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HomeMy WebLinkAboutBuilding Plan® STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR: DR HORTON HOMES 1430 CULVER DRIVE NE PALM BAY, FL 32907 TEL: (321) 733-7092 FAX: (321) 733-7972 STATE OF FLORIDA PROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON AR No. 17305 A.B. DESIGN GROUP, LLC 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FL 32937 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN BFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. 99 � DESIGN CRITERIA: - FLORIDA BURRING CODE, RESIDENTIAL 7TH EDITION (2020) -ALL LOCAL AND STATE CODES :OCCUPANCY — RESIDENTIAL, GROUP R3 CONSTRUCTION TYPE — VB -MIN. INTERIOR FINISH — CLASS B -BASIC WIND SPEED — Vult=160 MPH Vasd=124 MPH -EXPOSURE — C -1—STORY RESIDENCE - -2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES .FT. l+liUlJlr S LIVING 1612 SQ. FT. GARAGE 432 SQ. FT. ENTRY 38 SQ, FT, LANAI S& SQ. FT. TOTAL 2235 SQ, FT. A/C VOLUME 14361b CU. FT. Tel= (321) 733-7092 Fax: (321) 733-7972 ABV. ABOVE LAV. LAVATORY A/C AIR CONDITIONING LUM. LUMINOUS ADJ. ADJUSTABLE M.C. MEDICINE CABINET ALT. ALTERNATE MFR. MANUFACTURER AMP. AMPERAGE MIN. MINIMUM BD. BOARD M.T. METAL THRESHOLD CL CENTER LINE MTD. MOUNTED CAB. CABINET MTL. METAL CLG. CEILING N.T.S. NOT TO SCALE CLR. CLEAR O.C. ON CENTER CONC. CONCRETE, PL PROPERTY LINE CPT. CARPET P.B. PUSH BUTTON C.T. CERAMIC TILE PH. PHONE D. DRYER PLT. PLATE DBL. DOUBLE '. PLYWD. PLYWOOD D.G. DUAL GLAZED PR. PAIR DIA. DIAMETER P.T. PRESSURE TREATED DIM. DIMENSION R. RISER DISP. DISPOSAL FAD. RADIUS OR DEEP R.A.G. RETURN AIR GRILL DR. DOOR REF. REFRIGERATOR D.S. DOWNSPOUT RM. ROOM DTL. DETAIL R.O. ROUGH OPENING D.W. DISHWASHER S.C. SOLID CORE EXTDR EA. EACH S.D. SMOKE DETECTOR ELEV. ELEVATION S.H. .SINGLE HUNG EQ. EQUAL SITE SHEET EXH. EXHAUST SHTHG. SHEATHING EXT. EXTERIOR SHWR. SHOWER F.G./FX . FIXED GLASS SIM. SIMILAR F.G. FUEL, GAS SL. SLIDING FIN. FINISH SL.GL. SLIDING GLASS FUR. FLOOR STD. STANDARD FLUOR. FLUORESCENT SWS SHEAR WALL FR. DR. FRENCH DOOR SECTION FTG. FOOTING TEMP. TEMPERED GLASS GA. .GAUGE THK. THICK GAR. DISP. GARBAGE DISPOSAL T.O.C. TOP OF CURB G.F.I. GROUND -FAULT CIRCUIT T.O.P. TOP OF PLATE INTERRUPTER T.O.S. TOP OF SLAB GL. GLASS TYP. TYPICAL GYP. BD. GYPSUM BOARD. U.N.O. UNLESS NOTED H.B. HOSE BIB OTHERWISE H.C. HOLLOW CORE V.P. VAPOR PROOF HDR. HEADER W. WASHER HGT.ORHT HEIGHT W/ WITH INSUL INSULATION WD. WOOD INT. INTERIOR WDW. WINDOW W/H WATER HEATER W.I. WROUGHT IRON REVISIONS DATE DESCRIPTION 01/08/16 51D SET ISSUED 01/15/18 201-1 FBC UPDATE 01/2W18 SID SET RE -ISSUED 04/IS/I8 FOOTING REVISION F'ER M. 50WES 02/22/19 FLAN MAINTENANCE 03/28/19 REVISED LINTEL SIZE AT FRONT ENTRY DOOR 04/24/19 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL 5ATSON 04/24/113 REVISED HVAC VOLUMES ON SOFT CALC SCHEDULE 06/21/19 ADDED LED LIGHTS s KITCHEN 8 BATHROOMS PER MARK BOWES 01/01/20 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS 01/01/21 2020 FBC UPDATE 03/12/21 ADDED SOFFIT DETAILS INDEX OF DRAWINGS ARCHITECTURAL SHEET PG Cl-COVER SHEET PG GN- GENERAL NOTES PG Al -FLOOR PLAN PG A2D-ELEVATION "D" PG El -ELECTRICAL PLAN PG P1-PLUMBING PLAN PG D1-DETAILS PG D2-DETAILS PG WAl -WALL ASSEMBLY DETAILS PG WA2-WALL ASSEMBLY DETAILS PG WA3-WALL ASSEMBLY DETAILS PG WA4-WALL ASSEMBLY DETAILS PG WA6-WALL ASSEMBLY DETAILS STRUCTURAL