND SCREUBD AS PER
FASTNER &C 4EDULE
BT FLOOR STUDS TO
2FLOOR STUDS 1
81MPSPS ON MSTA-%
32' O.G. MAX / I
F'RE-ENG FLOOR TRM
DOUBLE TOP PLATE �� 2x STUDS • *'Or- MAX,
uox
ix CCNTiNOUS STRESS SECURE BT. PLATE TO STUD
BLOCKING MID WALL BMPSON SF4 •32' OG. MAX
SECURE BT. PLATE TO BLAB
W/ i'xe° ANCHOR BOLT w/
W/
2'
WASHER T' WI MIN. a 32'
MIGHT OF GARAGE
O.C. MAX, EPDXY Nor
VARIES WITH SLOPE
REC UIRED FOR EXPANSION
BOLTS
,�" SIMPSON SP4 .
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RETARDER CN WELL -COMPACTED CLEAN
FILL. TERMITE TREATMENT TO BE
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4•
1'-0'
4'
4•
BORA-CARE APPLIED AT FRAMING.
(2) T- REBAR ON CHAIRS J '-S'
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INT.
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WINDOWCRITERIA
EXTERIOR
CRITERIA
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BASIC WIND SPEED MPH = 160 (Volt) INTERNAL
PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II,
EXP.=C, MEAN ROOF HT. = 15'-9"
PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED.
(2017) R301.2.1 TO MEET TESTED ALLOWABLE OR
NOMINAL WIND LOAD VALUES FROM THE PRODUCT
MANUFACTURER. CYWTM n®TF mlontx
SCALE: 1/4' = V
-0'
NOTE:2-5TORY GYPSUM BOARD
OPENINGS BETWEEN THE GARAGE 4 RESIDENCE SHALL BE
EQUIPPED WITH SOLID WOOD DOOR NOT LESS THAN I3/$'
(35mm) IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL
DOORS NOT LESS THAN 13/$"(35mm) THICK, OR 20-MINUTE
FIRE -RATED DOORS
THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE E ITS
ATTIC AREA BY NOT LESS THAN I/2'(12.1mm) GYPSUM BOARD APPLIED
TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS
SHALL BE SEPARATED FROM ALL HABITABLE ROOMS BY NOT LESS
THAN Ne"(15.5mm) TYPE X GYPSUM BOARD OR EQUIVALENT
UNDER STAIR PROTECTION:
ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS,
UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED
SIDE WITH 1/2 INCH GYPSUM BOARDS. FBCR 2011 (&TH ED.) 302.1
- EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY
DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED.
- REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES.
-FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED
GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION
R VALUE OF R-13.
-CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED
SPACE.
-FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE
PROVIDED BY THE 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
MASONRY/FRAME
WALL LEGEND
11111111
8'-8' BLOCK WALL
UN.O ON PLANS
BRG. HGT. VARIES
S' BLOCK WALL
UNA ON PLANS
I8'-S' BRG.
INTERIOR LOAD
BRG. WALL U.N.O.
ON PLANS
1
4' INTERIOR NON
LOAD 5111 WALL
U.N.O. ON PLANS
-ALL INTERIOR
DOORS TO BE 6'-8'
-ALL EXTERIOR
DOORS TO BE &'-S'
UNLESS NOTED
OTHERWISE
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bdesi gngrou P.COM
AA #: 0003325
a
OUBDIV.
CREEKSIDE
PHASE i
LOT J73
MAY 2 7 2091
IC HAEL c. ANDI=Ra
AR NO 17305
DATE 05/213/20
SCALE: 1/4"=V-0 $1
FIGURE R301.2(7)
COMPONENT AND CLADDING PRESSURE ZONES
Compllpl"feR
UnWersal Engg
sconm
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bdesi gngrou p.corn
AA #: 0003325
7
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c
aft
01
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CREEKSIDE
PHASE 2
LOT #73
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160 MPH EXP C
MAY 2 7 to .
AICHAEL C. ANDEI
AFC NO 17305
PRINT 0
DATE 528 '/ /20_
SC:1/4 1p._0>l
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
Mnv 9 7 ^n9
AR NO 17305
E: 05/213/20
SC :1/4>,=1,_0„
26'-0" 5LDG. HGT.
6' RAISED
SAND\
IS'-V 2ND FLR.
5RCs. HGT. -
FYPON I8'X63' 1'-0"
DECORATIVE
SHUTTER OR
EQUIVALENT
4' RAISED--,_-
15AND
10'-0 3/4°
2ND FIN. FLR.
8'-8" CLG. HGT. _
6' RAISED—��
SAND
OPT.COACH—
LIGHT
0'-0" FIN. FLR.
15'-8' 2ND FLR.
E3RG. HGT. — - —
1'-0
10'-0 3/4" 2N1) FLR.
FIN. FLRJ5RG. HGT. --
S'-6" CLG. HGT, --
0'-0 FIN. FLR. _
I�
5
TIT
r�
--------------------C�
F
7
T h LET
SCALE: 1/4 = 1'-0' TEXTURED FINISH
NOTE. WALL FENESTRATION FLASHING AS PER F5CR Ri03.4
12
OFF RIDGE VENT
SHINGLE
ROOF
FYPON
IS'X50'
DECORATIVE
SHUTTER OR
EQUIVALENT
_ , laj6" 2ND FLR.
�BRCs. 4GT.
I
I
I I
I
I I
I
1 I 6' RAISED
I I BAND (TYP.)
I - 14.10'-0 3/4"
2ND FIN. FLR.
I I �0'-&" ERG HGT.
I - 6 ENTRY
I I 4-
I�IA
I I TYP.
I I 4' RAISED
I I SAND (TYP.)
I
I I �0'-O' FIN. FLR.
I —
I
I
r� I
I
_ I I
i I
-�120 3/4" 2ND FLR
-------_—_—_--__-- --- r FIN. FLRJSRCz_ HGT.
— - — - — - — - — - — - — - ------- I I oa'-13" CLG. HGT.
r--
_ IS'-8" 2ND FLR.
BRCS. H_IT.
i 45
® I I I�LIA
I I TYP.
J
I
IL
44 - — - — - — - — - ------ --- I-- b0 -0" FIN. FLR.
REAR N
SCALE:: 1/4 = P-0' TEXTURED FINISH
MODEL 2605-HAYDEN-4EHB (2-Story)
AREA OF ATTIC
= 1541 SQ. FT.
NET FREE VENTILATION AREA
REQUIRED
1/ 300
REQUIRED VENTILATION AREA
= 1541 /300
= 5.14 TO. FT.
S.14
= 739.68 SQ. IN.
MIN. REQUIRED VENTILATION
= AX 739.68
IN UPPER PORTION OF ATTIC
= 295.872 SQ. IN.
(BALANCETO BE PROVIDED IN
SOFFIT VENTS)
OFF RIDGE VENTILATION AREA
= 138 SQ. IN. PER VENT (net free area)
TOTAL# OF VENTS REQUIRED
- 2.14
TOTAL# OF VENTS PROVIDED
= 3
SOFFIT VENTILATION AREA
7 SQ. IN. PER LIN EAR FT (net f ree
area)
LIN EAR FEET OF SOFFIT REQUIRI
42.27
Reviewed for Code
Compliance
Universal Engineering
91 rscm"ces
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
SUEDIV de 'T:
CREEKSIDE
PHASE 2
LOT #73
PROJECT#
04321.200 073RI
MODEL,:
4EHB
"2605-HAYDEN"
GARAGE SWING:
LEFT
R
FLORIDA
eAICHAEL C. ANDE:RSOI
AR NO 17305
ATE:' D05 2€I 20
ATE: / /
A 3 Cr
IN
10'-0 3/4" 2ND FLR.
FIN. FLR./BRGz. Hr3T. —
8'-S' SRG, Hra-r
10 ENTRY
0'-0" FIN. FLR.
r
SCALE: 1/4 = i'-0' TEXTURED FINISH
RIGHT ELE"'VArlpluo'N
SCALE: 1/4 = 1'-0' TEXTURED FIN16H
-_018'-8,
2ND FLR.
BRCx. 1-4C�sT.
Io'-!� 3/4" 2ND FLR.
--$FIN. FLR.
BRCS. HCzT.
ENTRY
oV-0" FIN. FLR,
_l8'-W -W2ND FLR.
,G HC-jT.
_,`I 1-o 3/4" 2ND FLR.
I IN. FLR./SRC. HGT.
—ob'-S' CL.G. HGT.
,ifs'-m' FIN. FUR.
Y
pev..wed to Cori
OCompliance
Universal Eng'reoft
Baeno"
2194 HWY A1A, SUITE 3
INDIAN HARBOUR BEAC
FLORIDA 32937
PH: 321-802-3591
www.a bdesi gngrou p.coi
AA #: 0003325
®em
I
CREEKSIDE.
PHASE
i
MormLzIII
4EHB
D
��GARAGE SWING:
LEFT
SC :1/4"==1'-®"
SHEET �®
A 4 C-14
T
ELECTRICAL LEGEND
SYMBOL
DEFINITION
NOTES
—e
125V OUTLET
20 AMP SINGLE POLE
110V OUTLET
110V OUTLET
14 OF OUTLET WIRED
TO SWITCH
GFI
110V OUTLET
EQUIPAULI
IR
NTERU T (TAMM40 ER
MTEfiUPTER (TAMPER
RESISTANT TYPE)
220V OUTLET
(4) WINE CONNECTION
—{GF
I
OUTLETTE
INTTEORRUPTERT
SWITCH
SWITCH
3-WAY OPER
64
SWITCH
4-WAY OPER
WALL MOUNTED
ry
' V
LIGHT
CEILING LIGHT
®
LED CLG LIGHT
®VF,
LED VAPOR
PROOF LIGHT
O VP
VAPOR PROOF
LIGHT
ORECESSED
CAN
VENT. FAN
I CF1 PER SQ. FT.
VENT, FAN
W/LIGHT
I CFM PER Sa FT,
VANITY LIGHT
FIXTURE
(SMC'S TBD BY
BUILDER)
4'X2'
FLUORESCENT
LIGHT
2-151.11-15 WRAP
AROt.IND
(RECESSED)
®
4'X2'
FLUORESCENT
LIGHT
2-BUL13 WFAP
AROUND
(SURFACE MNT.)
---�
2' FLUomsscwr
*FLUORESCENT
r—•----�
4' TRACK LIGHT
PANEL
METER
BAIT. BACK-UP
OSMOKE
J.D.
DETECTOR
Wf HARDWIRE
WALL MOUNTED
5AT1. BACK-UP
SD
SMOKE DETECTOR
W/ HARDWIRE
CARBON MONOXIDEo
SMOKE DETECTOR
BAIT. BACK -up W/
HAR111,I1RE
INTER -CONNECTED
COMBO
SHALL BE A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
H�
>
NATURAL GAS
I I
OUTLET
11111111110-
TELEPHONE JACK
WH
WATER HEATER
IGNITION SOURCE
TO BE ELEVATED
DISCONNECT
AIR CONDITIONING
TO E 21
A/C
DISCONNECT
SEE ONUNO.
THIS SHEET
' t • • r
TELEVISION JACK
CEILING BOX REQUIRED
JO
TO BE SUPPORTED IN
ACCORDANCE W/ BOX
J_BOX
MARKED AS SUCH FOR
INS CTION
CEILING BOX REQUIRED
TO Be SUPPORTED M
CEILING PAN/LIGHT
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
24' INCANDESCENT
LIGHT STRIP
36' INCANDESCENT
LIGHT STRIP
n C9-O Pf n n A r7
48' INCANDESCENT
LIGHT STRIP
FLOOD LIGHT
OPT. SECURITY
KP
KEYPAD
RJ Pm
PUSH-BUTTON
FOR CHIMES
~
USB 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 EIS
67���ITI�(2011) 4�C210.122014EDITI�4�C210.12 2014EDITI�
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GH • 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 MI5013 FBCR 6TH EDITION (2011).
• LAUNDRY ROOM RECEPTACLE SHALL BE GROUND
FAULT CIRCUIT -INTERRUPTER PROTECTION FOR
PERSONNEL ON FEEDERS
• WIRING METHOD SHALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF FBCR 6TH ED (2011).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 6TH ED (2011A
• ALL LAMPS SHALL BE SELECTED ELT BUILDER AND
15% OF LIGHTING MUST 0H EWJR Y EFFICIENT TYPE PER
Fj5.0 ENERGY CONSERVATION (RESIDENTIAL ENERGY
EFFICIENCY) 2011, 111 EDITION R404J
LMI
METER
FIELD
VERIFY
LOC.
TEMPORARY —
UNDERGROUND
0
LJ:
PRE -WIRED
CLG FAN
BDRM. #2
°Y\ qP
M
5OLLA�
AS REQ.
PER BLOG.
CODE
rN—
s
OPT.
COACH
LIGHT
IRRIGATION
OUTLET w
48' A.F.F.
GFI
I
F_
P.B. FOR
GARAGE
DOOR 1
1
I
i 1
M
KEYLE
FIXTURE
GFI
GARAGE
DOOR
PREWIRE
GMAGE
tl ^1P ii 211 \
I '
/I
LED LIGI- "ING
L SINGLE LAV.
BATH42
R-P
LIVING
ROOM
PRE -WIRED
CLG FAN
I
� \ I
I
I
TO 2ND FA SWITCH IN -
SWITCH 1` CABINET I
I
— — — \ OUTLET 4--
IIFOR DWI
I � I II I
7 1
GFI m 44" GFI a 4.4' 1 I
APP. APP.
wal
5/CO GFI—
0
r+r
11 Ki' - 511
PAN.
1
�\ �L[SffiAEX
fi'RE-WIRED
CLG FAN
I
I
CEILING MTD.
LIGHT TO BE
INSTALLED,
PROVIDE
I J-BOX FOR
I OPT. FAN
FOR VENT
OR MICRO
VVP Panel MAIN -A
PANEL: 8/16wp crt. breaker VOLTAGE:12o/24oV-lPh MAIN: 150Amp M.C.F
FEEDER: 3-#1 Cu THWN & 1-#6 Cu (G) in 1 12" C. OR 34210 AL THWN & 1-#6 Cu (G) in 1 1/2" C.
Wire
Pole
Bkr
Description
Watts
Circuit
Circuit
Watts
Description
I Bkr
I Pole
T Wire.
#12
1
20
Exterior Receptacle GFI for TUG
1200
1
2
Space
#12
2
20.
Irrigation Pump
1000
3
4
Space.
5
6
6240
A/C C. U.
40
2
#g
Space
7
8
PANEL -A
PANEL: 42 crt. breaker VOLTAGE: 120/ 240 V -1Ph MAIN: 150Amp M.L.O.
FEEDER: 3-#1 CuTHWN & 1-#6 Cu (G) in 1 12" C. OR 3-#2/0 AL THWN & 1-#6 Cu (G) in 1 1/2" C.
Wire
Pole
Bkr
Description
Watts
Circuit
Circuit
Watts
Description
Bkr
Pole
Wire
#12
1
20
Small Appliance
1500
1
2
8000
Range
50
2
#6
# 12
1
20
Microwave / Hood GFI
1800
3
1
4
#12
1
20
Small Appliance.
1500.
5
8
4500
Water Heater
25
2
#10
#12
1
20
Refrigerator
1500
7
8
# 12
1
20
1 Dining Receptacles AFCI
1500
9
10
1200
Disposal GFI
20
1
#12
#12
1
20
Bath GFI Receptacles
1200
11
12
1500
Dishwasher GFI
20
1
#12
#14
1
15
Foyer / Flex / Hall AFCI
900
13
14
5000
Dryer GFI
30
2
#10
#14
1
15
Living Rm, Lanai, Kitchen, Din Us AFCI
900
15
16
Space
17
18
1500
Washer GFI
20
1
#12
#14
1
15
SD & C/O AFCI
900
19
20
1000
Garage Door Opener GFI
20
1
#12
Spec e
21
22
1200
Garage Us & Receptacles GFI
20
1
#12
#14
#14
1
15.
Bedroom #2 / Bathroom #2 AFCI
900
23
24
900
Owner's Suite AFCI
15
1
#14
1
15
Bedroom #3 AFCI
900
25
26
900
Owner's Bathroom AFCI
15
1
#14
#14
1
15
Bedroom #4/Opt. Bed #5/Opt . Loft AFCI
900
27
28
1200
2nd Floor Hall/ STD 2nd FL UVJ Laun. AFCI
20
1
#12
#12
1
20..
Exterior Lights and Redept GFI
1000
29
30
1000 1
Irrigation controls only
20 1
1
#12
Space
31
32
Ispace
Space
Space
33
34
Space
35
36
Space
Space
Space
Space
37
38
#8
2
35
A/C A.H.U.
(Heater 5 KVA at 65%)
5525
39
40
41
42
Space
Load subject to demand factor calculations / line
17600
27900
Load subject to demand factor calculations / line
Demand Factor Calculations:
ABBREVIATIONS:
AFCI: ARC FAULT CIRCUIT INTERRUPTER
NC: NON -COINCIDENT LOAD
GFI: GROUND FAULT INTERRUPTER
Total load subject to demand factor
45500
First 10000 watts at 1000/6
10000
_._
Remaining watts at 40%
14200
Total A/C Iced
11765
_
LOAD CALCULATION IS BASED ON A/C NOWCOINCIDENT LOAD
Trial Connected Load Watts
35965
Total Amps (watts 1240 volts)
149.9
15® ,AMP ELECTRICAL R15ER
NOT TO SCALE.
GENERAL NOTES:
A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL
COMPLY WITH ELECTRICAL PROVISIONS OF THE F5CR (PtH
EDITION (2011), LOCAL CODES, AND ALL LOCAL POWER
COMPANY REQUIREMENTS.
B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS
NOTED OTHERWISE.
POWER COMPANY
TRANSFORMER
GRADE
PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDARY -
ELECTRICAL SERVICE. PROVIDE 3 01 COPPER (CU) IN
1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3
02/0 ALUMINUM (AL) IN 2" DIA SCHEDULE 80 PVC
CONDUIT UNLESS SERVICE IS PROVIDED BY THE
ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC
COMPANY PRIOR TO BID.
PROVIDE 342/0 CU, THUN + ft CU IN 2' CONDUIT OR 3
04/0 AL, THWN + 1% CU IN 2' CONDUIT.
(CONDUIT TO TERMINATE ABOVE SOFFIT a OVERHANG.)
COMBINATION SERVICE
DISCONNECT SWITCH AND
M ELECTRIC METER IN
NEMA 31R ENCLOSURE
150A/2P
MCB
TELEPHONE SERVICE
ENTRANCE
EQUIFN'1ENT
INTERSYSTEM BONDING
TERMINAL AT LOW
VOLTAGE CONNECTIONS
150 AMP
I/240 VOLT
I PHASE
MLO
PANEL
CABLE TELEVISION
SERVICE ENTRANCE
EQUIPMENT
— 1 04 CU SERVICE GROUND CONNECTED TO
CONCRETE ENCASED FOOTER STEEL PER
ELECTRICAL PROVISIONS OF THE F59E r2tH
9DlIT11I ON (2013C2@ 3)
5/0" DIA X 8 FT LONG COPPER CLAD GROUND ROD
Reviewed for Coc-
Compliance
Universal EngareeM
Uj SaencY
2194 HWY A1A, SMITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
a
e!!����
I.. [:;r Se LADT--
CREEKSIDE
PHASE
LOT J73
'si*
MAY 2 7 2�l
HAEL C. ANICIEI
AR NO 17305
PRINT
DATE: 05/28/ 20
SCALE: 1/4°'--1
r -0,)
ELECTRICAL LEGEND
SYM50L
DEFINITION
NOTES
125V OUTLET
20 AMP SINGLE POLE
Q110V
OUTLET
110V OUTLET
0 OF OUTLET WIRED
TO SWITCH
--Q-i [¢1
110V OUTLET
EQUIPED W/GRND FAUL
INTERJPTER (TAMPER
RESISTANT TYPE)
220V OUTLET
(4) WIC CONNECTION
WP
EXT. WATER
GROUND FAULT
—C1— GPI
OUTLET
INTEF4;aJPTER
SWITCH
SWITCH
3-WAY OPER.
W4
SWITCH
4-WAY OPER.
WALL MOUNTED
LIGHT
CEILING LIGHT
(L
LED CLG LIGHT
vim
LED VAPOR
PROOF LIGHT
O VP
VAPOR PROOF
LICaHT
ORECESSED
CAN
®
VENT. FAN
1 CPM PER SQ. FT.
VENT. FAN
W/LIGHT
1 CIL41 PER SQ. FT.
VANITY LIGHT
FIXTURE
(SPEC'S TBD BY
BUILDER)
4'X2'
FLUORESCENT
2-BUL5 WRAP
LIGHT
AROUNDL
(RECESSED)
4'X2'
FLUORESCENT
2-EULB WRAP
LIGHT
AROUND
(SURFACE MNT-)
2' FLUORESCENT
FLUORESCENT
ram—
4' TRACK LIGHT
PANEL
own
METER
@tt" BACK-UP
OiSMOKE
�.D.
DETECTOR
W/ HARDWI�
WALL MOUNTED
BATT, BACK-UP
SD.
SMOKE DETECTOR
W/ HAIQW NF
SIG®
CARBON MONOXIDE
SP10KE DETECTOR
COMBO
f3ATT. BACK-UP W/
INTER -CONNECTED
BFIALL A DISTANCE
OF NOT LESS THEN 4'
FROM WALL
PENDANT LIGHT
I>
NATURAL GAS
OUTLET
11111-
TELEPHONE JACK
WH
WATER HEATER
Sjp MQN SOURCE
TO 5e ELEVATED
DISCONNECT
AIR CONDITIONIFKs
TO BE 210V UN
A/G
DISCONNECT
THIS SHEET
TV
TELEVISION JACK
CEILING BOX RECUSE
OJ-BOX
TO BE SUPPORTED IN
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
CEILING BOX RE(�IJI
TO BE SUPPORTED M
%02
CEILING FANLIGHT
ACCORDANCE W/ BOX
MARKED AS SUCH FOR
INSPECTION
24'INCANDESCENT
LIGHT STRIP
A n A A A A
36' INCANDESCENT
LIGHT STRIP
n O A®
45' INCANDESCENT
LIGHT STRIP
FLOOD LIGHT
OPT. SECURITY
KEYPAD
K P.B.
PUSH-BUTTON
rOR CHIMES
h+�
USB PORT
• LOCATION Or TV JACKS 4 PHONE OUTLETS 4 FANS TO
BE VERIFIED a HOMEOWNER PRE -CONSTRUCTION
MEETING.
• ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT
PROTECTED PER ELECTRICAL PROVISIONS OF FBGR
&TH EDITION (20112 4 NEC 219212 2014 EDITION.
• 20 AMP DEDICATED LAUNDRY CIRCUIT.
• GFI • ISLAND (NOT ON KITCHEN CIRCUIT)
• DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL
• BATHROOM EXHAUST PAN TO HAVE MM. CAPACITY OF
50 CFM MTERMITTENT PER ELECTRICAL PROVISIONS OF
SECTION MI5013 FBCR bTH EDITION (2011).
• LAUNDRY ROOM RECEPTACLE SHALL BE GROUND
FAULT CIRCUIT -INTERRUPTER PROTECTION FOR
PERSONNEL ON FEEDERS
• WIRING METHOD SHALL BE NON METALLIC CABLE PER
ELECTRICAL PROVISIONS OF POOR 6TH ED (2011).
• ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS
OF THE FBCR 6TH ED (2011).
• ALL LAMPS SHALL BE SELECTED BY BUILDER AND
'irp% OF LIGHTING MUST BE ENER^sY EFFICIENT TYPE PER
F15G CONSERVATION (RESIDENTIAL ENERGY
,ENEEKsY
EFFICIENCY) 2011. 6th EDITION R404.1
I
I_ — .J
lki Oval'i
/----------\
I
I
NMI
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I
1
I
I
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- I
I
I
-
I
I
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I
f
I
I
m
I
I
°
I
L
I
°
I
�
I
l
OWNER'S 5ATH
Reviewed for Coda
C°mphanoe
Universal EngineenIV
Sc n=B
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
i'
4
497UBDIV.�.i
CREE
i
r
/.-.
1SPA11
III �
,,GARAGE SWING:
LEFT
W.' /
MAY 2 7 2020
kEL. C. ANDEI
AR NO 171,0
PRINT DATE: 05 28 20
SC :1j4"=1'-0"
SKEET
F
a
11
1
I
L_ _ — — _ _ --
SECQTQ FLOOR
PLUMBING PLAN
SCALrz: 1/4 = V-0'
e
2° VTR
1-1/2�,. -I/"
WPM I I W�=
IV
I V
MAIN
Reviewed for Cary
Compliance
Universal F @Wft
s
2194 H WY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORI DA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
"AY 2.7 2020
MICHAEL C. ANDERSON
AR NO T7305
PRINTI DATE: 05 28 20
SCAT : 1/4"=1'-0"
SHEET
fo'
10X6
120 CFM
o 113,
LBATH 22
so
12' LIVING
/ --I ROOM
0
LANAI
1
10Xg)
120 CFM
I II
I II
I II
10X6 I I
120 CFM I
I I I!: X
I 10X6
120 C1
I KITCHEN
24 12' 1 ,
16
�47 CFM
III
III
III
12X8
PASS
THRU
FOYER III
III
T4'
� 10X6
120 CFM
6'
10'
FLEX
R—VALUE SCHEDULE
FLOOR
9LA5 ON GRADE
R-0
EXTERIOR WALLS
CMU - INT INSUL
R-4.1
FRAMED WD - ADJACENT
R-13
FRAMED WD - EXTERIOR
R-13
CEILIWG
UNDER ATTIC
R-30
EQUIPMENT SCHEDULE
4.0 TONS
MFG
CARRIER
C.U.
2514E3C548A•030-
A.H.U.
FX41DN(I5F)049L.
HEAT
5 KLU
SEER
15 SEER
TOTAL CAP
41500
ELECTRIC
208/230/IPH
5RKR
G.U. 40 A.H.0 35
REF LINES
118,14 3/81'
g2Reviewed to code
Gompliance
Univesal Eng eerinG
sciences
UBDIV.
OT-
CREEKSIDE
r
LOT J73
PRINT 2®�8
DATE: 05 / /
SCALE: 1/4 "==1 —o "
I� I
L------ ---i
R-VALUE SCHEDULE
FLOOR
SLAB ON CaRADE
R-0
EXTERIOR WALLS
CMU - INT INSUL
R-4.1
FRAMED WD - ADJACENT
R-13
FRAMED WE) - EXTERIOR
R-13
CEILING
UNDER ATTIC
R-30
EQUIPMENT SCHEDULE
4.0 TONS
SECOND FLOOR HVAC PLAN MFG
CARRIER
SCALE: 1/4 = V-0' G.U.
25HBC548A•030•
A.H.U.
FX4DNC5,F)049L
HEAT
5 KW
SEER
15 SEER
TOTAL CAP
41500
ELECTRIC
208/230/IPH
Reviewed for CorM
Compliance
BRIGR
C.U. 40 A.H.0 35
Universal Engmeerin4
91
Sciences
REF LINES
1/8" t 3/8"
4PXYBDIV. & LOT:
CREEKSIDE
LOT 1
73
low
MODEL.
# 'R
L i
•1 �
'GARAGE SWING:
�J LEFT
FRINT° aIn
DATE: 05/28/20
SCALE: 1/4"=1'-0"
SI-1EET
2X4 TOP PLATE
ass
2X4 WOOD
STUDS *24'
O.G.
SLAB
NV I M: 5 I I.IL-ice iN
PARTITIONS SUPPORTING
WALL HUNG PLUMBING
FIXTURES AND WALL
CABINETS SHALL BE NOT
LESS THAN 2X4, WHERE
SPACED NOT MORE
THAN iro" O.C. OR, NOT
LESS THAN 2x8, WHERE
SPACED NOT MORE
THAN 24" O.C.
(
TYP. INT. WALL (NON -BRIG.
R
FIBEGLASS SHINGLES
OVER 030 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.1.1
ON a' O.S.B. SHEATHING
OR j' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
PRE-ENG TRuss
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS TYP:
O.H.
VENTED SOFFIt
PER
PLAN L
1/2' CLG.
1/2' DRYWALL
SECURE BT. —
PLATE TO SLAB
W/ 10d MASONRY
NAIL w 32' O.C.
MAX
FIN. FLR.
I —WIND INSULATION
1/2' THICK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY TO MASONRY 43
0'-O' FIN. FLR.,I�
Q d
--i 1-
d V
d .
AV d
a.
d
da
A W WINDOW OPENING
BCAL E: 3/4" = I • -0'
5/8' GYPSUM 5OR 1/2' HIGH
STRENGTH CLG.
BOARD
O—SEE ENERGY CODE FORMS
INSULATION R-VALUES
REFERENCE STRUCTURAL
J PER ELEVATION
I/2' GYP. WL. BD.
WINDOW ATTACHMENT
AS PER MANUFA
SPECIFICATIONS
CTURES
REFERENCE
STRUCTURAL
Ix2 P.T. FURRING
STRIPS 24' O.G.
— 8' CMU
WOOD BASE
c
5' DIA. SLEEVE,
DO NOT CUT
BOND BEAM -
SOLID GROUT
W/ (1)- 03 C. (2) OURSE
2A PIPE THROUGH BOND BEAM
FIBERGLASS SHINGLES
OVER e30 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION Rc)05.1.1
ON a" O.S.B. SHEATHINGS
OR �' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
STRUCTURAL
PRE-ENG TRUSS
MTL. DRiP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
1/2' THiCK, 2 COAT PORTLAND
CEMENT PLASTER APPLIED
DIRECTLY t0 MASONRY
OL 0'-0' FIN. FLR
d
d
�B TYYR WALL SECTION
" NO FOP&4ING N®T
PER SECTION 905.1.1 - FOR ROOF
CI /'18iC. 7 97 Y/1 I 1•r C. TI I AEI A to .
18 REQUIRED. FOR ROOF SLOPES
OF 4:12 OR GREATER, (1) LAYER
UNDERLAYMENT 1S PERMITTED BUT
MUST BE PER ASTM D226 TYPE II,
ASTM D 48&9 TYPE IV, OR ASTM D
6751
3AS LINE
I k PVC SLEEVE FOR GAS LINE
5• CMU
I/t' GYP. U0... MO.
woo BASE
26 GAS LINE THRU BLOCK
FIB LASS SHINGLES
OVER e30 L7 PAPER OR
SYNTH\0'
T,
INSTALLEN
R90B.
SHEATHINGX
PLYWOODRFASTEE
MTL. DRIP EDGE
2x FASCIA PER
ELEVATIONS
VENTED SOFFIT
PRE-ENG. GABLE TRUSS
WEEP SCREED
2x P.T. SECURED PER
STRUCTURAL DETAILS
1/2' THICK, 2 COAT -
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
GALV.STEEL
L
TRACK BRACKETS
FASTENED TO
WOOD JAMB PER
PRODUCT
GALV.STEEL—
APPROVAL REQ.
VERTICAL TRACK
BY MAP.
FASTENED TO
TRACK BRACKETS
W/PRODUCT
APPROVAL REQ.
a, CMU SEE
STRUCTURAL FOR
REINFORCEMENT
2x6 P.T. WD
ATTACHED TO FILL
CELL AS PER
PRODUCT
APPROVAL P.EQ.
SEALANT 6
BACKER ROD
WEATHER STRIP
MOULDING ALL
AROUND (MY
DOOR MANUF.)
OVERHEAD DOOR
BY OTHERS
2X4 SPF 24' O.G. MAX.
SECURE W/ (2) 12d NAILS
s EA. END
2x BLOCKING BETWEEN TRUSSES F18ERGLA55 SHINGLES
/rPER STRUCTURAL DETAILS OVER *30 FELT PAP OR
SYNTHETIC PRODU
! INSTALLED PER CTION
RS05.1.1 ON a' $,B,
--STIFFBACK AT ALL UPRIGHTS SHEATHING' CDX
— PER STRUCTURAL DETAILS PLYWOOD EGURED PER
I'-011 1'-0. FASTEN SCHEDULE
TYP. —PRE-ENG WD. TRUSS - TYP. MTL. IF EDGE
PER ELEVATION 2 ASCIA PER
EVATIONS
CONT. 2x RAT RUN SECURED PER
STRUCTURAL DETAILS VENTED SOFFIT
SEE ENERGY CODE FORMS FOR INSULATION R-VALUES PRE-ENG. GABLE TRUSS
PER ELEVATION WEEP SCREED
5/8' GYPSUM BOARD OR 1/2' 2x P.T. SECURED PER
HIGH STRENGTH CLG. BOARD STRUCTURAL DETAILS
R-4.1 INSULATION 1/2' THICK, 2 COAT
WINDOW ATTACHME S g : PORTLAND CEMENT
MANUFACTURES SPE NS PLASTER APPLIED
ERENCE ;_, DIRECTLY TO MASONRY
z.
Ix2 P.
STRIPS
I/2' THICK, 2 GOAT 1/2' GYP
PORTLAND CEMENT
PLASTER APPLIED W B
DIRECTLY TO MASONRY
0'-0' FIN. FLR
Q ,
Va a
' CMU d Q d d O
Aa d
a da d <
d
a:
A W WINDOW PENING
SCALE: 3/4' =1'
CMU
OL 0'-(A' FIN. FLR.
a —
TY
u .
G
BWALL SECTION
NO OF= iNG
Note: WALL FENESTRATION FLASHING PER FBCR 103.4 - r
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 ill. 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 812, or other
approved standard as appropriate for the type of sealant. Fluid -applied membranes
used as flashing in exterior walls shall comply With AAMA 114. The flashing shall extend to
the surface of the exterior wall finish.
Reviewed for Code
CMPIIaIICe
Iniversal EngumerkV
sGenm
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
s'`•" DATE: 05 28 20
SC : 1/ "=V-0"
FIBERGLASS SHINGLES
OVER 030 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.1.1
ON am O.S.B. SHEATHING
OR }' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
PRE-ENG WD.TRUSS
—
24' O.C. MAX.
METAL DRIP EDGE'
2x FASCIA PERK
ELEVATIONS
VENTED —Z
SOFFIT
REFERENCE —J
STRUCTURAL
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
SEE STRUCTURAL
IX2 FIRE -STOP
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
11-0°
O.N.
TYP.
7
ER
LEVATION
BATT INSULATION
REFER TO ENERGY
CALCS FOR VALUES
5/8' GYPSUM BOARD
OR 1/2' HIGH STRENGTH
CLG. 50ARD
Ix2 FIRE -STOP
R-4.1 INSUL.
WINDOW ATTACHMENT
AS PER
MANUFACTURES
SPECIFICATIONS
STRUCTURAL
3/4' T t G SUBFLOOR
GLUED AND NAILED
AS PER NAILING
SCHEDULE
*LEV—ATION
ER
EL -' ION
FIBERGLASS SHINGLES
OVER {'30 FELT PAPER
OR SYNTHETIC
PRODUCT, INSTALLED
PER SECTION R905.1.1
ON J' O.S.B. SHEATHING
OR J' CDX PLYWOOD
SECURED PER
FASTENER SCHEDULE
PRE-ENG WD.TRUSS-
24' O.G. MAX.
METAL DRIP EDGE
2x FASCIA PER— /
ELEVATIONS
VENTED —�
SOFFIT
REFERENCE
STRUCTURAL
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
1X2 FIRE -STOP
SEE STRUCTURAL
5/8' GYPSUM 50ARD
OR 1/2' HIGH STRENGTH CLG.
BOARD
PER
LEVATION
IX2 FIRE -STOP
R-4.1 INSUL.
WINDOW ATTACHMENT AS PER
MANUFACTURES SPECIFICATIONS
-REFERENCE STRUCTURAL
Ix2 P.T. FURRING
STRIPS ® 24' O.C.
8' CMU
1/2' GYP. WL. BD.
WOOD BASE
4
m.
CsRAQE
c .4i . A
Ga
ti W/ WINDOW OPENING
2-STORY
SECOND
1/2' THICK, 2 COAT
PORTLAND CEMENT
PLASTER APPLIED
DIRECTLY TO
MASONRY
IX2 FIRE -STOP
FLOOR
BLOCK
BATT INSULATION
j
'
REFER TO ENERGY
CALCS FOR VALUES
5/8' GYPSUM BOARD
TYP.
OR 1/2' HIGH STRENGTH
CLG. 50ARD
77-7
M.'
-t7l
Ix2 FIRE -STOP
y
INSUL.
/z
O
Im
I m
3/4' T d G SUBFLOOR
GLUED AND NAILED
AS PER NAILING
SCHEDULE
R
LEVATION
PER
,rELEVATIII
5/8' GYPSUM BOARD
OR 1/2' HIGH STRENGTH
CLG. BOARD
R-4.1 INSUL.
Ix2 P.T. FURRING
STRIPS Q 24' O.C.
8' CMU
1/2' GYP. WL. BD.
WOOD BASE
4. .
L.4 <
d
�TH UT WINDOW OPENING
1L
BLOCK Reviewed for Code
compliance
Universal EngmearieID :.