SHEET PG Sl -FOUNDATION PLAN PG SI AA -DETAILS PG S1.2-DOWEL PLAN PG S1.2A-DETAILS PG S2-LIFT BEAM PLAN AND NOTES PG S2.1A-DETAILS PG S2.2A-SAFE LOAD TABLES P(3 S3-FRAMING PLAN PC S3.1A-DETAILS PG S3.1B-DETAILS PG S3.1C-DETA.II1S PG SN1-DETAILS 11111=4601121 Reviewed for Code ntiniver"a' ComPhance Engineerjng Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 NOV Ir 2021 PRINT 2101 DATE: 11 / / SCALE: 1/4"=V-01 SHEET GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 7th EDITION, (2020) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR 7TH EDITION (2020) LINO. 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 FBCR 2020 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 STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE, GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN'/2 THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557-2012 El. 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 OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND COUNTY BUILDING AND ZONING CODES. 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. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) E. APA - THE ENGINEERED WOOD ASSOCIATION: I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . 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 %" PVC (SCHEDULE 40), INSULATED WITH 1/2" AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 2.5 GPM EACH IN ACCORDANCE WITH THE FBCR TABLES 2903.1 & 2903.2. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR 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 FBCR 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 FBCR TABLE R301.2(2) AS MODIFIED BY FBCR 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, %" 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-C926-18b, ASTM-C1063-19a & ASTM-C1787. 3. LATH & ACCESORIES PER ASTM-C-1063-19a & 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-Cl063 -19a AND R703.7. FIRE RESISTANT CONSTRUCTION UNDER STAIR PROTECTION: 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD, R302.7. EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AS DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AS DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S/CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. CONTROL DA FE: 09/08/21 (CM) Rrv� f�, UN CnmPlian�o* Scieices 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUEDI'V'. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: GENERAL NOTES 160 MPH EXP. C NOVI' 2021 ti ' • PRINT 11 01 21 DATE- / / SCALE: 1/4"=V-01 me FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING: FINISHES SHALL BE IN ACCORDANCE WITH SECTION FOC R302.9.1 THROUGH r5C R302.9.4 FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH F15C R302.10.5 L 12'-0" 11 2&'-5" I, I;-4 0'-8" I, 9'-�0" i1) ) a✓nc.1)-au (2) 3052-SH WALLS GABLE ROOFS 100 < Os 450 For Si. 1 root = 304.9 crud, 1 dcgrm = 0:pt75 rats. Note: a - 4 t'cc! in A cases. EXTERIOR MASONRY WALL ERG. HEIGHTS 10'-0" BRCS. �({r 106<05450 ra GABLE ROOFS 0510° HIP ROOFS 1W<0<300 n Oslo" FIGURE R301.2(7) COMPONENT AND CLADDING PRESSURE ZONES m,==7m mmimmuix".. pm-.