ScienMll
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
, BDIV.S,
REEKS 1
PHASE 2
WAGE:
]DETAILS
1.60 MPH EXP C
-
< .MAY 2 7 2020 -
MICHAEL C. ANDERSOI
AR NO 17305
nommommommmo
f�RINT ATE: 05/ 28/ 20
D
SCA M: 1/4"=1'-0"
SEiEE'�Iry�IT�}N}
_.LLB
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 S' ANCHOR BOLTS
W/ 4' MIN. EMBEDMENT
W/ 2' X 2' X 1/8' WASHER 4 NUT=
0
O
IN
0
IJ
,ECUR? 2x4 ON-y
FLAT TO ELK
W/ MASONRY I no
SIDES:
2X6 GARAGE DOOR BUCK SECURED
W/ (5) 1/2' X 8' J-BOLT OR ANCHOR
BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2'
X 2' X 1/8' WASHER 4 NUT. (1) WITHIN
8' OF TOP, (1) WITHIN S' OF THE BTM,
(3)EVENLY SPACED.
a
IDr
NOTES:
ALL ANCHORS SHALL BE IN ACCORDANCE TO
MANUFACTUR_R'S INSTALLATION INSTRUCTIONS WHERE
SUCH INSTRUCTIONS ARE MORE STRINCsENT
GARAGE DOOR
1 BUCK ATTACHMENT
D3 SCALE,IR-.r-m'
8' CMU
Ye° DRYWALL
1'X4" OR I'X2' P.T. NAILER
lx4 P.T. OR %'X4" MIN.
SECURE THRU FRAME 4
EXTEND W/4' INTO BLOCK
W/ 3iW6' TAPCONS
(MIN. SHANK SiZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I-Y4'
WITHIN 8' OF EACH END 4
18' O.G. MAX SPACING
DOOR CASING
DOOR JAMB OR WINDOW
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO PLUMB JAMB
(DO NOT EXCEED Y4')
DOOR JAMB TO BLOCK +3/4 OR +5/4
A WINDOW TO BLOCK +3/4 OR +5/4
" SCALE: N.T.S.
2x4: cm
SECURE TO BLOCK W/ V
TAPCONS OR
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN, EMBEDMENT I Y4')
WITHIN S' OF EACH END 4
IS' O.C. MAX SPACING.
2X(o:cEm
SECURE TO BLOCK W/2-%'
TAPCONS(MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
WITHIN 8' OF EACH END 4
8' CMU
16' O.C. MAX SPACING.
Jr° DRYWALL
2X8: ®
I'X4° OR I'X2' P.T. NAILER
SECURE TO BLOCK W/2-Wg,'
DOOR CASING
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
DOOR JAMB OR WINDOW
MIN. EMBEDMENT I Y4")
ATTACH TO 2X PER
WITHIN 8' OF EACH END 4
MANUFACTURES DETAILS.
15' O.G. MAX SPACING.
NOTE: SWIM AS NEEDED TO
PLUMB JAMB (DO NOT EXCEED Y4')
DOOR JAMB
TO BLOCK +1-1/2"
(p1 WINDOW
''
TO BLOCK
SCALE: N.T.S.
2X4=
SECURE TO BLOCK W/ 3X&'
TAPCONS (MIN. SHANK SIZE
.145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END <
NOTE: STRUCTURAL 2X
18" O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2X6
SECURED THROUGH!
!
SECURE TO BLOCK W/2-34'
NON-STRUCTURAL 3X6'
TAPCONS
TAPCON MIN. 1-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE .300
-8" CI'1U
MIN. EMBEDMENT I Y4')
DRYWALL
WITHIN 8' OF EACH END 4
18' O.C. MAX SPACING.
I°X4' OR I'X2' P.T. NAILER
2X8:1m
SECURE TO BLOCK W/2-W .
S y(6' O.B. X 4'MIN,
TAPCONS
(MIN. SHANK SIZE .145
POOR CASING
MIN. HEAD SIZE 300
DOOR JAMB OR WINDOW
MIN. EMBEDMENT I Y4')
ATTACH TO 2X PER
WITHIN 8' OF EACH END 4
MANUFACTURES DETAILS.
IS' O.G. MAX SPACING.
NOTE: SHIM AS NEEDED TO PLUMB JAMB
(DO NOT EXCEED Y4')
DOOR JAMB
TO BLOCK +1-16 16"
%r1 WINDOW TO BLOCK +1-15/ 6'°
`JSCALE: N.T.S.
2X4:®
SECURE TO BLOCK W/ 3r(6'
TAPCONS
(MIN. SHANK SIZE J45
MIN. HEAD SIZE .300
MIN. EMBEDMENT I Y4')
WITHIN W OF EACH END 4
NOTE: STRUCTURAL 2X
IS' O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2X6
SECURED THROUGH
SECURE TO BLOCK W/2-%,l
NON-STRUCTURAL Wr,
TAPCONS
TAPCON MIN. I-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8" OF EACH END 4
8' CMU
18' O.G. MAX SPACING.
-V DRYWALL
2X8==
1'X4' OR I'X2' P.T. NAILER
SECURE TO BLOCK W/2-3i(6
OOR CASING
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
DOOR JAMB OR WINDOW
MIN. EMBEDMENT 1 Y4)
ATTACH TO 2X PER
WITHIN 8" OF EACH END 4
MANUFACTURES DETAILS.
18' O.G. MAX SPACING.
NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Ya')
DOOR JAMB TO BLOCK +2 1_/4°'
WINDOW_
D SCALE: N.T.S.
TO BLOCK +2 1 4'
2X4m
SECURE TO BLOCK W/ W&'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8 OF EACH END 4
MOTE: STRUCTURAL 2X
IS O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2Xroom
SECURED THROUGH
SECURE TO BLOCK W/2-3, .NON-STRUCTURAL
3i6`
TAPCONS
TAPCON MIN. I-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE 300
— 8' CMU
MIN. EMBEDMENT 1 Y4)°
DRYWALL
WITHIN 8" OF EACH END 4
IS' O.C. MAX SPACING.
I'X4' OR 1'X2° P.T. NAILER
2X5cm
SECURE TO BLOCK W/2-3.W6'
TAPCONS
DOOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4
ATTACH TO 2X PER
IS' O.C. MAX SPACING.
MANUFACTURES DETAILS.
NOTES SHIM AS NEEDED TO FLU 15 JAMB (PO NOT MKCFEED J49
DOOR JAMB TO BLACK +3"
WINDOW TO BLACK +3°'
(E)SCALE: N.T 5.
2X4m
SECURE TO BLOCK W/ 3{6'
TAPCONS
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8' OF EACH END 4
NOTE: STRUCTURAL 2X
18" O.G. MAX SPACING.
MUST BE ON OUTSIDE 4
2X6:cm
SECURED THROUGH
SECURE TO BLOCK W/2-Wr,'
NON-STRUCTURAL 3ii6'
TAPCONS(MIN. SHANK SIZE
TAPCON MIN. I-Y4'
.145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE 300
_
MIN. EMBEDMENT I Y4')
8' CMU
WITHIN 6' OF EACH END 4
%4° DRYWALL
IS' O.G. MAX SPACING.
2X8:ems
I'X4' OR I'X2' P.T. NAILER
SECURE TO BLOCK W/2-3)i6"
2ND 2X SECURE TO
TAPCONS(MIN. SHANK SIZE
STRUCTURAL MEMBER
.145
W/(2)12d WITHIN 8' OF EACH
MIN. HEAD SIZE 300
END 4 (o' TO 8' O.G. MAX
MIN. EMBEDMENT I Y4')
DOOR CASING
WITHIN 6' OF EACH END 4
DOOR JAMB OR WINDOW
18' O.C. MAX SPACING.
ATTACH TO 2X PER
MANUFACTURES DETAILS.
NOTE: SHIM AS NEEDED TO
PLUMB JAMB (DO NOT EXCEED Y4 )
DOOR JAMB TO BLOCK +3"
WINDOW TO BLOCK +3°'
F SCALE: N.T.S.
2X4:m
SECURE TO BLOCK W/Y4'
TAPCONS(MIN. SHANK SIZE
J45
MIN. HEAD SIZE 300
MIN. EMBEDMENT 1 Y4')
NOTE: STRUCTURAL 2X
WITHIN 8' OF EACH END 4
MUST BE ON OUTSIDE 4
IS' O.G. MAX SPACING.
SECURED THROUGH
2X6:Im
NON-STRUCTURAL 3i{6°
SECURE TO BLOCK W/1-1/4'
TAPCON MIN. I-Y4'
TAPCONS(MIN. SHANK SIZE
EMBEDMENT INTO BLOCK.
.145
MIN HEAD SIZE 300
MIN. EMBEDMENT I Y4")
8' CMU
%z"
WITHIN 8' OF EACH END 4
DRYWALL
IS' O.G. MAX SPACING.
1'X4' OR I'X2' P.T. NAILER
2X8cm
❑
SECURE TO BLOCK W/1-1/4'
}fb' O.S.B. X 4' MIN.
TAPCONS
(MIN. SHANK SIZE .145
DOOR CASING
MIN. HEAD SIZE 300
�DOORJAMIB
MIN. EMBEDMENT I Y4')
OR WINDOW
WITHIN 8' OF EACH END 4
ATTACH TO 2X PER
IS' O.G. MAX SPACING.
MANUFACTURES ETAI
D LS.
NOTE. BRIM AS NEEDED TO f` JAM15 (DO NOT EXCEED Y49
DOOR JAMB TO BLOCK +3-7/16"
rp1 WINDOW TO BLOCK +3-7/16"
"a SCALE: N.T.S.
2X4:®
SECURE TO BLOCK W/Y4'
TAPCON6
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
WITHIN 8 OF EACH END <
NOTE: STRUCTURAL 2X
O.C. MAX SPACING.
MUST BE ON OUTSIDE 4
X
SECURED THROUGH
H!
SECURE TO BLOCK W/1-1/4'
NON-STRUCTURAL
TAPCONS
TAPCON MIN. 1-Y4'
(MIN. SHANK SIZE .145
EMBEDMENT INTO BLOCK.
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4')
8' CMU
WITHIN S' OF EACH END 4
DRYWALL
15, O.G. MAX SPACING.
❑
I'X4' OR I'X2' P.T. NAILER
2X8cm
SECURE TO BLOCK W/1-1/4'
-1' P.T. X 4' MIN.
TAPCONS
DOOR CASING
(MIN. SHANK SIZE .145
MIN. HEAD SIZE 300
MIN. EMBEDMENT I Y4)
DOOR JAMB OR WINDOW
WITHIN 8' OF EACH END 4
TTACH TO 2X PER
18' O.G. MAX SPACING.
MANUFACTURES DETAILS_
NOTE: SHIM AS NEEDED TO
PLUMB JAMB (DO NOT EXCEED Y4')
DOORJAMB TO BLOCK +3 3/4"
iu1 WINDOW
11
TO BLOCK +3 3/4"
SCALE: N.T.S.
Reviewed forCoeP.
Compliance
Universal Engureer
Smn es
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
1
k
�'. , a
CREEKSIDE
PHASE
LOT J73
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
SimiUm-1 2028
DATE: 05 / /
SCALE: 1/4
n—lr—®."
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
PREFORMED CONTROL JOINT
FLANGE OF CONTROL JOINTS Td
BE WIRED TIED TO LATH ® 9'
O.C. MAX (VERT.). NOTE: DO
NOT FASTEN CONTROL JOINT TO
WALL EVEN IF STUD EXISTS
BEYOND EXCEPT STAPLES W/
%§ LEG MAY BE USED TO TEMP.
SECURE CONTROL JOINT
DURING INSTALLATION -------
FASTENERS TO BE SPACED
• T' O.G. MAX VERTICALLY
i' THICK, 3 COAT CEMENT
PLASTER
WRB LAYER 02, FORTIFIBER
BUILDING PAPER
APPROVED METAL LATH
FASTENED *I' (VERT.) O.C. MAX
AT SUPPORTS
WRB LAYER h,
STUCCO WRAP
WOOD SHEATHING
OR 1/16' ZIP SHEATHING
SYSTEM QINSTALLED PER
NOTE:
APPROVED BUILDING WRAP
SHALL BE LAPPED A MINIMUM OF
W m VERTICAL LAPS (ROLL
ENDS) 4 W w HORIZONTAL LAPS.
ALL SEAMS NEED TO BE TAPED /
WITH FORT15ER SHEATHING TAPE /
/ I MIN. LAP + METAL LATH \
X X X X�
6' IN PAPER LAP BELOW ONLY /
LAYER 112, FORTIFIBER
ILDING PAPER
LATH VERTICAL LAP TO BE I'
FETAL LATW
I
WRB LAYER "I,
STUCCO WRAP
NOTE:
IF ZIP SHEATHING SYSTEM IS
INSTALLED, PLEASE SEE
MANUFACTURERS
INSTALLATION PROCEDURES
i' THICK. 3 COAT CEMENT
PLASTER
METAL LATH
WRB LAYER 02, FORTIF15ER
BUILDING PAPER
WRB LAYER 01,
STUCCO WRAP
LATH SHALL NUT GAP MIN
BE CONTINUOUS 6' To S' 6- TO S' WOO1/16' ZIP D SHEATHING
MIN. MIN. SSYYSTEM INSTALLED (PER
THROUGH CONTROL \ ///��� M NLF. SPECS.)
JOINTS BUT SHALL
BE STOPPED AND
TIED AT EACH SIDE.
PER ASTM G1063 PROVIDE 2X4 BLOCKING 14 LAP,'LOVER
T.10.1.4 PLACED FLAT MAX. 6' TO S' ,ALL LAP
FROMCONTROL
CONTROLOLJOINT JOINT WHEN
FALLS ON ? PAPER LAP
NOTE: OR / I. FASTENERS FOR LATH TO BE NAILS OR STRUCTURAL STUD SCALE: 1 1/2'=I'-O'
-� .-�'
STAPLES IN COMPLIANCE WA ASTM CI063
2. WIRE TIES TO BE (NO. 15) 0.0415' WIRE �� r
3. BLOCKING SHOWN MAY BE IN ADDITI
TO WALL STUDS REQUIRED PER PLAN
rl')°'M" TYPE CONTROL JOINT
OL FOLD INWARD • FT. A
® L FOLD INWARD • PT. A
2. CREASE • PT. B
m
'{ 1
L FOLD KLARA •
( 4 I.
L FOLD INWARD A PT. A
PT. A
�""'/
2. CREASE • PT. B
2. CREASE • PT. B
3. CREASE • K. C
3. CREASE • PT. C
4. FOLD PT. C OVER Pr.
B TILL PT. C TOUCHES
^
BOTTOM FLANGE
j' THICK 3 COAT r•EI"IENT
PLASTER (PRAI'lE), in' 2 COAT
CEMENT PLASTER (CMU)
WRB LAYER n, FORTIFIBER
BUILDING PAPER (FRAME ONLY)
WRB LAYER •I,
STUCCO WRAP (FRAME ONLY)
LAP LAYERS or BUILDNG WRAP
OVER NAILING FLANGE, STOP
WRB AFTR2K 09 ABOVE
SHINGLES (FIZFIMIE ONLY)
FRAM OR CMU
EXTERIOR
WALL FLASHING
M.AG ING (SEE
SHINGLE ROOFMG�
DRIP EDGE: OVERLAP 3'
EXTEND 10' BELOW
SHEATHING, MECHANICALLY
rASTEN 4' O.G. MAX.
NEW
WATER TIGHT SEAL (BEND OR
SOLDER DO NOT CUT)
do
VERTICAL LATH
& PAPER DETAIL
N07E:.
SIDE LAPS OF METAL
PLASTER BASES SHALL
BE SECURED TO
FRAMING MEMBERS.
THEY SHALL BE TIED
BETWEEN SUPPORTS
WITH 0.0415-IN. (121-MM)
WIRE AT INTERVALS NOT
MORE THAN 9' (229-MM).
AS PER ASTM C1063
lb.1.
NOTE:
FOR REPAIR OF TEARS
IN WRB LAYERS, TEARS
MAY BE PATCHED
UJA 40LSE WRAP TAPE
PER MANUF. SPEC. OR
PEEL 4 STICK
SHEATHING -
OR 1/16' ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF, SPECS.)
BUILDING —
PAPER
STUCCO
' LAP • LATH
LAP a PAPER
HORIZONTAL LATH
& PAPER DETAIL
1/l�o' ZIP SHEATHINGS
SYSTEM ( INSTALLED PER
MANUF. SPEC:5.) OR
WOOD SHEATHING OR CMU
WRB LAYER 01,
STUCCO WRAP (FRAME ONLY)
i" THICK, 3 COAT CEMENT
PLASTER (FRAME), 1/2' 2 COAT
CEMENT PLASTER (CMU)
METAL LATH (FRAME ONLY)
5"X5" 1" TYPE CONTINUOUS
GSALV. METAL FLASHING
(NAIL TO ROOF DECK, NOT
WALL SHEATHING)
CAP SHINGLE - DO NOT NAIL,
INSTALL WITH ROOF CEMENT
ROOF PER ELEVATIONS
r� " L" FLASHING
N.T.S.
5UILDING FAf=ER)
METAL LATH X X x X
STUCCO t
WOOF,) SHE ATH ING �V�11��������
OR
- R
5ELF-ADHE,51VE FLASHING
NOTE --
METAL LATH.♦ f=>ER SECTION
♦ a.I
LATH EDOES NOT,.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bdesi gngrou p.corri
AA #: 0003325
7-
;?U393DIV. V . • �R
PHASE
LOT #73
I
MAY 2 1
kEL'C.
AR NO
V, X%AA4 A 05 "28 20
SCAMZ: 1/4"=1 '-0"
SI-IEE T
NOTE` INSTALL (o' SELF -ADHERING
IF ZIP SHEATHING SYSTEM IS 11EM51RANE FLASHING, OVER STUCCO
INSTALLED, PLEASE SEE rOP, SIDE(S) AND BOTTOM FINISH
MANUFACTURERS 1 °LANGES OF NON -MOVABLE
INSTALLATION PROCEDURES f'RAME OF THE EXHAUST. 6' SELF ADHESIVE
SEQUENCE OF FLASHINGa TO BE: OVER TOP 4 SIDES 1/16' Zlf� SHEATHING SYSTEM
I, BOTTOM. 2. SIDES, 3. TOP INSTALLED PER MANUF. SPECS.) OR
VENT CAP IS TO BE SET IN BED SELF
U100D SHEATHING
FLASHING U1RB LAYER 01,
OF SEALANT AT TOP AND
X` SIDES ONLY. SEALANT IS TO BE
Tnnl 1=r) vn ec. Tn i7FFl 1=e-T UNIT STUCCO WRAP
I�..-I,; / WATER AWAY FROM JOINTS. I 1�_.__--- PREMANUF_ DRYER I / BUILDING PAPER RTIFIHER
i .;X:: — _ G-L GGfiV fiLL HI'CVUIVV _..
VENT -APPLY SEALANT ALL VENT CAP (SET IN METAL LATH
i JOINTS AND INTERSECTIONS CONT. SEALANT) WOOD --- i/B° TEXTURED
APPLY SEALANT AT PERIMETER OF
CONSTRUCTION :�^FINISH ® WOOD
BACKER ROD NON -MOVABLE FRAME AND STUCCO FASTEN TO WOOD STRUCTURAL
'
ON ALL SIDES,1'{MEMBER @ 1' O.G. MAX° CAULKING g JOINT SEALANT � ALL AROUND -- 3—TOP 4 SIDES s' GMU Ye- TOY2- Mja�WAL
C
I I PER SECTION R708.7 WEEP SCREED
I ExWdor lathing and pkwWng ,a .