%M0 FLOOR PLAN R-VALUE SCHEDULE FLOOR SLAB ON GRADE R-0 EXTERIOR WALLS CMU - INT INSUL R-4.1 FRAMED WD - ADJACENT R-13 FRAMED WD - EXTERIOR R-13 CEILING UNDER ATTIC R-30 10" < Os. 300 SQ.FT. CALC.9S LIVING GARAGE ENTRY LANAI 1612 432 38 96 50, FT. 60. FT. $0. FT. SQ. FT. TOTAL 2238 $0, FT. A/C VOLUME 14361.E CU. FT. C01PON IN AND MADDING WIND LOADS BASIC WIND EXPO ff FOR 3 SECOND Ol1STS Opem AND TYPE SQUARE FOOTAGE ZONE 160MPH WIND NO REMARKS MIN. WINDOW 10 5 34/-45 CRITERIA EXTERIOR SWING 18 5 33/-43 DR. MIN. CRITERIA S.G.D. MIN. 41 5 31/-39 CRITERIA 16010 O.H.D. 112 5 282/-31B 12'xI2' SOFFIT 1 5 31.3/-49.9 BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 13'-8" PRESSURES HAVE BEEN MODIFIED PER FBCR 7TH ED. (2020) SECTION R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CONTROL DATS 011OV21 mmmmd C06PONEMT AND CLADDING WIND LOADS BASIC WND DO'O%w FOR 3 SECOND GUSTS OPENM AND TYPE SQUARE FOOTAGE ZONE IM WH WIND (Vdtl REMARKS MIN. WINDOW 10 5 34/-45 CRITERIA EXTERIOR SWING IS 5 33/-43 DR. MIN. CRITERIA S.G.D. MIN. 41 5 31/-39 CRITERIA 16010 O.H.D. 112 5 282/-315 12'xl2' SOFFIT I 5 31.3/-49.9 BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 13'—B" PRESSURES HAVE BEEN MODIFIED PER FBCR 7TH ED. (2020) SECTION R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CONTROL DATE: OV01121 SCALE: 1/4' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID ORHONEYCOMB-CORE STEEL DOORS NOT LESS THAN 1 3/8" (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE. DO NOT SHUTTER FRONT DOOR FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET. U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT SPECIFICATIONS i.l G BAR DETAIL 9 A@VI~ /Ot Code dempllence I hiftfbdl finglneermg ... Swmaaa L7 N ) LE: a 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802.3591 www.abdesigngroup.com AA #: 0003325 SuBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 01 21 DATE - SCAT :1/4"=1'—O" SHEET AI SHINCSHINGLE_ _ _ BLDG. NCxT. ROOF - - - - - EGA. FQ FYFON LV12X24 OR EQUIVALENT I�6 I 0- -• OR EQUIVALENT 4' RAISED myq - 0 ■■ 8'-8" BIRCH. HCzT. 0'-0" FIN. FLR.,, _ all IWO � Q �II :O MW ICI ICI ICI I�II� ICI I�II�I�I FR ONT ELE TION SCALE: 1/4 = I'-0" TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FSCR 103.4 8'-8" BRG. HGT. 'f I -v 1 4S A3 TYP.I A 0'-0" FIN. FL wI IIIm OFF RIDGE VENT —W RAISED SAND (TYP.) 8'-8" ERG. I-GT. — OFT. COACH LIGHT 0'-0" FIN. FLR. OFF RIDGE VENT S'-8" BRG. I4GT 4S A3 TYP. II 01-011 FIN. FLR.h (V N_ _ _ _ _ _ _ _ _ _ REAR E L E V ATlu" N SCALE: 1/4 = V-0' TEXTURED FINISH 2'-4" BRG. HGT. - - - - - N - - - - - - - - - - - - - -�--�- - 00'-0" FIN, FLR. LEFT ELEVATION. SCALE: 1/4 = V-0' TEXTURED FINISH OFF RIDGE VENT I OFF RIDGE VENT RIGHT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH r8'-8" BRCx. HCz7. �I O 4B A3 TYP . 0'-0" FIN. FLR, o0'-8" BRG. i-iGT. 1-011 0'-0" FIN, FLR. LOUVER DETAIL a.rlr_m:: GgReviewed for Code Unl COMWisnoe 3c1,� ,g,,%enng a MODEL 1672-ARIA AREA OF ATTIC = 2318 SQ. FT. NET FREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTI LATION AREA = 2318/300 = 7.73 SQ. FT. 7.73 = 1112.64 SQ. IN. MIN. REQUIREDVENTILATIONIN _ 4X 1112.64 UPPER PORTION OF ATTIC = 445,056 SQ. IN. (BALANCETO BE PROVIDED IN SOFFITVENTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT (net free area) TOTAL# OF VENTS REQUIRED = 3.23 TOTAL#OF VENTS PROVIDED = 4 SOFFIT VENTILATION AREA 7 SQ. IN. PER LINEAR FT (net free area) LINEAR FEET OF SOFFITREQUIREC 63.58 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT'# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: ELEVATION "D" 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 O1 21 DATE: / / SCALE: 1/4"=1'-0" SHEET ELECTRICAL LEGEND SYMMHOL DEFINITION NOTES - e 125V OUTLET 20 AMP SINGLE POLE IIOV OUTLET IIOV OUTLET 1/2 OF OUTLET WIRED TO SWITCH Mk GPI IIOV OUTLET EQUIPED Wr_4RND FAJL INTERUPTER (TAMPER RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION WP EXr. WATERPROOF GROUND FAULT GFI OUTLET INTERRUPTER SWITCH SWITCH 3-WAY OPER SWITCH 4-WAY OPER WALL MOUNTED LIGHT CEILING LIGHT O LED CLG LIGHT O V'P LED VAPOR PROOF LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN VENT. FAN 1 CFM PER SQ. FT. VENT FAN W/LIGHT I CFM PER $a FT. VANITY LIGHT FIXTURE (SPEC'S MD BY BUILDER) FLUDREHT WRAP LIGHT AROUND (RECESSED) 450. FLUORESCENT 2-5ULB WRAP ® LIGHT ARP (SURFACE MNT.) 2'FLUORESCENT �—� 4' FLUORESCENT 4' TRACK LIGHT ® PANEL OWN METER BATT. BACK-UP OSMOKE S.D. DETECTOR w/ uARDwIR£ WALL MOUNTED BATT. BACK-UP SMOKE DETECTOR w/ HARDWIRE BATT. BACK-UP W/ ® S/CO CARBON MONOXIDE/ SMOKE DETECTOR HARDWIRE INTER -CONNECTED COMBO SHALL BE A DISTANCE OF NOT LESS THEN 4' FROM WALL PENDANT LIGHT r1� NATURAL GAS Il/ OUTLET ► TELEPHONE JACK WATER HEATER IGNITION SOl1RCE TO BE ELEVATED DISCONNECT A/ AIR CONDITIONING TO EsE 20V URO. DISCONNECT ON. 5 9AHU TSH TELEVISION JACK CEILING BOX REQUIRED TO BE SUPPORTED IN O J-BOX ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION CEILING BOX RE TO BE SUPPORTEDTED IN I CEILING PANq.IGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION 24' INCANDESCENT LIGHT STRIP n A '%' INCANDESCENT LIGHT STRIP oo�nnnnn 0 48' INCANDESCENT LIGHT STRIP FLOOD LIGHT KP OPT. SECURITY KEYPAD I"❑� P8. 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 FBCR 1TH EDITION (2020) 4 NEC 21012 2011 EDITION • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI • ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOOKOUT IN PANEL ' BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION M15013 FBCR 1TH EDITION (2020) ' LAUNDRY ROOM AND DISHWASHER RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS ' WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR 1TH ED (2020). ' ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 1TH ED (2020). ' ALL LAMPS SHALL BE SELECTED BY BUILDER R AND 15% OF LIGHTING MIST BE ENE5113Y EFFICIENT TYPE PER NB.C. ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2020 1th EDITION R4041 ELECTRICAL PLAN SCALE: 1/4' = 1'-0' OF'T. i COACH ---- LIGHT :21 1TER FIELD 'ERIFY LOC. WP Panel MAIN - A PANEL: 8/16 wp crt. breaker VOLTAGE: 1201240 V -1 Ph MAIN: 150 Amp M.C.B FEEDER:3-#1CuTHWN&1-#6Cu(G)in11/2"C. OR 3-#2/0ALTHWN&1-#6Cu(G)in11/2"C. Wire Pole .Bkr Description Watts Circuit Circuit Watts Description Bkr Pole Wire #12 1 20 Exterior Receptacle GFI for TUG 12 00 1 2 Space #12 2 20 Irrigation Pump 1000 3 4 Space 5 6 4680 A/CC.U.-1 30 2 #10 Space 7 8 PANEL - A PANEL: 42 crt. breaker VOLTAGE: 120 /240 V -1 Ph MAIN: 150 Amp M.L.O. FEEDER: 3- #1 CuTHWN & 1- #6 Cu (G) in 1 1/2" C. OR 3- #2/0 All THWN & 1- #6 Cu (G) in 1 1/2" C. Wire Pole Bkr Description Watts I Circuit Circuit Watts Description Bkr Pole Wire # 12 1 20 Small Appliance 1500 1 2 8000 Range 50 2 #6 # 12 1 20 MicrowaveJ Hood GFI 1800 3 4 #12 1 20 Small: Appliance 1500 5 6 4500 Water Heater 25 2 #10 #12 1 20 Refrigerator GFI 1500 7 8 # 12 1 20 Dining Receptacles AFCI 1500 9 10 1200 Disposal GFI 20 1 #12 #12 1 20 Bath GFI Receptacles 1200 11 12 1500 DlshwasherGFI 