BACKER ROD I Exterior use of portland cement plaster �
shall comply with the application 6' DRYER VENT (.BLOCK)
J
is
I requirements ofASTM C 926-12A.s
6' WIDE STRIP SELF
! 4: ADHESIVE FLASHING, CLEAN
j Installation of lathing andframing shall comply with ASTM C 1063-12A. MASONRY BEFORE APPLYING
WRB LAYER 01,�i . >y y�
;.i�c` TEXTURED
STUCCO WRAP
FLOODED VENT' BUILDING PAPER fiINISH ®MASONRY
OVER 'QUICK
' THICK, 3 COAT CEMENT FLASH' r - _ - -1 B HORIZONTAL WEEP SCREED
PLASTER —
(FRAME TO BLOCK
METAL LATH
PIPE THROUGH
WRB LAYER s2, FORTIFISER /
BUILDING PAPER WALL NOTE:
WOOD SHEATHING IF ZIP SHEATHING SYSTEM IS
\ INSTALLED, PLEASE SEE
MANUFACTURERS
DRYER VENT (FRAME 6' SELF ADHESIVE INSTALLATION PROCEDURES
`
FLASHING (INSTALL -- --- -- PER MANUF. SPECS.)
8,
BUILDING PA R
UNDER 'QUICK FLASH,
WRB LAYER 41,
NOTE: CUT OPENING IN STUCCO WRAP
IF ZIP SHEATHING SYSTEM IS APPROVED HOUSEWRAP
INSTALLED, PLEASE SEE FOR BOX INSTALLATION
MANUFACTURERS
INSTALLATION PROCEDURES `
CUT 'X" INTO
WRB LAYER 01, SELF -ADHERING
VENT PENETRATION
CN�
STUCCO WRAP MEMBRANE FLASHING
SCALE: N.TS.
APPLY SELF -ADHERING
WOOD SHEATHINGS MEMBRANE FLASHING
OVER 5OX A ND OvER
APPRovED WRB LAYER
e1
STEF #1 5T
APPROVED
HOUSEWRAP ::::.; :::;;<: ::....;:::I::::::.:;
BELOW WRB LAYER 01,
?::`<:::..:`: STUCCO WRAP
ELEC. METER FIELD 1 I >:.:::...:;<
VERIFY LOCATION
ELEC. METER FIELD
VERIFY LOCATION CUT SUCH THAT e APPLY 60 MIN SELF -ADHERING
NO MEMBRANE GRADE "D' FELT MEMBRANE
RFLASHING
ENTERS BOX, OVER
APPLY STUCCO SCRATCH COAT APPLY to FAcE SELF -ADHERING
AND ONE lU LAYER OF PAINT EDGE FLASHING ovER
APROVED
PRIOR TO INSTALLING ELEC- HOUSEWRAP
METER WRB LAYER 02, FORTIF15ER
CAVITY TO fE FILLED BUILDING PAPER
5TF '*3 5T ,,4 WITH RIGID POLYMERIC5TEF
LEGEND
ISOCYANOTE-POLYBLEND FOAM
1L� JL �I ( "GREAT STUFF" OR SIMILAR)
APPLY A SILICON COATING OVER
DRAINAGE PLANE (WRB BASE SEALANT AT POINT
LAYER#1, STUGGO WRAP) THAT ELEC. WIRE PENETRATES sTucco/ C.V. FINISH
Jq� y�y/� yI� APPLY E•-Z BEAD (SEE TYPICAL WALL
WRS LAYER (FOIRI I1-IBER � - — - � - ® •Oa0e0.0
OVER 60 MIN ' •' • ® SECTION)
0.
.:
AREA TO RECE I VE GRADL 'D' .00
BUiLDINC� PAPER) FELT -PROVIDE METAL LATH
STUCCO SCRATCH COAT SEALANT AT ALL1.
METAL LATH x—x—xx 4 1 COAT OF PAINT W/SACK- JOINTS AND
ROLL PRIOR TO INTERSECTIONS
.... ;..:.; ELEC. METER INSTALLATION ®.®
STUCCO PROVIDE STUCCO SCRATCH
COAT LARGER THAN THE ELEC.
WOOD SHEATHING METER CAN OR METER CAN
OR 111ro" ZIP SHEATHING SYSTEM COMBO OR METER CAN AND
(INSTALLED PER MANUF. SPECS.) DISCONNECT >
SELF-ADHESIVE FLASHING - - - STEM #5 STEF
NOTE: ELECTRICAL RECEPTACLE -
METAL LATH: LATH TO BE PER SECTION ELECTRICAL CONDUIT — -
R-103.1.1 / ASTM C-a4-I-Oe, MIN. 2.5 L85, PENETRATIUN
Reviewed for Code
PER SQ. YARD (UTILITY OR NOMINAL
Compliance
'�.,.,w.. Universal Enguieet:n
LATH DOE5 NOT MEET 5PEGIFIGATION5) 3, —d Scierwes
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
N
V
W
41
q
A
. R •
CREEKSIDE
PHASE 2
LOT J73
MAY 2 7 2020
rXVI..r. 05 2� �0
DATIE: / /
SCALE- 1/4"=1'-0"
:4
V V A2
hJLJ eJl. V
DRAINAGE RL,4NE (WRB
LATER 01, STUCCO WRAF)
WRP LATER #2 CFORTIFIBER - - - - - - ® •--
BUILD IN6 RAPER)
1" fETrAL LrAT+4 x x x x
STUCCO .. 'e..:i a.. '..t
UJOOD SHEATHING
OR 1116' ZIP SHEATHING SYSTEM
(INSTALLED PER MANUF. SPECS.)
SELF-ADHESIVE FLASHING - - - -
2 1/2—
CORNER BEAD
(FASTENER 4 SFACING �w i° O.G.)
CMU
V T►-IICK, 3 COAT CEMENT
FLASTER AFFLIED
DIRECTLY TO MASONRY
Reviewed for Code
Compliance
Univars i Engmeo&
Scwnces
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
gxj,BDIV.
Loq�-
CREEKSIDE
PHASE
LOT .
ARCHrfECT-
STATE OF FLORIDA
MAY 2 7 2020
MICHAEL C. ANDERSON
AR NO 17�305
rrcaav-1 DATE 052820 / /
SCALE: 1/4 P1=11-01
2x6 SUB -BAND
W/1 "x4" NOTCH Q
END, WRAPPED IN
PEEL 4 STICK METAL FASCIA LJRAP
DRIP EDGE
-1/8" TEXTURED
FINISH a WOOD \ 2Xro Sup SAND
1/2' TEXTURED
FINISH a CMU / \\
METAL FASCIA \
WRAP Ya' FROM \, ®FL �
STUCCO, 1 FROM \
WOOD WALL \
EXTERIOR WALL \
(FRAME OR CMU) \\
\
NOTE: NOTCH FOR 2X6 \\
SUB BAND ONLY ROOF KICK UT REMOVED
\ \\ FOR CLARIT
ROOF DECK (BEYOND)
_
�\ \
` \ DRIP EDGE, I OFF WALL
NOT INTO S UCCO)
\ �-I/8" TEXTURED FINISH O
E5u11,2xro
/WOOD, 1/2' TEXTURED
FINISH 6 C U
SUB -BAND'' W/1"x4" NOTCH tv
END, WRAPPED IN PEEL E STICK
METAL FASCIA WRAP 1' OFF
WOOD WALL. SUB BAND 2
` OFF WOOD WALL
'Va' TEXTURED
FINISH 6 L OOD,
1/2' TEXTURED
FINISH . CMU
METAL LATH
WOOD SHEATHING
OR CMU
WRE; LAYER 01,
STUCCO LURAP (FRAME ONLY)
WR5 LAYER 02, FORTIF113ER
5UILDING PAPER
(FRAME ONLY)
ROOFING CEMENT
DRIP EDGE
METAL KICK OUT
NOTE:
IF ZIP SHEATHING SYSTEM IS INSTALLED,
PLEASE SEE MANUFACTURERS INSTALLATION
PROCEDURES
PRE-ENG'D TRUSS TO BE CUT @
WALL LINE TO AVOID CONTACT
W/TEXTURED FINISH
2 "x4"x4' - m'
SCA55ED TO TRUSS
W/12d NAILS ro"-8'
O.C. MAX.
2x SUB -SAND W/V/2"x4"
NOTCH 6 END
METAL FASCIA WRAP
DRIP EDGE
EXTERIOR WALL
(FRAME OR CMU)
SUB BAND DETAIL, CQ WALL
W/KIC K- ® UT
FRAME OR CMU
FELT PAPER
DRIP EDGE
(REFERENCE POINT
ONLY. FOR WALL OFF
SET OF COMPONENTS)
METAL FLASI-II'NG,, WRAPPED
MIN, Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
W/V2"x4" NOTCH 6
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT 6
ROOF EDGE
OMITTED FOR
CLARITY
FRAME OR CMU
WALL KICK -OUT FLASHING
FELT PAPER
DRIP EDGE
(REFERENCE POIN'i
ONLY FOR WALL OFF
SET OF COMPONENTS)
METAL FLASHING, WRAPPED
MIN. Y4" ABOVE BOTTOM OF
DRIP EDGE
2x SUB -BAND
W/V2"x4" NOTCH a
END, WRAPPED IN
PEEL 4 STICK
*ROOF CEMENT -8
ROOF EDGE
OMITTED FOR
CLARITY
"e"
phanoB
UniverwSE^9�°mow
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.a bdesi gngrou p.com
AA #: 0003325
a k
CREEKSIDE
PHASE
v iia-w-
;L
I
AF_:L_c_AAnm2wj
- NO 17305
MM
ry
I
C9
N
N
3�\
c�
27'-10" 10'-01,
_4" T-4" _4'
Hr FM-12X18
100 co
IN cliI
4" CONC. F
LL SLAB a LL LL
cm OJ W
—4 --- ---1——FM-16x18 ---- ---�
.1 1.1
r2,-8. 15'-4" 11'-8" 10.-0"
I
�co °°I
r
-1
CD TOP OF �I
I� CD
SLAB b LL
N
� I
11'-10" T-5" 20'-5"
CW-12x12
co I 11 8 l— -- ___ 4 I II
111 n
.1 1.1 o F-2 x24 11
0
M 110
CWC-12x12 LL Oliz
W
C? IIS2
� �v VC — vii� U.
N UP TO2NDFLOOR 3'-6" I
4 aC1u0
p . CH SE (FIELD VERIFY I ny
EXACT LOCATION) 8 11 W
5 1.1
O3'-0"d
in 9,_4„ 2'-8„ 91_01, 9._3.. 91_5"
N
IN 1
TOP OF W C9
1.1
SLAB I IL O I IUco
J #3 TRANSER STEEL
24"F O.C. MAX
I
U C
2 ar
1.1 O N
Ico N �0'_0" FIN. ELEV.
� I I FIN. CONC. SLAB �I
X
co I� I I 11 m
�I
210" 16'-0" 2'-10' W
coi
I HIV——FMM=16x18 J
4 4 co
1.1 1.1 U N •
2 I 0" T_ 9'-8"
U- M
_FM-16x18 — — —\.-o co
�I
W
o v _ FM-16X18 _f
4 5' 4„ 4
20,-4„ 8._0„
39'-8
F10UN ATION PLAN
SCALE: 1/4" = 1'-0"
I
IN
ro
M
00
O=
N
0
Lbw
W
o�
co a
91
• ! Rikk a a
1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR
COMPACTING REQUIREMENTS.
2. TOP OF FINISHED SLAB SHALL BE+-0'4"
3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED
OTHERWISE.
4. REFERENCE ELEVATION +4-0", SEE SURVEY PLOT FOR NGVD.
5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES.
6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE:
PROVIDE 1/2" FELT PAPER AT THE JOINT.
7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL
DRAWINGS.
8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING.
9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE
WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS
AND WITH THE MANUFACTURES SPECIFICATIONS.
10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT.
11.0INDICATED #5 BAR, OINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL
REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE
HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90
HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS.
12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5=
30", #6 =36" ), AND REINFORCING SHALL BE CONTINUOUS.
13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL
REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE
SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS
BEEN DELETED UNLESS NOTED OTHERWISE.
14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS
OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE:
A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION
C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS
15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY.
CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm =
1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN
RUNNING BOND.
16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED
S-0" O/C MAX. SEE PLAN FOR WWM SIZE.
INSPECTOR NOTE:
1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING
CODE, RESIDENTIAL, 6th EDITION
SLAB SCHEDULE
SLAB
THICKNESS
REINF.
REMARKS
6x6 W1.4xW1.4OVER
GENERAL
3 1/2"
6 MIL VAPOR
COMPACTED FILL
BARRIER
FOOTING SCHEDULE
PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY.
MARK
WIDTH
LENGTH
THICKNESS
BOTTOM REINF.
TOP REINF,
T.O.F.
SHORT
LONG
FM-12x18
12"
CONTINUOUS
18"
-
(2) #5's
(+)0'-0"
FM-16x18
16"
CONTINUOUS
18"
-
(2) #5's
+ 0"-0"
FM-20xl8
20"
CONTINUOUS
18"
-
(2) #5's
-
(+)0"-0'
FMC-16x18
16,
CONTINUOUS
18"
-
(2) #5's
_
VARIES
CW-12x12
12'
SEE PLAN
12"
-
(2) #5's
+ 0"-0"
CWC-12x12
12"
SEE PLAN
12"
-
(2) #5's
_
VARIES
F-24x24
24"
24"
12"
(2) #5's
(2) #5's
_
(+)0"-0"
TE-1
8"
SEE PLAN
8"
(1) #5's
(-)0'-4'
NOTE: WELDED WIRE MESH &
VERTICAL REBAR NOT
SHOWN FOR CLARITY
#3 TRANSFER STEEL @ 24" O.C. MAX ON 1 1/2"
CHAIRS @ FOUNDATION SLAB & WIRE TIED
TO CONTINUOUS FOOTER STEEL
SUPPORT #3 W/1 1/2" CHAIRS
q TRANSFERSTEEL INSTALLATION
1� SCALE:3/4"=1'-0"
SECURE
STRAP T
A/C SIMPSON U1B
U1/
GONG. /
UNIT ROLL. STRAP
12J-3/16'X2`
OR EQUAL m
+ 0' 0"
TAP -CONS
H-
EACH CORNER
sLa6
_]OF UNIT
GONG.
SECURE STRAP TO
SLAB
UNITS W1 (2) O&A 1/4
SHT MTL SCREWS
A/C
CONNECTION
TO
PAD DETAIL
Reviewed IIX Cod®
Compliance
Universal Engwm"V
scenes
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
tiBI
■' q. 'n
i•
PHASE 2
LOT J73
EEKSIDE
MAY 2 7 2020
MICHAEL C. ANDERSON
L AR NO 17305
30"
MIN. EACH WAY
MONOLITHIC FOOTING
yr p P W
Z t' a
Z STEEL REINFORCING IN GROUTED '
STEEL REINFORCING IN GROUTED Q d CELL S
p EE PLAN FOR SIZE AND
CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS
} SPACING REQUIREMENTS I' ° P ° , — GARAGE DOOR
QW-4..' ti P .
Q W °ca ° U W �° p ° J RECESS
m0 't E I°o FM J7
0- p < Q 8" CMU WALL p . CORNER BARS, SAME SIZE AS BAR mw 8,
U _ Z 8" CMU WALL z o IN FOUNDATION WITH 30" LEG EACH w =
O m — +- 0'-0" ° "� ? I WAY AT ALL CHANGES IN DIRECTIONS W
o + 0AB TOP OF SLAB ° S
M e TOP OF S I SO THAT THE STEEL REINF. IS CONTINUOUS p
4 4 a ° o ° MATCH AMOUNT OF CONTINUOUS BARS CURB FOR
r� -
oI ° MASONRY
VARIES I. N
SEE SLAB SCHEDULE < I P RAGE °' ILL
TEEL MONOLITHIC UNITS SET
EXT. PORCH SLAB aLj._SEE
4" CHAMFER (1-STORY)
W/ 1/2" ISOLATION 6CHAMFER (2-STORY)
JOINT (WHERE i APPLICABLE)SCHEDULE
FOR WxD, BAR SIZE
cli AND BAR QUANTITY
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
d SEE SLAB SCHEDULE TO OF GA v. CONTINUOUS S
EXT. PORCH SLAB < 4" CHAMFER (1-STORY) WAIHPMTRAN�ITIC
FOOTING REINFORCEMENT SEE SCHEDULE 10" AT 0 oELEV:
W/ 1/2ISOLATION 6" CHAMFER (2-STORY)JOINT (WHERE •° • SEE SCHEDULE NS ARE MADE FROM FOUNDATIONS HAVING
APPLICABLE) Z_ FOR WxD, BAR SIZE DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST
AND BAR QUANTITY NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO
CV
EXTERIOR
MONO -FOOTING
MONO-FOOSCALETING
MONOLITHIC
FOUNDATION
RECESS
AROUND
GARAGE
1
OEXTER'OR
:3/4"=1'-0"
CORNER BARS DETAIL
DOOR OPENING
SCALE:3/4"=1'-0°
@ GARAGE
3
4
SCALE: 3/4"=1'-0"
SCALE: 3/4"=1'-0"
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
NAILS, 2-ROWS, 4" O/C BTM.
VERIFY HEIGHT
LAP TO OCCUR OVER STUD
OF WALL W/ PLAN
2x4 OR 2x6 WOOD BEARING
` PROVIDE BLOCKING
W
01
WALL W/ SYP No 2 STUDS SEE
W 0
PLANS FOR SPACING. SINGLE
I
jca NEW REINF. BAR
BTM. PLATE TO BE PT.
O 0- SECURED W/ 2- PART
PROVIDE DBL. TOP PLATE
SECURE BT. PLATE TO
Q
d EPDXY. MIN. EMBED
SLAB W/10d MASONRY
2" CAPPED
¢
NAIL 16" O/C STAGGERED.
GALVANIZED PIPE
Q 0 FOLLOW ALL MANF.
ADDITIONAL METAL
W/FLANGE @ BASE
m IY SPECIFICATIONS FOR
CONNECTORS NOT
U) Q USE AND
I
REQUIRED WHEN NO
o
00 PREPARATION OF
U)
W
UPLIFT IS PRESENT,
M
Z 00 HOLE.
Q
SEE SLAB SCHEDULE
SECURE FLANGE TO
SLAB W/(4) 1/4" X 2 1/4"
o
M �'
YTOP
"
TAPCONS
�Q�
OF SLAB
4" CHAMFER (1-STORY)
4.
n�a
d
a
6" CHAMFER (2-STORY)
< ,"
a.
e. e
• 411
EQ. EQ.
SEE SCHEDULE
FOR WxD, BAR SIZE
AND BAR QUANTITY
ADDING BAR TO
INTERIOR CURB
FOUNDATION WOOD WALL
BOLLARD
MONOLITHIC FOUNDATION
8 SCALE:3/4"=V-0'
(NO UPLIFT)
5
SCALE: 3/4"=1'-0"
6 SCALE 3/4"=1'-0"
LAP TOP PLATE A MIN. OF 48"
AND NAIL W/ 16d COMMON
VERIFY HEIGHT
NAILS, 2-ROWS, 4" O/C BTM.