20 1 #12 #12 1 20 Foyer / Hall / Laundry AFCI 1200 13 14 5000 Dryer GFI 30 2 #10 #14 1 15 Great Room, Lanai & Dining Lights AFCI 900 15 16 Space 17 18 1500 Washer GFI 20 1 #12 #14 1 15 SD & C/O AFC( 900 19 20 1000 Garage Door Opener GFI 20 1 #12 #12 1 20 Bed #2 & #3 J Bath #2 AFCI 1200 21 22 1200 Garage Us & Receptacles GFI 20 1 #12 Space 23 24 900 Owners Suite AFCI 15 1 #14 Space 25 26 900 Owner's Bathroom AFCI 15 1 #14 Space 27 28 1000 Exterior Lights and Recpt. GFI 20 1 #12 Space 29 3D 1000 _ Irrigation controls only 20 1 #12 Space 31 32 Space Space 33 34 Space Space 35 36 Space Space 37 38 Space #8 2 35 ]A/C AHU-1 (Heater 5 KVA at 65% 5120 39 40 Space 41 42 Space Load subject to demand factor calculations ! line 15400 27700 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 43100 First 10000watts at 100% 10000 Remaining watts at 40% 13240 Total A/C load 9800 10% for future growth LOAD CALCULATION IS BASED ON AIC NON -COINCIDENT LOAD Total Connected Load Watts 33040 Total Amps (watts / 240 volts) 137.7 oL I I ° � @ 1 � � I LED LIGHTING DOUBLE LAV. BATH 01 150 AMP ELECTRICAL RISER NOT TO SCALE. GENERAL. NOTES: A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR ITH EDITION (2020) LOCAL CODES, AND ALL LOCAL POWER COMPANY REMIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE TWWITHWN UNLESS NOTED OTHERWISE, POWER COMPA TRANSFORMER GRADE PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDAR`f ELECTRICAL SERVICE. PROVIDE 3 M COPPER (CU) IN 1-1/2" DIA SCHEDULE SO PVC CONDUIT OR PROVIDE 3 )'2/0 ALUMINUM (AL) IN 2" DIA SCHEDULE SO PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. Reviewed for CCOMPlianow universal Eng)osnseri ng Sciences LED LIGHTING SINGLE LAV. BATH 02 PROVIDE 342/O CU, THWN + I% CU IN 2' CONDUIT OR 3 14/0 AL, THIN 4 1% CU IN 2' CONDUIT OR 2/0 AL. S.E.R (CONDUIT TO TERMINATE ABOVE SOFFIT 0 OVERHANG-) COMBINATION SERVICE DISCONNECT SWITCH AND M ELECTRIC METER IN NEMA 3R ENCLOSURE ISOA/2P MCB TELEPHONE SERVICE ENTRANCE EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS ISO AMP 9/240 VOL' I PHASE MLO PANEL CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT 1 "4 CU SERVICE GROUND CONNECTED TO C�CLECRETE ENCASED FOOTER STEEL PER EICAL PROVISIONS OF THE FBCR 1TH d 2020). 5/8" DIA X 8 FT -O COPPER CLAD GROUND ROD 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SVBDIV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 0) 11 01 21 DATE- / SCALE: 1/4"=1' — 0" SHEET E1 I I I Ir I 00 o a a o a a ---------------- I II I II I I II II II II II p i 19'-011 9'-1" 10'-7" v V ❑ N I� - - N I e I I I I e cN O I II OEl I 0 11 -----J - N m ( I lUG ii I i I I \� 01 „ III I��III III i -ui i i LAV. Q i i i 36'x(ofD' 11 III i i i l " H40?- PAN 0 U1/ ENCL TUB/ I I LAV. I OND II El II N m N N N -I1" 2'-9" 2'--3 o 0 0 0 ---- ------ 0 0 0 0 0 o 0 ---- ------- 0 al PLUMBING PLAN SCALE: 1/4 = I'-V 2' V.T.R. 1 1/2'� \ �2� I ` � ,� 1 1/2' I1/2'-� I I I �2 I TUB I I ILAV nG. !W TO MAIN FS 3 1 1/2 KITCHEN SINK L1/ ' AUTO VENT 2' V.T.R. t`,cI I/2' 2" 2' I - _ 1 1/2' LJASHER I \ I �I 1/2' �� I ---- 120 wc. I LALAV. V.II J3 SHWR 3 PLUMBING RISER Reviewed for Code Compliance Universal Engineering [B Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: PLUMBING PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA Nov 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 21Ol DATE: 11 / SCALE: 1/4"=1' — 0" SH ET PER FLR PLAN 1/2' CLG. 1/2' DRYWALL SECURE BT. — PLATE TO SLAB W/ 10d MASONRY NAIL m 32' O.G. MAX 01_//II FIN. FLR. OVA T^= =I ATG 2X4 WOOD STUDS e24' O.C. 1SS NU I M. 5 1 ULJO IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16" O.C. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24" O.G. TYP. INT. WALL (NON -BRIG.' SCALE: 3/4' _-I'-0' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR e05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY TYP. o.�4. 0'-0' FIN. FLR.h p- 5/8' GYPSUM BI OR 1/2' HIGH STRENGTH CLG. BOARD 1/2' DRYWALL TOP CHANNEL (25 GA.) 3 5/8' OR 5 3/5, 1/2' DRYWALL METAL STUDS 24' O.C. 20 GA METAL TO BE INSTALLED IN WALLS 3 5/8' OR RECEIVING UPPER/ LOWER CABINETS BOTTOM AND TUB/SHOWER 25 CHANNEL GA. METAL TO BE (25 GA.) INSTALLED IN ALL. SECURED OTHER WALLS. STUDS TO CONC TO BE SPACED IV FLOOR W/ O.C. AT 2ND FLOOR 3/4' PAL= E WALLS ADJACENT TO TO WOOD STAIR WELLS AND FLOOR W/ BATHROOM WALLS W/ 1/4' WOOD TILE FINISH SCREW WOOD BASEBOARD—, SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL J PER ELEVATION I �--R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES �-- SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS a 24' O.G. a, CMU 1/2' GYP. WL. BD. WOOD BASE d d. . AV .° a n W WINDOW OPENING H 1-STORY FINISH FLOOR TYP. INT. WALL METAL STUDS 1A (NON-BRG.) DI) SCALE: 1/2'=1'-O' W —i FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 505.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT BOND BEAM SOLID GROUT W/ ll)- *S (2) COURSE 1/2' THiCK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY }- I 1 A /f I "I' 2A PIPE THROUGH BOND BEAM D1 SCALE: 3/411=1'-0' OIL 0'-0' FIN. FLR. ° ROOF SHEATHING THICKNESS 15 a ENGINEERED PER ASCE -1-16 IN ACCORDANCE WITH FBCR 2020 ITH EDITION, SECTION R301.1.3 AND 1609.5.1. TYP. WALL SECTION U NO OPENING NOTE: METHOD TO BE USED FOR THE 1-STORY HIP BLOCK WALL INSTALLATION OF ROOF SCALE: 3/4' = I' -C' UNDERLAYMENT iN ACCORDANCE WITH FBCR 905.1.1.1 OF THE FBCR 2020 ITH EDITION IS *14 WHICH USES (2) TWO LAYERS OF ASTM D226 TYPE II OR ASTM D4869 TYPE III OR TYPE IV UNDERLAYMENT. FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR W511. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE-/ 2x FASCIA PER J/zo'�-v Ax ELEVATIONS VENTED SOFFIT WALL SHEATHING THICKNESS AS PER SHEET SNI. SECURE PER FASTENER SCHEDULE ON SHEET SNi PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER - STRUCTURAL DETAILS - 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0" FIN. FLR. 8' CMU CAULK AND SEAL GAS LIB O NOT CUT I i!' PVC SLEEVE FOR GAS LINE 4E BOND a' CM EAM 1/2' GYP. ILL. CD. EBARS 1JOOD easE , a a 4: 2B GAS LINE THRU BLOCK D1 SCALE, I/1'•I'-D' —2X4 SPF 24' O.G. MAX.---�, SECURE W/ (2) 12d NAILS m EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS-- STIFFBACK AT ALL UPRIGHTS — PER STRUCTURAL DETAILS PRE-ENG WD. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED PER STRUCTURAL DETAILS ° SEE ENERGY CODE FORMS FOR - INSULATION R-VALUES PER ELEVATION 5/8' GYPSUM BOARD OR 1/2' — HIGH STRENGTH CLG. BOARD ° d0 ° ° n W/ WINDOW OPENING R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL ix2 P.T. FURRING STRIPS 0 24' O.G. 1/2' GYP. WL. BD. WOOD BASE 1/2' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY csALv. STEEL L TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALV.STEEL— APPROVAL REa VERTICAL TRACK BY MAUF. FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL REQ. 3 D1 B' CMU SEE STRUCTURAL. FOR REINFORCEMENT 2x& P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL Ma SEALANT < 6ACKER ROD WEATHER STRIP MOULDING ALL AROUND(BY DOOR MANUF-) OVERHEAD DOOR BY OTHERS GARAGE DOOR JAMBS SCALE: 1 1/2"=1' -0' ®- mill FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 905.1.1, ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED PER FASTENER SCHEDULE \ `MTL. DRIP EDGE IN 1 2x FASCIA PER ax. ELEVATIONS VENTED SOFFIT WALL SHEATHING THICKNESS AS PER SHEET SNI. SECURE PER FASTENER SCHEDULE ON SHEET SNI. PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS Reviewed for Code Compliance Universal Engineering Sciences CMU _ 0'-0' FIN. FLR. ° ° ' e ROOF SHEATHING THICKNESS IS ENGINEERED PER ASCE 'i-16 IN ACCORDANCE WITH FBCR 2020 -ITH EDITION, SECTION R301.1.3 ° AND I&O'BB.1. n TYP. WALL SECTION L NO OPENING NOTE: METHOD TO BE USED FOR THE 1-STORY GABLE BLOCK WALL INSTALLATION OF ROOF SCALE:. 3/4' = I' -0' UNDERLAYMENT IN ACCORDANCE WITH FBCR 1305.1.1.1 OF THE FBCR 2020 ITH EDITION IS "4 WHICH USES (2) TWO LAYERS OF ASTM D226 TYPE 11 OR ASTM D4869 TYPE III OR TYPE IV UNDERLAYMENT. Note: WALL FENESTRATION FLASHING PER FBCR -103.4 - Approved corrosion -resistant flashing shall be applied shingle-fashlon in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self -adhered membranes used as flashing shall comply with AAMA 111. All exterior fenestration products shall be sealed at the juncture with the building wall with a sealant complying with AAMA 500 or ASTM C'320 Glass 25 Grade NS cor greater for proper ,joint expansion and contraction, ASTM C1281, 4AMA 512, or other approved standard as appropriate for the type Of sealant. Fluid-a�,)plied membranes used as flashing in exterior walls shall comply with AAMA 714. The flashing shall extend to tiie surface Of the exterior wall finish. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-8023591 www.abdesigngroup.com AA #: 0003325 SUHDZV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 J DATE: DAT : 11 01 21 SCALE:1/4 tt=1;_0P$ SHEET D 1 Ix4 P.T. OR 5/4'X4' MIN. SECURE THRU FRAME 4 EXTEND 1-1/4' INTO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1-1/4' WITHIN 8' OF EACH END 4 IS' O.G. MAX SPACING TOP: 2X6 P.T. ® CENTER OF DOOR HEADER SECURED W/ (U 1/2' X 8' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/5' WASHER 4 NUTS TO BILK W/ I/4' TAPCONS 1 1/2' EMBED., 8' D.C., 4' END DIST., 1 1/2' EDGE DIST. ®❑ SIDEg: O 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/2' X 8' J-BOLT OR ANCHOR BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2- X 2' X 1/8' WASHER 4 NUT. (1) WITHIN 8' OF TOP, (1) WITHIN 8' OF THE BTM, ❑O (3) EVENLY SPACED. ❑® NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR (a)BUCK ATTACHMENT D SCAM 1/2'•1'-0' 8' CMU 1/2' DRYWALL I'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3/4" OR +5/4" �A� 1PNINDDOW TO BLOCK +3/4" OR +5/4" 2X4: CEO SECURE TO BLOCK W/ 3/16' TAPCON5 (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6: mmi SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X8: c2m SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. LyJ S' CMU 1/2' DRYWALL I'X4' P.T. NAILER r1 r DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +1 1/2" B WINDOW TO BLOCK +1 1/2" 2x4: co SECURE TO BLOCK W/ 3/I6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN W OF EACH END 4 IS' O.G. MAX SPACING, 2X6: CEM SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2Xs: SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 1/4') WITHIN W OF EACH END 4 15' O.C. MAX SPACING. 