OF WALL W/ PLAN
LAP TO OCCUR OVER STUD
2x4 OR 2x6 WOOD BEARING
PROVIDE BLOCKING
Z
STEEL REINFORCING IN GROUTED
WALL W/ SYP No 2 STUDS SEE
Q
CELL SEE PLAN FOR SIZE AND
PLANS FOR SPACING. SINGLE
SECURE BT. PLATE TO
p }
SPACING REQUIREMENTS
BTM. PLATE TO BE PT.
SLAB W/10d MASONRY NAIL
ofH
PROVIDE DBL. TOP PLATE
16" O/C STAGGERED.
m W
ADDITIONAL METAL
O
CONNECTORS NOT
a
REQUIRED WHEN NO
CD
0
- Z
CD
8" CMU WALL
UPLIFT IS PRESENT.
POURED LINTEL CONT. (TYP.)
o
2
+-
0.1
8" CMU FILLED CELL (TYP.)
M
a
e e
TOP OF SLAB
4' TOP OF SLAB
SEE SLAB SCHEDULE
u
2X WALL FRAMING
d d
"
EESLAB SCHEDULE
d e
d .�
Z W
" Ne
d
+_ 0 _p .' 1/2" DIA. SIMPSON STB2 BOLTS 5" awl S
TOP u SLAB da _s MINIMUM EMBEDMENT INTO EXT. PORCH SLAB d _ p 4" CHAMFER (1-STORY)
GROUTED CELL, 4" FROM ENDS AND W/ 1/2" ISOLATION
16" O.C. VERTICALLY MAX 6" CHAMFER (2-STORY)
JOINT (WHERE •
APPLICABLE) Z ` MATCH STEEL
a. REINFORCEMENT
SEE SCHEDULE 6" PVC CHASE N PER SCHEDULE
THRU FOOTING r
G> 4 C .14 O
d
O <.a 4
771r7d a a d d
6" PVC CHASE THRU FOOTING
FOR WxD, BAR SIZE
AND BAR QUANTITYMATCH STEEL
SEE SCHEDULE REINFORCEMENT
INTERIOR FOUNDATION WOOD WALL INTERIOR FRAME BRG WALL TO AND FOR BAR F,BARQUANTTIT PER SCHEDULE
ITY PVC CHASE
9 SCALE:3/4"=1'-0' BLOCK WALL CONNECTION THRU FOOTING
(NO UPLIFT) � � 12
SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0"
Reviewed W Cd► o
Compha�
Universal Engm0s&f
Sciences
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
42"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
F
W
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U
W
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FF
0.
0
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F
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sys®8e LOT:
CREEKSIDE
PHASE 2
LOT #73
PROJECT#
0432t.200 073R1
MODEL
4EHB
"'2605-HAYDEN'
GARAGE SWING:
LEFT
PAGE:
DETAILS
160 MPH EXP C
ARCHITECT.
STATE OF FLON
P!.AY 2 7 23121
1EL C. ANDEI
AR NO T7305
PRINT 05 28 20
DATE -
SCALE: 1/4"=1p-0"
SHEET
S1.IA
c
r
C
FIRST FLOOR DOWEL PLAN
SCALE: 114" = T-0"
N
N
N
Reviewed
comp"nce M
UniveSc s`jene'c�
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
, y . +
CREEKSIDE
PHASE
LOT J73
TIE VERTICAL REBAR
TO HORIZONTAL
REBAR W/ 10" HOOK
GROUTED BOND BEAM
�d
G a 9 d
Z
'a. . . ,d a
'd
N d
a
� I ,
111 d
d
I-IM
Jim
° d .1i
° mod_
Z_
O
ih U
VARIES PER ELEW
CLEAN OUT REQUIRED
FOR INSPECTION
14 0'-0" FIN. FLR.
TIE ERTICAL REBAR
TO HORIZONTAL
d a' REBAR W/ 10" HOOK
HORIZONTAL/VERTICAL
REINFORCING
SCALE: 3/4"=f-0"
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
115
30"
#6
36"
#7
42"
W W
❑ U
O zi
NEW REINF. BAR
W rn
SECURED W/2- PART
Il C-
EPDXY. MIN. EMBED
J Q
6" UNO
2 Q
FOLLOW ALL MANF.
u) 0
I
SPECIFICATIONS FOR
_
USE AND
m
PREPARATION OF
Z 00
HOLE.
u! a
°
A'
'd .
STEELREINF. OF
BOND. BEAM
ADDING
• i BEAM
d
d
FIE VERTICAL REBAR
-O HORIZATIONAL
2EBAR W/ 10" HOOK
GROUTED BOND BEAM
_.
d d t .TO
Q
Q
"d
❑
<
a
m
a
W
V
d
00
IT
d
'
d 10'
HOOK
o
Cl)I:
-0
M
ed n
�_
.. < '
m ❑
'A
a.
P
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A: .°
_ da. a'
a,, a.
d _.
.9 �
d
'd
.: d
ClZ
Z N
d
a
d
_
---
a .?.6 d
O Ua
VARIES PER ELEV.
00
c
:1 a
M
4
a
e
OFFSET METHOD
HORIZONTAL/VERTICAL
REINFORCING
SCALE 3/4"=1'-0"
L°
CONTINUOUS
METHOD
BAR SIZE
48 BAR DIA.
#3
18"
#4
24"
#5
30"
#6
36"
#7
1 42"
#5 BARS
oD
FIE
b
CMU UNIT DIMENSIONS
ib ARE NOMINAL SIZES
MASONRY SYMBOLS _
3 SCALE: 3/4"=1'-0"
E. Reviewed for Code
Compliance
Universal Engineerini
Sciences
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
9XJBDIV.
CREEKSIDE
PHASE 2
LOT #73
L
AY 2 7 2920
L C. ANDERSONR NO 17305
]PEtINT
DATE 05 28 200"SCALE:1/4=1-
St. 2 A
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2"HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILLALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED,
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177 x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER
SCHEDULE
MARK
DE E F&
N
REMARK
1D
(2) 2X8
BEAM SCHEDULE
INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
(psl)
WkH'
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x16
—
(1) #5
(1) #5
N/A
—
GROUTED SOLID
BB2
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
SAFE GRAVITY LOADS FOR 8" PRECAST &PRESTRESSED U-LINTELS
C 441fTi
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE
LENGTH
8U8
8F8451
W124M
8F16-0B
8F20-08
8F24-0B
9F250
8F84B
BF12-IB
8F18.18
8RD-119
9F'24-IB
9F28-IB
W3.448
3'$- (4Y) PRECAST
�31
3080
3719
5163
am
8
ow
10951
3m
4005
6113
7547
8974
10304
11809
4°-0• (48-) PRECAST
1986
�1
2759
3W
4890
5981
7034
8107
203
40M
0113
7547
8974
10394
118M
4W (54') PRECAST
15M
1969
2110
2931
3753
4576
5400
8224
2180
4375
0113
7547 mi
8672
10204
11809
54' (64' PRECAST
1217
1349
1438
1999
2580
3123
3886
4249
1=
3090
5366
7547pq
7342pq
8131irm
90127i•
5'-10' (70') PRECAST
10�
9106
1173
1031
2090
250
3009
3470
9451
2822
4300
7168
60360q
7181
8326p
&4r (78-) PRECAST
ON
1238
2177
34480
3031
3707
4303
5081
9238
2177
34M
5389
am
90
8H25pi
T 6- (90' PRECAST
743
1011
1729
2632
2205
289B
3199
3685
1011
1 1729
1 2061
3896
6681
8487pq
6472m
9'4' (112') PRECAST
5554r
118D
1025
2564
3480
2818
3302
752
9245
1843
2384
3480
4706m
SMj.
IV-W (12(r) PRECAST
475
535
890
1247
2093
2m
2903
25M
643
1062
1633
2D93
2781
3643m
4754pP
11' 4' (138") PRECAST
382
502
Be
1306
1840
2423
3127
4000
662
945
1308
1840
2423
3127
4009
12-0' (144') PRECAST
337
540
873
1254
1684
2193
2905
35M
640
an
1254
1884
21M
2W5
35M_
13'4- (18V) PRECAST
296
471
755
1075
1420
ISM
2318
2883
471
755
1075
1428
1838
2316
2653
_
14°-0° (166 PRECAST
279
424
705
1002
1326
IW7
2127
2630
442
706
1002
1328
1097
2127
2330
14'$' (176") PRESTRESSED
N.R.NR
NR
NR
NR
NR
NR
NR
458
783
1370
1902
2245
2517
2712
194' (984') PRESTRESSED
NSL
NR
NR
NR
NR
NR
NR
NR
412
710
12M
1733
2058
23M
2513
1T-4- WV) PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
30D
548
950
1320
low
1849
2 7
194" Mr) PRESTRESSED
N. R.
NR
NR
NR
NR
NR
NR
NR
235
420
750
1037
1282
Isis
1710
21°-4- (258- ) PRESTRESSED
N.R.
NR
NR
NR_
NR
NR
NR
NR
960
340
846
1114
1359
148B
PRESTRESSED
N.R.
NR
NR
NR
NR
NR
NR
NR
185
816
556
784
9047
12M
1399
24'-0" (286•) PRESTRESSED
N. R.
NR
NR
NR
NR
NR
NR
N R
120
250
460
054
684
1092
1222
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT
REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR
'-CRETE" SAFE LOAD TABLES
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U-LINTELS
SAFE
UPLIFT LOADS FOR 8" PRECAST &PRESTRESSED U-LINTELS
SAFE LOAD
PLF
/►
�1
SAFE LOAD - POUNDS PER LINEAR FOOT
LENGTH TYPE
SUB
BFB
RCMU
LENGTH
TYPE
8F124T
1
®w24ti7r
9aTi
®
8F202r
®
Im
2556
3624
4394
5m
0132
7m
T-6- (4Y) PRECABT
1025
1024
1598
Tor
(421 PRECAST
Ism
2555
3m
4394
5263
0132
7001
4'-V (48') PRECAST
765
763
1309
4-0
(48') PRECAST
1383
22M
3060
3815
4570
5326
8079
1363
2305
30W
3515
4570
sm
0079
,f4r (54') PRECAST
592
591
1073
V0
(54') PRECAST
1207
2040
2707
3375
4043
4711
5370
1207
2040
XW
3375
4043
4711
6379
64' (64') PRECAST
411
411
745
5'-'
(64') PRECAST
1016
171Q1
22761q
26M
3=
3961
4522
1098
9715
7276
2838
3398
3881
46Y2
5-1 0' (70') PRECAST
340
339
616
S-1
(70°) PRECAST
1587hq
20ft
2593
3107m
3620 N1
4133 p
sm
1587
21160
2583
3107
36M
4133
Sr (78) PRECAST
_
507
721
490
Sr
(781 PRECAST
am
14071;q
1MVM
2329
2890,q
3251
3712M
MG
1407
9688
2329
2790
3251
3712
T-6' (On PRECAST
u
424
534
363
r4r
(90') PRECAST
727
9
9
225
2827
322
727
1224
9624
2025
2426
2827
3228
9-4- (112-) PRECAST
326
612
230
W-C (112') PRECAST
691
708 �
19
1474
181 �1r,
2157 �R
2500
501
802
1318
1643
1900
2294
2019
10'$' (126) PRECAST
254
401
180
10'-8- (126') PRECAST
630
575
91e
1188
1461 au
1
2011
5w
895
1100 W
1472 /q
1763
2056
2346
11'-4- (136� PRECAST
260
452
154
11-
(13n PRECAST
474
604�y
00D
t037
127
959
1753
494
607
1042pq
137200
1043Po
19150
2187 p
1Z-(r (144') PRECAST
244
402
137
12
(144') PRECAST
470
450
lam
636
heap.,
t
1575pg
4T0
650
990
13020
1660{eay
989411)
26'/5 •
IT-4- (160-) PRECAST
217
324
110
IT-
(160-) PRECAST
418
386a
007
785 W
954W
114300
1323p,;
426
480
M m
1159 P
1418pq
165tq
98870n
14' 0" (16(') PRECAST
205
293
100
14'
(1687 PRECAST
� ^q
�p11
=
724 M
889 pq
1
1220
410
425
7174
1083 s
1358M
1
9807
14'-r (1767 PRESTRESSED
N.R.
284
91
14'
(IMI PRESTRESSED
20
3344m
520 m
872 am
M m
078 cm
1131pM
246
306
883 m
980 m,
1303m.
1518m
1734
95'-40 (184-) PRESTRESSED
N.R.
259
83
1W.4.(184')
PRESTRESSED
1
313 m
486 as
027 mi
Mm
911 cmi
9054c,,
23D
we
696
908 aml
7240pq
1480pq
9888pm
17'-4• (208-) PRESTRESSED
N.R.
194
_
64
174
(2138') PRESTRESSED
987
203
405
521 m
638
756
m
192
300
503 q
740 tiq
1
1271p
1473p4
19'-4' (2321) PRESTRESSED
N.R.
148
52
19.4
(232') PRESTRESSED
162
2M a,N
348
447 a
547
047
747�
16s
m
43
023 0q
541
t 05@cn
1227
21'-4' (258') PRWTRESSED
N.R.
126
42
21' 4
(258') PRESTRESSED
142
2D4 nq
3D7 pm
393
40D p y
568 00
855
142
232
373 1n
537
721 cm
905 cm.
9048
2Z-V (2840) PRESTRESSED
N.R.
116
40
2Z-V
(2540) PRESTRESSED
937
197rq
295
379 Qq
402
548
630 pq
937
223
NB
513 pn
688
863
24'-0- (28n PRESTRESSED
N.R.
91
33
24'-0'
(2887 PRE ED
924
t79
267 pe
842 1
41ap
499 1
587
124 202 319 M WSR 757V)I_876pn
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT
REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR.
- PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- PROVIDE MINIMUM 4' OF BEARING PAST EACH SIDE OF 4YINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.I..C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 16-0126.03
®♦ 8FI611T/1M/0R iP ■
.0 8F16/1T/0M/0B %
FIRST FLOUR LIFT BEAM FLAN ReComplince
Compliance
SCALE: 1/4" = V-0" 4J Universal Engines us
science•
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
r► •
rEE 'E
LOT J73
l� F
IN ' "M
-MODEL.
4EHB
61HAYDEN"
,GARAGE
I' y
SCALE:
1/.1 P1_19-of0
SHEET
#5 CORNER BAR W/ 30" LAP FOR EACH
COURSE OF BOND BEAM
VERTICAL REBAR W/ 10" HOOK
30" TYPICAL
#5 BAR IN BOND BEAM
OPEN FACE SHELL SO
AS TO ALLOW BENT
BAR TO BE PLACED IN
UPPER AND LOWER
BOND BEAM
SCALE: 3/4"=1'-0"
SINGLE BOND BEAM
AT HIGHER ELEVATION
SINGLE BOND BEAM
AT LOWER ELEVATION
#5 BAR BENT
ASSHOWN
#5 MIN. REQUIRED IN
EACH CELL HOOKED IN
TOP BOND BEAM W/
STANDARD AC HOOK
CORNER BARS
3 AT CORNER STEP
SCALE: 3/4"=1'-0"
NOTES TO THE INSPECTOR/CONTRACTOR
1. PLACE LINTEL ACROSS TOP OF OPENING.
2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL.
3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING
PLACE STEEL HEIGHT.
REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND
AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST
TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE.
5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM
COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL
REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE
TOP OF THE LINTEL.
R \C\ 0 6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP.
�a Q�
G 8x8 BOND BEAM
•F�P�C\\\J F =FILLED W! GROUT W/(1)#5BAR
U = UNFILLED GROUT SOLID FF
NOMINAL LINTEL TO TOP C
//�� # OF #5'S, IN 2ND BOND
WIDTH / BEAM COURSE BEAM, IF FILLED
1 6-1 T/ 1 IM[ /O 8x8 PRE -CAST C(
HEIGNOMHT Lam/ LENGTH OF BAR
$ # OF #5'S', TOP OPENING - 2"
IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR
THAT XFXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8x8 PRE -CAST C(
AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL. LINTEL, W/O STE
IT IS THIS ENGINEER'S INTENT TO PLAN FOR LO
AND XUXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED
LINTEL
AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL
WIND(
PRE -CAST
WINDOW
SILL
LOPE
TYPICAL MASONRY WINDOW
SILL CONSTRUCTION
SINGLE #5 CORNER
BAR, 3Ox30 TURNED UP
OR TURNED DOWN INTO STEEL REINF. OF
FILLED CELL BOND. BEAM
PROVIDE #5 BAR
AT EACH SIDE
STEEL REINF. OF OF ELEVATION
BOND. BEAM CHANGE
CHANGE IN
ELEVATION OF BOND BEAM
(�7 SCALE:3/4"=1'-0"
de
Sa
TYP.8"x16"
BOND BEAM
WOOD SECTION
FASTENERSPACINO
da =2" MIN, 21" MAX
Sa = 2 1" MIN, 9" MAX
S, =1 ?'MIN, 2 }" MAX
ed = t MI N, 2 2'- MAX
de =2" MIN, 2 J" MAX
se = 2 j' MI N, 9" MAX
(2)2
S, =1 ?'MIN, 2 2" MAX*
ed = 4" MIN, 2 z' MAX
da =2" MIN, 2 4' MAX
Sz = 2 j" MI N, 9" MAX
S, =1 ?'MIN, 2 2" MAX*
ed=q'MIN,22?'MAX
NOTE:
• ADJACENT NAILS ARE DRIVEN FROM
OPPOSITE SIDES OF THE COLUMN
• ALL NAILS PENETRATE ALL
LAMINATIONS AND AT LEAST 1 4" OF
THE THICKNESS OF THE OUTERMOST
LAMINATION
WHERE:
de =END DISTANCE
se = SPACING BETWEEN ADJACENT FASTENERS
IN A ROW
s, = SPACING BETWEEN ROWS OF FASTENERS
ed = EDGE DISTANCE
*MUST HAVE 2 OR MORE LONGITUDINAL
ROWS OF NAILS
DOUBLE STUD W/ 10d NAIL ATTACHMENT
SCALE: N.T.S.
69 Review9d for Code
Universal EEnngww"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
CREEKSIDE
PHASE 2
LOT J73
MAY 2 7 2029
MICHAEL C. ANDERSON
� AR No 173g5 �
PRINT 2®28
HATE: 05 / /
SCALE: 1/4"=V-0" 1
FRAMING NOTES
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL,
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
4
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/ A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN.
COLUMN SCHEDULE
SIZE &
BASE PLATE OR
MARK
DESCRIPTION
REINFORCEMENT
REMARK
4X6 (3y"x5%") SYP.
HTT4 W/5/8" DIAx5"
WD-1
PT., WOOD POST
EXP. BOLT
5/S3.1A
r- — — — — — — — --
FIRE
DRAFT STOP
L— — — — — — — — —
PRE-ENG.
FLR. TRUSS
2X4 NAILER
FOR DRAFT
STOP
ELEV. VIEW 'll
PRE-ENG. FLR. JOISTS 11 I
�JJ
3/4" PLYWOOD
DRAFT STOP 'I
1
PRE-ENG. FLR. JOISTS II
2X4 NAILER FOR
DRAFT STOP
3/4" PLYWOOD
DRAFT STOP
PLAN VIEW
DRAFT STOP
DETAILS
N CAE li --ii� n — CJ1E
1 A M I\rGTL2G
3.1
9B 9A 10B 3 — -Y(D r
� I
II II II II II IIT
II II II I
II 1_'1__T_T_1F
II II II
II II II II II II II II II II II II II II II II II II II II
II II II II II II II II II II II II II I II II II I III
II n u u u u u u u u u u u n II
IIIL 11 J9 11 1I J211 j!L ii is io ii J3 si ii i i �I II
u n n n u II n u n u u n u n u n u u u n
II II II II II II 12x4 WIOOD 11 II II II II II II II II II
n 11 11 11 II II I WALL W/ I u u u u u u n u II
2x4 WOOD
Coll 111 11 STTUUDS II SS@ 1 II II IYO PL /2 II II II II II III
I
n n n n II II II 12" O.C. I u u u STUDS @ u n u u u n II
1 11 II �I—� I D1 12" O.0
2.
II II X6 WOOD BM1 11 .01
WALL W/ DBL.
II I J6 �i III
STUD UNDER T
EACH JOIST II 4 J4
m
II II I4 I
IIIIII II II 1 II II�nII DBL., sruD
OP °
PRO VRAWALL WDBL. InIII InIII
II II II
ALONG THIS TRUSS AS TO STUD UNDER
I LIMIT 2.000EACH JOIST
II
PER FBC 3011S.F.S F. 2
II .. ..
J7
--- ?WLN--------------CA
= _ _ = _ I-- _ = _ = _ =
El
- — - — - — PRE -FABRICATED FLOOR
JOISTS@24"O.C.=_
= _ = — = = G = = _ = _ =
VAN �Afimli
our
111117173111110�1
ffift:�
I 0
FIRST FLOOR FRAMING PLAN
SCALE: 1/4" = V-0" I -JOIST
4
4
3
BM1 TO CMU WALL W/
SIMPSON LGUM46-SDS W/ (4) V x 4'
TITEN HD ANCHORS AND (4) Y' x 2 V
SDS SCREWS TO BM1, BLOCK WIV
PLYWOOD EA. SIDE OF BM1.
Revco W �
ou
niversal Erneer"
sconco
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325 J
h
W
U
w
0
yF
W
v
A
F
A
ti
SVBDIV. & LOT:
CREEKSIDE
PHASE 2
LOT #73
PROJECT#
04321.200 073R1
adODEL
4EHB
"2605- HAYDEN"
GARAGE SWING:
LEFT
PAGE:
FIRST FLOOR
FRAMING
PLAN
160 MPH EXP C
ARCHITECT-
STATE OF FLORIDA
MAY 2 1 2020
MICHAEL C. ANDERSON
t� AR NO 17305 J
P
RINT
05 28 20
ALE: 1 /4"=1' — 0'1
SKEET
S 3
ENGINEERED WOOD TRUSSES- PLYWOOD SHEATHING, SEE
@ 24" O/C, SUBMIT SHOP "ROOF/WALL/FLOOR
DRAWINGS FOR REVIEW SHEATHING
A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH
AND APPROVAL
FASTENER SCHEDULE"
# 1100 UPLIFT SIMPSON
(9) 1Od x 1 �' NAILS TO TRUSS
PLYWOOD SHEATHING, SEE
(1) SIMPSON HETA16
HTSM20 W/10 10d TO
(2) SIMPSON HETA16 TRUSS ANCHOR WITH
"ROOF/WALL/FLOOR
TRUSS ANCHOR WITH
NOTE: A PT SYP #22"x 4",
TRUSS AND (4) 1/4" x 2 1/4"
(12) 16d x 1 ?'NAILS TO TRUSS
SHEATHING
FASTENER SCHEDULE"
(9) 1 Od x 1 J" NAILS TO
6", 8" x 4'-0" MAY BE ADDED
TITEN 2 ANCHORS TO
DBL STRAP, 1 EACH SIDE WRAPS UP AND
GIRDER. PROVIDE 5"
W/ 10d NAILS, 2 ROWS, 3"
CONT POURED LINTEL
OVER TRUSS (NOT SHOWN)
MINIMUM' CONCRETE
O/C TO FACILITATE ONE
(1) SIMPSON LGT2 GIRDER TIEDOWN WITH
NOTE: APT SYP #2 2" 4",
EMBEDMENT. USED IN
ADDITIONAL PLY MAX. TO
# 1900 UPLIFT (2) SIMPSON
(16) 1 Od x 3 +' NAILS TO GIRDER AND
x
6", 8"x 4'-0"MAY BE ADDED
CONJUNCTION WITH
ACCOMMODATE GIRDER
HTSM20 INSTALLED ON
PRE-ENG TRUSS
(2) SIMPSON HETA16 TRUSS ANCHORS
W/ 10d NAILS, 2 ROWS, 3"
HEAVY UPLIFT
CONNECTOR
TIEDOWN REQUIREMENTS.
OPPOSITE FACES OF
BLOCK WALL W/10 10d TO
/
WITH (12) 16d x 3" NAILS TO GIRDER
O/C TO FACILITATE ONE
TRUSS AND (4) 1/4' x 2 1/4"
ADDITIONAL PLY MAX. TO
ACCOMMODATE TRUSS
A'-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN
TITEN 2 ANCHORS TO
CONTINUOUS BOND BEAM
1x2, 2x WOOD FASCIA
SEE ARCHITECTURAL
ANCHOR REQUIREMENTS.
WITH (4) gJ" x 5" TITEN HD TO CMU AND (12) SIDS
CONT POURED LINTEL
2x SECURED W/ (3) 16d
J' x 2 J" TO GIRDER
GALV. COMMON NAILS.
ENGINEERED WOOD
B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH
1x2 SECURED W/ 10d
TRUSSES @ 24" O/C,
1x2, 2x WOOD FASCIA
(2)" x 5" TITEN HD TO CMU AND (18) SDS T" x
GALV. COMMON NAILS a
SUBMIT SHOP DRAWINGS3"
SEE ARCHITECTURAL
TO GIRDER
12" O/C
FOR REVIEW
2x SECURED W/ (3) 16d
C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH
/MAS:Z)NRYBOND
AND APPROVAL
GALV. COMMON NAILS.
(2) 2" x 5"TITEN HD TO CMU AND (18) SIDS x 3"
1x2 SECURED W/ 10d
SCREWS TO GIRDER (EACH TIEDOWN)
GALV COMMON NAILS
BEA ENSURE THAT CELLS ARE GROUTED
MASONRY BOND BEAM
12" O/C
SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS
SEE SCHEDULE
A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS 0 PLY)
A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY)
TITEN 2 ANCHORS MIN.
B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY)
'
B ALLOW BLE UPLIFT = 4725 LBS (2 PLY MIN.)
2' COVER & 2" APART
C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY)
C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.)
REPAIR OF MULTIPLE
TYPICAL
TRUSS'
MISPLACED
EMBEDDED TRUSS ANCHOR
SS
/+ y�
TYpP'C L RlJ®F
GIRDER
+ �+
CONNECTORS) SCALE:3/4„=1'-0"
2a �y ��
IJ
SCALE
3/4"=1'-0„
/�®
GIRDER C®NNECTOR(S) SCALE:3/4"=1'-0"
3/4" T & G SUBFLOOR GLUED AND
(2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN
BRACE W/ (3) 12d @ EA. TRUSSES WHERE
SCREWED AS PER SCHEDULE
LSTA12 20 GAUGE
W/ 1 Odx1/2 HDG COMMON NAILS.
PER ELEVATION @ EACH END TOTAL OF 10
TRUSS (DIAG. BRACE TO X-BRACING IS PRIES AT
COVER 5 TRUSSES) 4'4" O.C. (AT SHE ING
U-0" TO 30'-0" ( "X" BRACE SEAMS)
30'-1" TO 60'-0 (3)' "BRACE
6'-0" MAX (W/1X4) (1) "X" BRACE @ CE R — SECURE 2x8 PLATE
OR 10'-0" MAX (W/2X4) (2) "X" BRACE DIVIDED UALLY TO BLK W /2" DIA.
ANCHO BOLT W/ 2"
v v FROM CENTER TO END. WAS R SET IN HIGH
_ 2x WOOD FASCIA, ST NGTH EPDXY6"
SEE ARCHITECTURAL N. EMBED. AT 32"OC
1x4 DIAGONAL
PER ELEVATION LVL/I-JOIST WITH � MAX.
BACKER BLOCK BTM. CHORD PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8
PRE-ENG I -JOIST BRACING, SEE P.T. PLATE W/ 12d's 8"
PLAN FOR LOCATION STIFFBACK AS PER O.C. MAX
5/8" GYPSUM BOARD OR 1/2" HIGH o U a MAY NOT BE
STRENGTH CLG. BOARD iv d H REQUIRED TRUSS ENG) CONT. 2x4 SECURED W/
SECURE I -JOIST TO TOP PLATE T 1O BE E I @ EACH TRUSS
TINSTALLED @
w/ (2) 12d TOENAILS
BTM. CHORD OF 10'-0" O.C. MAX.
DOUBLE TOP PLATE WOOD ROOF TRUSSES
in
HTT4 W/ 5/8" A.B. WITH
MIN. 7" EMBEDMENT SEE SCHEDULE FOR —
2x4 OR 2x6 WOOD BEARING TO SLAB & 18 16d x
WALL W/ SYP No 2 STUDS SEE ( ) BOND BEAM REQ.
PLANS FOR SPACING. SINGLE 2-1/2" NAILS TO POST.,
POST TO SIT DIRECTLY
SERIES
BACKER BLOCK
THICIMM
4500
3/4" WOOD PANELS
6000
(2) 1/2" WOOD PANELS
60
(2) 1/2" WOOD PANELS
90
2x LUMBER
BTM. PLATE TO BE PT. ON SLAB
PROVIDE DBL: TOP PLATE
PROVIDE BLOCKING 1x4 BTM. CHORD BRACING 6-0" O/C END WALL OR OTHER FSTJBIDIV. $t T:
MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IFi [� c�+ 7'1
1/2" GYP. WL. BD. as 1U-0" O/C MAXSECURED W/(2) 1Od DEPICTED SEE PLAN REEK JI1JE
a a n COMMON NAILS AT EACH CHORD HAS
a �.:a 4 b INTERSECTION TYP. PHASE 2
• g a BTM. CHORD BRACING BLOCK WALL. W/ GABLE END
PRE-ENG D TRUSS
6 SCALE:3/4"=1'-0" SCALE: 3/ -17-0"
as
LVL/WOOD POST CONNECTIONS
a a..
a . SCALE: 3/4"=1'-0"
4 I -JOIST CONNECTION @ L.B.W.
(NO UPLIFT) 24" 24" MAX. w/ IJOIST8" END
MAX. SPACING
8"
6" 7" 7" 6' 7" 7" 5" 5' END w/1-JOIST TRUSS BR T
SPACIN OF SHEATHING TYP. TYP. YP.
SEE FRAMING PLAN END OF
MAX MAX MAX LEDGER BD.
a a o
NOTCH DEPTH1/4*D a a a a a a 2X8 SYP P.T. (� FROM THE USE OF ALTERNATE MATERIALS MAY BE
HOLE EDGE >5/8" N BOLT/J-BO,LT W/(2" LEDGER BOARD LU EDGE LEDGER BOARD TO BOLT J-BOLT W/2"
777 TO BE USED BE USED WITH I -JOIST WASHER &5112" USED SO LONG AS THEY CONFORM TI'D THE
WASHER . (TYP) BOL ENSURE RE MIN. EMBED. TYP FOLLOWING
WITH I -JOIST
!" .HOLE DIAMETER MIN. EMBED. (TYP) BOLTS/J-BOLTS ARE PLACED ( )
INTO GROUTED CELLS, 8" ALL
< 2!5*D SGL. STUD AROUND BOLT, FRONT
OUTER 1/3 OF _ 2. SPLICE OF FRONT AND REAR LEDGER 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS
SPAN ONLY D/E C A B & BB LEDGER SHOULD LAP A MIN OF A) AN ALTERNATE STRAP MAYBE USED SO LONG AS THE NEW STRAP HAS
A - SIMPSON IUS1.81/16 G < 400 LBS; U < 70 LBS W/ (2) 3/4"0 WEDGE-BOLT/J-BOLT, 5" MIN, = Z 4'4'. Z
00 — 3. ALL BOLTS TO HAVE WASHERS w — EQUIVALENT OR GREATER UPLIFT AND LATERAL (Ft AND F2) LOAD CAPACITIES
HOLE EDGE >5/8" EMBED (14) 10d GALV. COMMON NAILS TO HEADER AND (2) 10dx1-1/2" GALV. NAILS. TO JOIST 4 g
4. EXP. BOLTS/J-BOLTS SHOULD S 2PT AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND
B - SIMPSON
NOT BE ANY CLOSER THAN 6° SYP PT ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE
B - SIMPSON IUS2.37/16 G c 400 LBS, U < 70 LBS W/ (2) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN. Z O/C. z THE CONNECTIONS INDICATED. AFLAT OR TWIST STRIP IS NOT EQUIVALENT TO
EMBED (14) 10d GALV. COMMON NAILS TO HEADER AND (2) 10dx1-1/2" GALV. NAILS TO JOIST 00 5. ONLY LEDGER IN DIRECT
A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2
FL#17241 CONTACT (REAR LEDGER)
(2) 2X8
REAR FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE
C SIMPSON MIU3.56/16 G < 900 LBS, U <210 LBS W/ (4) 3/4"WEDGE-BOLT/J-BOLT, 5" MIN. SYP PT CMU REQUIRED TO BE P.T.LEDGER SUBJECT TO F1 AND F2 FORCES.
EMBED (24) 16d GALV. COMMON NAILS TO HEADER AND (2) 10dx1-1/2" GALV. NAILS TO JOIST
FL#17241
BTM. HOLE DIAMETER D - SIMPSON HHUS7.25/10 G < 4140 LBS, U < 1610 LBS W/ (8) 3/4"° WEDGE-BOLT/J-BOLT, 5"
PLATE < 3/5*D DBL. STUD MIN. EMBED (16) 16d GALV. COMMON NAILS TO HEADER AND (10) 16d GALV. NAILS TO JOIST
FL#25749
E- SIMPSON MIU4.75/16 G < 455 LBS, U <210 LBS W/ (8) 3/4"° WEDGE-BOLT/J-BOLT, 5" MIN.
EMBED 16d GALV. COMMON14AILS TO HEADER AND (2) 10dx1-1/2" GALV. NAILS TO JOIST
FL#17241
SERIES
BAMBLOCK
1tICKNESS
4500
3/4" WOOD PANELS
6000
(2) 1/2" WOOD PANELS
60
(2) 1/2" WOOD PANELS
90
2x LUMBER
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
FLOOR JOIST LEDGER SCHEDULE
MARK
SIZE
BOLT SIZE
END SPACINGRAL
CENISPACING
A
DOUBLE SYP 2x8
1/2"
8" MAX.
24" O/C MAX.
B
DOUBLE SYP 2x12
(2) 3/4"
8" MAX.
24" O/C MAX.
WOOD LEDGER
Reviewed for Code
ALTERNATE MATERIALS co Engin
STUD NOTCHING ATT CHMENT DETAIL � � u�nersel�noin"rxll
SCALE: 3/4'-1 0' 8cNr
AND BORING LIMITS � SCALE:3/4"=1'-0" 10 I -JOIST WOOD LEDGER DETAIL
MAY 2 7 2020
MICHAEL C. ANDER80h
AR N®17305 _a
SIMPSON H6 W/
(8)8d COMMON NAILS 2x STUDS #8 WOOD SCREWS x 2"
SIMPSON,H6 W/ (8) 8d I EACH END LONG @ 3" O.C.,
COMMON NAILS, EACH STAGGERED
END EVERY STUD OR ON #8 WOOD SCREWS i!I AS SHOWN
EACH END OF "BUNDLE" x 2" LONG @ 3" O.C.; rll
OFSTUDS STAGGERED OFF
CENTERLINE BL. 2X8 SYP #2 LEDGER.
PLYWOOD FLOOR 3/4" AS SHOWN }� SEE BOLT, SCHEDULE,
SHEATHING ill 10/S3.1A.
8" CMU WALL J
REINF PER PLAN 8" CMU WALL
REINF PER PLAN
PER ELEVATION zk-
3/4"
3 PER ELEVATION 3/4"
Q, z iv SCREW PATTERN 0 3 �' SCREW PATTERN
p= I -JOIST (SEE O z
O �QU Nq FRAMING PLAN) 10.7
u O o#¢
PER ELEVATION w w
PER ELEVATION wri
(2) 2x4 P.T. W/ DBL 2X12 SYP #2 LEDGER. SEE I -JOIST (SEE
MASONRY NAILS BOLT SCHEDULE, 10/S3.1A. 2x4 P.T. CEILING 24" MA FRAMING PLAN)
@ 12" O.C. NAILER W/
MASONRY NAILS
SIMPSON SPH4/SPH6 BTM. 1X2 FIRE -STOP @ 12" O.C.
I -JOIST VL PLATE STRAPS W/ 10d x 1
I 1/2"HDGNAILS SECTION DETAIL 1X2fIRE-STOP SECTION DETAIL
WALL / FLOOR FRAMING, AT I -JOISTS PERPENDICULAR AT I -JOISTS PARALLEL
NOT USED I -JOIST PARALLEL TO WALL TO EXTERIOR WALL TO EXTERIOR 'WAL.L
1 SCALE. 3/4"=1'-0"
5 NOT USED
6 NOT USED 7 NOT USED
PRE-ENG GABLE TRUSS
2x4 BLOCKING BETWEEN TRUSSES
AT FIRST TWO BAYS 4'-0" O.C. (AT STRAP TRUSS TO PL. MPRE-ENG
SHEATHING SEAMS) (BLOCKING —PRE-ENG'DWOOD SEE SCHED. BELOW OOF TRUSS
NOT SHOWN FOR CLARITY) TRUSS (TYP) @ 24" O.C.
MAX
2X4 DIAGONAL BTM. CHORD PER ELEVATION
BRACING. SEE PLAN FOR LOCATION FOR STRAPPING
VERIFY PRE-ENG ROOF TRUSS
SECURE 2x6 PT. PLATE TO BLK W/ TRUSS PLAN TRUSS TO TOP PLATE 5/8" GYPSUM BOARD OR 1/2" HIGH
W/ 1/2" DIA. ANCHOR BOLT W/2" x, A - SIMPSON MTS12 STRENGTH CLG. BOARD 4x4l4x6 SYP NO.2
WASHER SET IN HIGH 'e U < 990 LBS W/ (14) 10d SECURE TRUSS TO TOP PLATE w/ (2) WOOD POST TO
STRENGTH EPDXY 6" MIN. GALV. NAILS. 1'6d TOENAILS SLAB. SEE
EMBED. AT 32" OC MAX. B - (2) SIMPSON MTS12 DOUBLE TOP PLATE SCHEDULE
SECURE GABLE TO 2x8 P.T. U < 1420 LBS W/ (14) 10d BELOW FOR
PLATE W/ 12d's 8" O.C. MAX GALV. NAILS EA. STRAP 2x4 OR 2x6 WOOD BEARING CONNECTION
WALL W/ SYP No 2 STUDS SEE FL#17239
PLANS FOR SPACING. SINGLE
CONC. POURED BTM. PLATE TO BE PT.
LINTEL COURSE
PROVIDE DBL. TOP PLATE
PROVIDE BLOCKING . o,
SIMPSON SPH4 OR SPH6 BTM 1/2" GYP. WL. BD. o {
AND TOP PLATE ANCHORS W/
10d x 1 1/2" COMMON NAILS �- SECURE BT.WEDGE
PLATE TO SLAB "
FILL ALL HOLES, DO NOT USE 1/2"x9" WEDGE ANCHOR W/ 2'
TRUSSO SECURED @10's@EACH 10dx3" / WASHER SET IN HIGH STRENGTH TRUSS/WOOD POST CONNECTIONS
TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. EPDXY 5-1/2" EMBED. MIN. @ 16" 1 Oa 10b 10c
OC MAX.
GABLE END BRACING W/ PRE-ENG
GABLE TRUSS @ CMU WALL-44
8 TRUSS TO POST CONNECTION
A - SIMPSON MTS-12 U < 990 LBS W/ (14) 10d GALV. NAILS.
Y B - SIMPSON HTS-20 U < 1310 LBS W/ (20)10d GALV, NAILS.
C - 2-PLY-SIMPSON VGT/HDU4 U < 4565 LBS VGT TO TRUSS W/ (16)
1/4"x3"SDS, (1) 5/8"° A.T.R. TO HDU4 AND (10)1/4" X 2 1/2" SDS TO POST
9a 9b TRUSS CONNECTION @ L.B.W. �l
POST TO SLAB CONNECTION � Universal E"
SCALE: 3/4"=1'-0" A&B - SIMPSON ABU44Z POST BASE <U:1,900 G:5,9®0 W/5/8 DIA. x 6 OLT �t0as
SIMPSON ABU46Z POST BASE <U:2,300 G:10,335 W/ 5/8 DIA: x 6" E P. BOLT
C - SIMPSON HTT5 POST ON SLAB <U:4,565 W/ 5/8" A.B. WITH MIN. 7"
EMBEDMENT TO SLAB & (26) 16d x 2-1/2" NAILS TO POST.
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
�I
-i
i
�_ZUBDIV. LOT:
CREEKSIDE
PHASE 2
LOT J73
MAY 2 7 209
kELm C. ANDEI
AR NO T7305
DATE 05/28/20
SCALE: 1/4°=1'-0"
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
�PWIEIIDIV.
• ,
PHASE
LOT J73
v r
2605—VAYDEIT
MAY 2 7 2020
MICHAEL C. ANDEI
AR NO 17305
SCALE: 1/4"=l'-O"
SKEET
3.IC
2194 HWY A1A, suirE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
SUBDIV. & T:
CREEKSIUE
PHASE 2
LOT #73
ElL,mi'molimn •
MW2T2a
!EL C. ANDE:
AR NO 17301%)
DATE 05/26/20
Yr`/ALL: 1/4"=.I)-®DI
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
V
V
r
A -- A ll�' �'
MAY 2 j 2020
PRINT I�5 /28/20
DATE
SCAT : 1 %4"-1' - 0'>
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ' x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
HEADER
SCHEDULE
MARK
DESCRIPTION
REMARK
(2)2
X8
BEAM SCHEDULE
INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB
ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT
MARK
DESCRIPTION
(psi)
SIZE
REINFORCEMENT
STIRRUPS
REMARKS
BTM.
TOP
MID
SIZE
SPACING
BB1
MASONRY
3000
8x16
—
(1)#5
(1)#5
N/A
—
GROUTED SOLID
BB2
MASONRY
3000
8x8
—
(1) #5
—
N/A
—
GROUTED SOLID
"CAST®CRETE"
SAFE LOAD TABLES
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U-LINTELS
'.
SAFE UPLIFT LOADS
FOR 8" PRECAST & PRESTRESSED U-LINTELS
imm
SAFE LOAD -POUNDS PER LINEAR FOOT
C
SAFE
_�/►
'"'��""''��
SAFE LOAD -POUNDS PER LINEAR FOOT
TYPE
LENGTH
We
BFS03
OF12-00
OF1608
SF20-0B
8F24UB
SM-W
8F32-M
TYPE
LENGTH
BUS
8F8
j�j '(,MU
TYPE
LENGTH
�'9T
OF12-IT
OF10-IT
BP20-IT
8F29-tT
1�29.1T
OMIT
OF&93
OF12-1IB
8F18-16
OF20-1B
OF244B
BF26-18
OF32.10
6F6-2r
6F122T
6F16•zr
sma
w24u
8F2B-Zr
6F'3&2r
3'-°3' (42°) PRECAST
22313069
3080
3719
6183
ow
am
gm10051
�� (' PRECAST
1025
1024
1598
$'$' (42% PRECAST
1500
2e55
3524
4394
5263
0132
7001
4805
6113
7547
8974
10394
118W
1509
2055
3524
4394
ISM
0132
7001
4°-0° {46') PRECAST
18
2581
2751
3OW
4890
5961
7034
8107
4'-0' (48') PRECAST
785
763
1309
4'-0' (467 PRECAST
1383
2305
3000
3816
4570
amW79
2883
4806
8113
7547
8974
10394
11609
9383
2305
80e0
9816
4670
6326
8079
1m
2110
2931
V53
4678
6400
8224
1207
2040
2707
3375
4043
4711
5379
4-6" (54) PRECAST
1599
2989
4975
8113
7547 Ol
8e72
90284
11�98
4-0" (54) PRECAST
592
591
1073
4.8° (54) PRECAST
9207
2040
2707
9375
5" 4' (64� PRECAST
1217
9349
14M
Iwo
25M
3123
3666
4248
5':' (W) PRECAST
411
411
745
5'4• (W) PRECAST
1016
1714m
22M
2836
tees
3000
am
7847"
7342M
878aM
10927pq
1010
1715
2278
2038
V-10" (TV) PRECAST
1062
1105
1173
1631
2090
2549
300®
3470
5'-10" (707 PRECAST
340
339
616
V-10" (70") PRECAST
909
1
2503
1451
2822
43W
7168.
inn
7181(q
BMW
920
1507
2060
2593
V-S' 1r PRECAST
A7 )
908
1238
2177
3480
3031
3707
4383
=1
6$" (78-) PRECAST
507
721
490
V-V (78) PRECAST
835
1407om
18�)
2329,
9238
2177
3480
b387
83�
90,E
8626p4
835
7407
R886
2920
T 6' (90') PRECAST
743
1011
1720
2632
22D5
2006
3191
38�
Tom' {90°) PRECAST
424
534
1
363
T 8' (90) PRECAST
TV
1
1624pr,
2025,
1091
7729
1
3e98
6881
84e'7p4
6472e6
727
1274
1624
2026
V44 (112') PRECAST
564
1160
1625
2554
34M
2818
3302
V4° (112') PRECAST
326
1 512
230
9'-4° (11T) PRECAST
691
nom
11
94741
752
1 1245
100
2564
3466
4705m
8390pp
591
00
1318
1843
10 6' (128°) PRECAST
475
635
NO
1247
2093
2777
2163
2536
10 8" (128°) PRECAST
284
401
18D
10$' (126") PRECAST
530
575
91tl
11081
eµ
1052
1633
2093
2781
3e43m
4754pq
530
m
1180pt
1472
11'4" (136') PRECAST
382
582
945
1366
1848
2423
3127
4006
11'4• (138") PRECAST
280
452
154
11'4• (136') PRECAST
474
504
WC_a
1037
582
945
1366
1846
2423
3127
4006
494
807
104*a)
13721
IZ-V (144') PRECAST
337
540
973
1254
1884
2193
20M
3552
12-V (144') PRECAST
244
402
137
12'-0' (144' PRECAST
470
458=1
724
838
540
873
1254
1684
2103
2006
3552
470
560
1 940
1302,
13 4° (180') PRECAST
471
755
1075
1428
1686
2316
2883
IT-4- (160") PRECAST
217
324
110
13'4° (1�') PRECAST
418
300
807
M
471
755
1075
1428
1838
2318
428
480
780 0)
1159,
W-W (166°) PRECAST
279
442
705
1002
tUS
1097
2127
1410 (166') PRECAST
205
293
100
W-0" ('166') PRECAST
p>
724
442
708
1002
13�
9897
2927
2.j0
410
4!0
425
717
717 a
10831
14' 6' (176") PRESTRESSED
N.R.
MR
MR
MR
MR
NR
MR
MR
14'$" (178°) PRESTRESSED
N.R.284
91
14'-0' (176') PRESTRESSED
239
334 ° D
520
072
458
788
1370
1902
2246
2517
2712
240
i
15 4" (184') PRESTRESSED
N.R.
MR
MR
MR
MR
MR
MR
15'al• (184') PRESTRESSED
N.R
259
83
1& 4• (184•) PRESTRESSED
224
313
486
8271
412
710
12✓0
1733
205e
2Ei
2693
230
358
818
9084
1T�1" (') PRESTRESSED
N.R.1T�1
MR
MR
MR
MR
MR
MR
NR00
(208ry PRESTRESSED
N.
194
64
IT-4- (206� PRESTRESSED
ley
283 cis)
405M
521 i
38
"a"
960
7326
low7849
2047
992
308
508 a
740 ,
19 4" PRESTRESSED
N.R.
NR
MR
MR
MR
MR
MR
MR
IIW4" (232") PRESTRESSED
N.R.
148
52
19'•4" (Mn PRESTRESSED
/e2
229 en
346
µ7 i
a
4�
759
t037
tza
t515
t7ttl
t�
289
429 a
829,
21'4" (2567 P
N.R.
MR
MR
MR
MR
MR
MR
MR
21'-4" (256") PRESTRESSED
N.R.
125
42
21°-4" (256') PRE ED
942
204
807p■
e9t1
180
340
6OO
846
1114
1359
1488
142
232
373 m
537a
2P-0" (254`) PRESTRESSED
N.R.
MR
MR
MR
MR
MR
MR
MR
27-V W) PRESTRESSED
N.R.
116
40
22"-0' W) PRESTRESSED
137
997on
295
379
lea
315
550
7"
1047
1286
13M
137
223
388
5134
24-0' (288,9
N.R.
MR
MR
NR
NR
NR
NR
NR
24'-0' (286") ED
N.R.
91
33
24'-0' (266') PRESTRESSED
1u
179
2e7p�
342`
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT
REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR.
-ALL VALUES TAKEN FROM °SAFE LOAD TABLES' BY CASTCRETE MAY 2015 EDITION
- ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS
Lim0mciij
mmom"I=�=
1996 a I 2107
Ott
I ai■ MI a e6L far ■nl pip i
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT
REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR:
- PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE
- PROVIDE MINIMUM 4' OF BEARING PAST ECH SIDE OF MINDOW OPENING
PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE
DIVISION ACCEPTANCE #: 16-0126.03
KAN
1
8F16ffiM
♦ -1T/0M/OB 8F16-1T/OM/013 8F16-1T/0M/0B O
1
♦♦
1
z I
1
1
♦♦
1
♦®
1
GT
®♦♦
1
®®
,♦♦
1
1
1
O®
♦♦
1
U.N.O. PROVIDE BB2 WHERE j
1
1
ROOF TRUSSES BEAR, ♦®
®
1
1
TOP OF WALL EL 18'-8" ♦ O
1
1
♦♦
1
1
1
% O
♦♦
1
O
1
®♦
1
O
1
1
♦ ®
1
1
® ♦
1
♦
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1
1
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1
♦♦
1
®♦®®
®
1
1
®♦ ®♦♦
1
1
1
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1
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♦♦
1
1
♦% ♦ F
♦
1
1
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♦♦
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1
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1
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' �
L— — — — — — -
IDReviewed for Code
Complw"
Univental Enprppdn,._
Scwmm
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngroup.com
AA #: 0003325
h
W
W
o
I
a
v
W
F
A
64
I
�
ti
LLj
SL7IBDIV. & LOT:
CREEDS. IDE
PHASE 2
LOT #73
AEL C. ANDEI
AR NO 17305
r_�MIJNm 202a
DATE: 05 / /
SCALE: 1/ / 4 1 p -0
SHEET
s D
FRAMING NOTES:
1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE
CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 112" HDG NAILS.
CONCRETE TO WOOD FLOOR:
SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD:
SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES.
2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER
SCHEDULE.
3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE
MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH
MANUFACTURER'S SPECIFICATIONS.
4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS
ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE,
CONNECTERS ARE TO BE GALVANIZED.
5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE
CONCRETE LINTELS.
6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND
CLEAR SPAN OPENINGS.
7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4").
8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE
SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE
FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS
LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND
APPROVAL.
9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES
SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED
FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C.
10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END
UNLESS OTHERWISE SHOWN DIFFERENT.
11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON
RATIONAL ANALYSIS.
12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS
NOTED OTHERWISE.
13. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING
SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC
PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE
INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY
REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD
CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN
THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE
ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS
WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND
ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE
THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW.
END JACK
:RE APPLIC
GIRDER/TR SS
W/2X6 BOTT M
CHORD
TRUSS.BOjOM
CHORD WN (4) 1Old
NAILS FOACH
CHORD CNECTION
TRUSSES W/2X4
BOTTOM CHORD
DIAGONAL
BRACING/BOTTOM
CHORD BRACING
�DISSIMILAR BOTTOM CHORD BRACING @ END
1 SCALEr W.
TRUSSES W/2X4 GIRDER/TRUSS TRUSSES W/2X4
BOTTOM CHORD � I � � BOTTOM I BOTTOM CHORD
CHORD
DIAGONAL J 2x4 SCAB NAILED TO K/A �.pIAGONAL
BRACING/BOTTOM TRUSS BOTTOM CHORE BRACING/BOTTOM
CHORD BRACING W/MIN (4) 1Od NAILS CHORD BRACING
FOR EACH CHORD
CONNECTION
DISSIMILAR BOTTOM CHORD BRACING @ MID :RUN
CONNECTOR SCHEDULE
CONTROL DATE: 01/27/2020
MiTek USP
SIMPSON
MiTek USP
SIMPSON
DES.
UPLIFT
GRAVITY
DES,
UPLIFT
GRAVITY
FASTENER
FASTENER
HTA 16-18
1625
META-16
1450
(8)10d X 11/2" 1-PLY, (7) 16d 2-PLY, EMBED 4"
(8)10d x 11/2 1-PLY, (6)16d 2-PLY, EMBED 4"
(2) HTA 16-18
2430
(2) META-16
1985
(12)10d x 11/2" 1-PLY, EMBED 4"
(10)10d x 11/2" 1-PLY, EMBED 4"
HTA 16
1870
HETA-16
1810
(10) 10d X 11/2", (8) 16d 2-PLY, EMBED 4"
(9). 10d x.11/2" 1-PLY, (8) I6d 2-PLY, EMBED 4"
HTA 20
1870
HUA-20
1810
(10) 10dx 11/2"; (8) 16d 2-PLY, EMBED 4"
(9) Tod x 11/2" I -PLY, (8)16d 2-PLY, EMBED 4"
(2) HTA-20
2430
(2) HETA-20
2035
(12) IOd x 11/2", 1-PLY, EMBED 4"
: (10) 10d x 11/2" 1-PLY, EMBED 4"
2500
(30) lbd 2-PLY, EMBED 4"
(12) 16d 2-PLY, EMBED 4"'.
LUGT-2
1655
LGT-2
1885
BLK (5)1/4 x 3 Wetlgeeolt+Anchors, WOOD (16) IOd.
(7)-114" x 21/4" TITEN; WOOD (16)16d
LUGT-3
3380
LGT3-SD52.5
3480
CONIC 14)3/8 X 5" Wedge-Bolt+Anchors, WOOD (12) W525
(12)SDS 1/4"x3"TO GIRDER, (4)3/8"XS"TITER HD TO WALL
DHTA-20
2430
DETAL-20
(16)-10dX11/2, I PLY ALTERNATE USE OF(2)HTA-20 ACCEPTABLE
(18)-IOdx 11/2, 1 PLY ALTERNATE USE 0F(2)HETA-20 ACCEPTABLE
MUGTI5+
3945
MGT+
g248O
(1)5/8"A.T.R. I NHIGH STRENGTH EPDXY(MIN. 12" EM BED),(22) IOd TO'WOOD)
(1)5/8" A.T. R. I N H IGH STRENGTHEPDXY(MIN. 12" EMB ED),(22) 10d TO WOOD
H UGT2+
9575
HGT-2+
WOOD(8) 10d, MASONRY(2) 3/4"A.T.R
(2)3/4"A.T.R. IN HIGH STRENGTHEPDXV (MIN. 12"EMBED), (16)IOd TO WOOD
HUGT3+
9860
HGT-3+
WOOD (8) 10d, MASONRY (2) 3/4"A.T.R
(2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) SOd TO WOOD
LPTA
1510 PARALLEL TO WALL
1470 PERPENDICULAR TO WALL
LTA2
1210 PARALLEL
1230PERPENDICUTARTO
WALL
TO WALL
(10)Lod x 11/2"
I.
(10)Ind x 1-1/2"
FMUGTI5
3945
VGT
4940
(1) 5/8" A.T.R. IN NIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/(6)10d FACE/(12) IOd BACK OFTRUSS
(I)5/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) SDS 1/4".3"
HUGT
9575
(2)VEIT
7185
(2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (8) 10d
(2)5/8"A.T.R. IN HIGH. STRENGTH EPDXY (MIN. 12" EMBED),(32) SOS 1/4"x3"
MTW 12
965
MTS-12
990
(14) SOd x 11/2", (14)10d
(14)10d X 11/2"
HTW 16
1355
HTS46
1310
(16)10d X 11/2", (16)10d
(16)10dX 11/2"
HTW 20
1355
HTS-20
1310
(24)10d X 11/2", (20) 10d
(24)10d X 11/2"
HTW 24
1355
HTS-24
1310
(24)10d X 11/2",(20)30d
(24)I0dx 11/2"
LSTA 12 ++
930
LSTA-12 ++
925
(10)10d :
(10) IOd
ISTA 18++
1235
LSTA-18++
1235
(14)10d
(14)10d
MSTA-18++
1310
MSTA-I8++
1315
(14)10d.
(14)10d
MSTA-24++
1640
MSTA-24++
1640
(18)I0d
(19)10d
yx
MSTA-30++
2065
MSTA-30++
2050
(22)10d
(22)10d
MSTA-36+t
2065
MSTA-36++
2050
(26) 10d
(26) 10d
KSr1236
2765
MST-36
3800
(36)10dX 11/2"
(36)10d X 11/2'
051248
5105
MSTI-48
5070
(48)10d X 11/2"
(48) IOd X 11/2"
LFTA6
980
H6
1055
(1618d x 11/2", (16) 8d)
(8)ed TO PLATES, (8) 8d TO STUDS
SPT4
875
SP4
825
(6) IOd TO STUDS (6) 10d TO PLATE
(6)10dx11/2 TO STUDS'.
MP34
5251N Fl @ 160%
A34
430
(4) 8d x 11/2" TO BEAM, (4) 8d x 11/2" TO POST.
(4) 8d x 11/2" TO BEAM, (4) 8d x 11/2" TO POST.
HHCP2
680
HCP2
590
(10) SOd x 11/2" TO TRUSS, (10)10d X 11/2" TO PLATE
(12) lOd X 11/2"
RT16A
1020
H10A
3040
(9)10d xl 1/2"TO TRUSS, (8) 10d X 11/2" TO PLATE
(18) 10d X 11/2-1I.
MUGTI5&PHD4A
1 4175
VGT&HOL14
4940
(28)10d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/ 5/8" THREADED ROD
(16)SDS 1/4x3 TO WOOD,(30)-SDS 1/4"x21/2"W/ THREADED ROD, (2) NUTS/WASHER/2 PLY
MUGTI5&PHD4A
1 4175
VGT&HD78
4940
(28)10d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/5/8"THREADED ROD
(16)-SDS 1/4"x3"TO WOOD, (3)-3/4" STUD BOLTS W/THREADED ROD, (2) HUTS/WASHER/2PLY
PAU44
2535
6775
ABU 44Z
2300
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
18205
(I) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (12)I6d TO WOOD
(1) 5/8". A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD
LTS19 +++
1205
LTT39+++
1310 1
(1)3/4"A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC.,(8)10d TO WOOD
(1) 3/4" A.T.R. I N HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC.,(8)10d TO WOOD
pp
LT520B+++
1100
LTF20B+a+
1500
(1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED) IN CONC., I30)10d x 1-1/2 TO WOOD
(1)1/2"A.T.R. IN HIGH STRENGTH EPDXY, (MIN. P' EMBED.) IN CONC., (10) 10d TO WOOD
Q{6
HTT45
4160
HTT4
4455
(1)5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED) IN CONC.,(18) 16d X 21/2"
(1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY IMIN..7" EMBED,) IN CONC.,(26) I6d X 21/2"
z
HTT45
5005
HTT5
5090
(1) 518" A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED) IN CONC.,(26) 16d X 21/2"
(I)5/8" A.T. R. IN HIGH STRENGTH EPDXY (MIN. 7"EMBED,) IN CONIC.,(26) 16d X 21/2"
QQ
UPHDll+
14395
HHDQ11-SDS
2.5+
11810
(1)1"A.T.R. IN HIGH STRENGTH EPDXY,(MIN.30" EMBED) IN CONC., WS3 WOOD SCREWS
(I).1"A.T.R. IN HIGH STRENGTH EPDXY, (MI N.10"EMBED.) IN CONC.,(24) SOS X"x 2W WOOD SCREWS
PHDSA
6525
HD]B
6645
(1) 5/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) W53 WOOD SCREWS
(1)7/8" A.B. IN HIGH STRENGTH EPDXY; (MIN. 7" EMBED.) IN CONC., (3) 3/4" STUD BOLTS TO WOOD
TDX8
7870
(li 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. ]" EMBED) IN CONC. (3) 7/8" STUD BOLTS TO WOOD
NFM35X12U
2580
7130
MBHA
3.56/11.25
3475
5330
(1)1/2"J-BOLT W MIN 6" EMBED &NOT LESS THAN 4" FROM EDGE OF CONC W/3/4"CIA ITW RAMSET/REDHEAD
DYNA BOLT SLEEVE ANCHOR OR EQW/MIN 5"EMBED INSTALLED IN FACEI(14)10d ATJO15T
Il).3/4"A.TR. IN HIGH STRENGTH EPDXY, :(MIN.6.75"EMBEDMENT) INC.M.U. TOP, (1)3/4" A.T.R IN HIGH STRENGTH
EPDXY,(MIN. 6.75"EMBEDMENT) IN C. M.U. FACE,(18) 10d TO BEAM
HUS4121F
3615
2710(100%)
HUSC412
(WOOD)
3435
2635(100%)
(10) 16d TO HEADER, (10) 16d TO WOOD
(
(10)16d TO HEADER, (10) 16d TO WOOD
3325 (125%)
3220(125%)
H D4101F (CMU)
1950
3080
H UC411
(CMU)
4800
4500
(18)1/4"" x 3 : WS3 SCREWS, (10) IOd TO
WOOD. USP (20) 3/16""TAPPER+, (10)10d TO WOOD
(18)1/4X23/4.TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD:
H D210-21F(CMU)
1950
3080
HUC210-2'
(CMU)
1800
4500
(18)1/4"" x3 WS3 SCREWS, (10) 10d TO
WOOD.: USP (20)3/16""TAPPER+,(10)10d TO WOOD
(18) 114" x 23/4"TITEN (9'PER FLANGE) TO CMU,(10) IOd TO WOOD:
HD210-31F(CMU)
2795
5015
HUC210-3
(CMU)
1800
4500
(18)1/4""XV WS3 SCREWS, (10) I0d TO
WOOD. USP (20) 3/16"" TAPPER+, (10) IOd TO WOOD
(18)1/4 x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10)10d TO WOOD:
LGUM26-2:
2125
6065
LGUM26-2-SDl
1430
5595
(4)3/8".X 4"Wedge-Bolt+ Anchors, WOOD (4) WS3 WOOD SCREWS
(4)3/8. x 4 TITEN HD ANCHORS (2 PER FLANGE)TO CMU, (4) 1/4 X 2-1/2 SDS SCREWS TO WOOD
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ROOF FRAMING PLAN
SCALE: 1/4" = T-0"
TRUSS MANUFACTURER / ENGINEER NOTES:
1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE
FABRICATED W/A 2x6 BTM. CHORD (MIN.)
2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS
WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT
SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES.
3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO
TRUSS CONNECTIONS.
4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN.
MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN,
COLUMN SCHEDULE
MARK
SIZE &
BASE PLATE OR
-
REMARK
DESCRIPTION
REINFORCEMENT
WD-1
4X6 (3Y"x5Y2") SYP.
HTT4 W/5/8" DIA x 5"
PT., WOOD POST
EXP. BOLT
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SCMrKMS
2194 HWY A1A, SUITE 301
INDIAN HARBOUR BEACH,
FLORIDA 32937
PH: 321-802-3591
www.abdesigngi,oup.com
L AA #: 0003325
— i •
PHASE 2
CREEKSIDE
I II ,
1 • a 12 W-01i Ill
- f
MAY 2 7 2020
MICHAEL C. ANDERSON
L AR NO 17305
SC : 1/4ss_It_O"
SHEET
GABLE EN
'
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1 •
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ROOF DIAPHRAGM
FOR ASPHALT SHINGLE ROOF, USE MIN 7/16"
O.S.B. OR 1/2" COX EXT. PLYWOOD, FOR
CEMENTITIOUS TILE AND METAL ROOFING, USE
MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT SUPPORTED
PANEL EDGES AND Bd RING SHANK GUN NAILS
AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE
DETAIL.
ROOF SHEATHING TO GABLE END FRAME USE
8d GUN NAILS @ 4" O.C. EDGEWISE 2x4
BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE
END.
ROOF/ WALL/ FLOOR
SHEATHING
FASTENER SCHEDULE
NAIL SCHEDULE
SIZE
TYPE
MIN. LENGTH
MIN. DIA.
SHANK
TENSILE STIR.
SHANK
8d
RING SHANK,
2 1/2"
0.120"
170,000
RING
(16-20 RINGS
SCREW SHANK
PER INCH)
8d
SCREW SHANK
2 1/2"
0.120"
PNEUMATIC
SCREW -NAILS
1. NAIL SIZE PER ASTM F1664
2. INTERNATIONAL STAPE, NAIL & TOOL
ASSOCIATION (ISANTA) ESR-1539
EXTERIOR SHEATHING
USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING
SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES
AND 8d RING SHANK GUN NAILS 4" O.C. TOP &
BOTTOM PANEL AND 8d RING SHANK GUN
NAILS AT 6"D.C. AT INTERMEDIATE SUPPORTS
OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED
PER MANUF. SPECS.) SEE DETAIL.
8d RING SHANK GUN NAILS @ 4" O.C.
TOP & BOTTOM EDGES
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TOP CORD BLOCKING AT 4'
O.C. MAX. IN FIRST 2 FRAMING
SPACES AT EACH END.
RAFTER OR TRUSS
ROOF SHEATHING —
Emm���
•
-Ile •
C8d RING SHANK GUN NAILS
@ 6" O.C. IN FIELD
NT FOR ROOF SHE
CEd RING SHANK GUN NAILS @ 12" O.C. IN
FIELD or 8d x 2 1/2" SCREW SHANK
PNEUMATIC SCREW -NAILS @ 12" 0.6 IN
FIELD J\
TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED
GENERAL NOTES:
ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4".
STRUCTU L DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
WOOD:
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT
PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER '.
NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF.
ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN
''
ON STRUC URAL DRAVINGS APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION
ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314".
ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING,
ACI31814 BUILDINGDE'RE REQUIREMENTS
CO Q MENT5
RIPPLER -
C S SILLS ETC. SHALL BE SOUTHERN PINE NO. OR BETTER. Fb - 1100 PSI AND A MODULUS F
O
FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE. DESIGN OF
PROVIDE6-MILCONTINUOUS POLYETHYLENE VAP RBA MEMBRANE UNDER
0 BARRIER ME
ELASTICITY =.1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE
COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS
DRAWINGS, SEAMS LAPPED 61NCHES AND . SEALED WITH ADHESIVETAPE.
PRESSURE TREATED PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES
FORM -WORK:
SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM
ALL DETAI S AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND
CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY
SHALL BE ONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,
FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS SLABS, COLUMNS, WALLS,
REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED
EXCEPT WHERE DIFFERENT DETAIL IS SHOWN.
AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347,
W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT
"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.
CONTAINS MORE THAN W OF HEARTWOOD.
ALL DIMEN IONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE
DRAVINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT
EXCLUSIONS FROM THESE PLANS:
MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS.
TO THE A#ENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART
WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS
OF THE WORK.
ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL.DEPENDING
PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER
THE STRU�TURE IS DESIGNED TO BE SUPPORTING AND STABLE AFTER THE BUILDING
ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS.
SYP #2.
IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND
UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED
SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS
WELDED WIRE MESH'
AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
DURING EECTION THIS WORK INCLUDES THE ADDITION OF NECESSARY. SHORING, SHEETING,
TEMPORARY BRACING, GUYS OR TIE -DOWNS.
WELDED WIRE MESH, SHALL BE ASTM A185,GRADE 65 AND BE PLACED. IN ACCORDANCE WITH THE ACI
WW
WOOD TRUSSES:
TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE
THE CONTRACTORS SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION
SUPPORTED WITH 2" CHAIRS SPACED T-O" OC, EACH WAY.
THE
TH
TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH E "NATIONAL DESIGN SPECIFICATIONS FOR
EC
REQUIREM NTS AND SLAB TO HANDLE CONSTRUCTION LOADS.
STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE TRUSS DESIGNS SHALL SIGNED AND
SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS.
DO NOT SO ALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR
REINFORCING STEEL:
CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND MANUFACTURED FROM STEEL
TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND.
REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615'.
MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED.
H
GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE
DESIGN LOADS:
W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS.
DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL
CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL
STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND 'TPINVTCA BCSI V
ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf
AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED
20 psf TOP CHORD -non-concurrent
p
REVIEW.
TYP. MIN LAPS SHALL BE AS FOLLOWS: #4.BAR - 25" #6 BAR -. 36"
WOOD TRUSSES.
10 psf BTM CHORD -non-concurrent
#5 BAR.- 30" #7 BAR - 42"
TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF
PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS
LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR
-
DEAD LOAD DEAD LOAD
FOR ADDITIONAL INFORMATION. :
INTERSECTIONS OF HIGHER OR LOWER `ROOFS .IN ACCORDANCE WITH ANSI A58.1-1982
psf TOP CHORD psf TOP CHORD
(7 psf w/ASPHALT SHINGLES) (10 psf w/ No GYPCRETE)
(1
ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING,
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
10 psf BTM CHORD 5 psf BTM CHORD
THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH
DEAD LOAD TO RESIST. WIND UPLIFT: 10psf
MINIMUM. 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE
CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT
BALCONY LIVE LOAD 60 psf
WALL.
TRUSSES/GIRDERS.TO COLUMNS AND WALLS FOR APPROVAL.
WIND: DEAD LOAD SPEED =1QOIr+FN 3-SECOND GUST STAIRS LIVE LOAD 40 psf
RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL
ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING
(ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II)
INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE.
DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL
LIVE LOAD UNINHABITABLE ATTIC WITHOUT STORAGE:. 10psf, UNINHABITABLE ATTIC WITH LIMITED
LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT
STORAGE Opsf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR)
DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS
AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE
AND DECKS: 40psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf,PASSENGER
WITHOUT THE APPROVAL OF THE ENGINEER.
STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES, THE TRUSS FABRICATOR SHALL
VEHICLE G RAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS:
PROVIDE ENGINEERED SHOP. DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION
40psf
MASONRY:
PLAN SHOWING COMPONENT LAYOUT.. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA
MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL. REQUIREMENTS OF THE
"SPECIFICATION
LICENSED PROFESSIONAL ENGINEER.
SHOP DRAWING REVIEW.
MASONRY STRUCTURES" (ACI 530/ ASCII 5/TMS 402, BUILDING CODE REQUIREMENTS FOR
SHOP DRA INGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT
MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS
THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE
CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS
OF THE CONTRACT TRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY
PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. :
PROVIDED BY THE TRUSS ENGINEER.
COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC.
ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK
THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE
ALL SHOP SHALL BE REVIEWED BY THE CONTRACTORS PRIOR SUBMITTAL TO THE ARCHITECT.
MANUFACTURED IN CONFORMANCE WITH ASTM C-9Q GRADE Pm = 1500 PSI. BLOCK SHALL BE PLACED USING
OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT
AND CLADDING VVIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER. SHALL BE RESPONSIBLE FOR
SUBMITTED
DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM
UNCHECKED, S
RUNNING BOND UNLESS OTHERWISE NOTED, LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS. BEFORE
ALL TRUSS TO TRUSS CONNECTIONS.
OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED
PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED. TO FILL MASONRY CELLS SHALL. COMPLY VVITH.
WITHOUT THE EXPRESS .WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT
ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS
DOCUMENTS WILL GOVERN OVER THE SHOP DRAVVINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN
SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8"
WRITING BY THE ARCHITECT.
COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION
TO CONSOLIDATE. GROUT.
FOUNDATION/ SITE PREPARATION:
TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING
EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS
SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO
MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL
CELLS TO BE FILLED.
SOIL FOR TERMITE PROTECTION.
FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL
THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY
REINFORCING.
SUCCESSF L COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE
GEO-TECH141CAL ENGINEER'S. REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE
LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.
CONTRACTORS EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE
MINIMUM D�SIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL
STRUCTURAL STEEL:
BE MADE B THE GEO-TECH. ENGINEER,
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
CONCRETE:
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION .OFSTRUCTURAL STEEL FOR BUILDINGS,
CONCRETEI SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS:
9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM
A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B,
Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E.OR S, Fy = 35 ksi. TUBE AND PIPE
2,REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE
COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP,
3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB.
I
ANCHOR
ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL
CONTRACTO SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO
OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL
CONCRETE PLACEMENT: CONCRETE SLUMP SHALL NOT EXCEED 5">'- PRIOR TO THE ADDITION OF PLASTICIZER.
BE TIGHTENED IN ACCORDANCE VVITH THETURN-OFF-THE-NUTMETHOD.
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC..
ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO. BE STEEL.
CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS
ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A
DELAY IN SU8H THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE
RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON
COMPLIANCE WITH THE ABOVE.
REQUIRED C NCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS:
A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS):
B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER:
1-12 FOR #5 AND SMALLER
2 OR #6 AND LARGER
C. FOR CONCRETE NOT EXPOSED TO WEATHER
3/4" FOR SLABS, WALLS AND. JOISTS
1-1/2" OR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS
FASTENER SCHEDULE
WINDOW
AND
DOOR
BUCK FASTENERS
FASTENER
APPLICATION
SIZE
TYPE
SPACING
REMARKS
APPLICATION
SIZE
TYPE
SPACING
REMARKS
IX2 PT FURRING TO
CASE HARDENED COIL
B O/C
GARAGE DOOR BUCK
1W DIA
TAPCON MASONRY
1 1/2" EMBED., 4" END DIST.,
MASONRY/CONC.
NAIL 1 1/2" LONG.
TO MASONRY/GONG.
NO WASHER
FASTENER
8" O/C
1 1/2" EDGE DIST.
SGD, AL. EXT. DOORS
CASE HARDENED COIL
9" O/C
WINDOW/DOOR/ FASTENED
GARAGE DOOR BUCK
1/2" DIA. W/
4" EMBED., 4" END DIST,
1x PT, SEE NOTE 6
NAIL 1 1/2" LONG.
STAGGERED
INTO MASONRY/CONC.
TOMASONRY/CONC.
WASHER
EXPANSION BOLT�+
24" O/C
3" EDGE DIST.
WINDOWBUCK
CASE HARDENED COIL
9"O/C .
WINDOW/DOOR/FASTENED
METAL STRAP TO
/� /�
CONTACT THIS ENGINEER FOR SPACING
ix PT, SEE NOTE
NAIL 11/2"LONG.
STAGGERED
INTO MASONRY/CONO
MASONRY/GONG
REQUIREMENTS
` EXT. SWING DOOR (2) 3116"DIA "TAPCON" 1 1/2" EMBED, WEND. NON -BEARING WOOD
18 O/C
1/2"" EXPANSION
4" EMBED. 4" END
BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER DIST., 1 1/2" EDGE DIST. WALL TO CONC. SLAB
W/ WASHER BOLT 24' O/C
DIST., 3" EDGE DIST.
2x PT WINDOW BUCK 0.138" PAP x 21/9, 9" 0/C 4" END. DIST, i 1/2"
PT TO STEEL COL., SEE
W/ WASHER STAGGERED EDGE DIST.
NOTES
NOTES
1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS
2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NOA
3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED
4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN
5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE.
6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR VITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND
2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE.
Reviewed for Cade
Compliance
Universal Engineering
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