8' CMU 1/2' DRYWALL I'X4' P.T. NAILER '1/16' O.S.B. X 4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +1 15/16" ��6INDOIP TO BLOCK +1 15/16°' 2X4: CEO SECURE TO BLOCK W/ 3/I(o' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6: CEM SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. 2X8: MEMI SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. NOTE_- STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/16' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK. 8' CMU o 1/2' DRYWALL I'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +2 1/4" D WINDOW TO BLOCK +2 1/4" 2x4: CM SECURE TO BLOCK W/3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN, EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 16" O.C. MAX SPACING. 2X6: SECURE TO BLOCK W/(2) 3/16' TAPCONS (MII%L SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 6' OF EACH END 4 18' O.G. MAX SPACING. 2X8: SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 I/4') WITHIN W OF EACH END 4 15' O.G. MAX SPACING. S' CMU 1/2' DRYWALL 1'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3" 2X4: SECURE TO BLOCK W✓ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' D.G. MAX SPACING. 2X6: CEMI SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X8: SECURE TO BLOCK W/(2) 3/16° TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN S' OF EACH END 4 18' O.G. MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/16' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK. L� 8" CMU 1/2' DRYWALL 1'X4' P.T. NAILER i-1 r DOOR CASING 2ND 2X SECURE TO STRUCTURAL MEMBER W/(2)12d WITHIN 8" OF EACH END 4 6" TO 6' O.C. MAX DOOR JAMB OR WINDOW ATTACH TO 2X PER NOTE: SHIM AS NEEDED TO PLUMB MANUFACTURES DETAILS. JAMB (DO NOT EXCEED 1/40) DOOR JAMB TO BLOCK +3" „ F 2x4: CRI SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4") WITHIN W OF EACH END 4 18' O.G. MAX SPACING. 2X6: CE0 SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN S' OF EACH END 4 IS' O.C. MAX SPACING. 2X8: SECURE TO BLOCK WK2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 6' OF EACH END 4 IS' O.G. MAX SPACING. — 8' CMU 1/24 DRYWALL I'X4' / P.T. NAILER 1/16" O.S.B. X 4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3 7/16" WINDOW TO BLOCK +3 7/16" 2X4: cm SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/41) WITHIN 8' OF EACH END 4 18' Q.C. MAX SPACING. 2X6: CEO SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/40) WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X8: I� SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/16' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK. 1 VI 51 CMU 1/2' DRYWALL 1'X4' P.T. NAILER I' P.T. X 4' MIN. Y4 DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3 3/4" H WINDOW TO BLOCK +3 3/4" I. PER CODE AND MANUFACTUR'.ER'S REQUIER'.EMENT 2X BUCKING FOR THE FRONT IN SWING DOOR5t IN51DE FACE IF 2X BUCKING SHALL BE INSTALLED FLUSH WITH INSIDE FACE OF DRYWALL, REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION AND BUCK REQUIREMENTS. BUCK DETAILS SHOWN HERE ARE OPTIONS TO ACHIE:V'E MANUFACTURER'S R.O. REQUIREMENTS. FASTENING OF WINDOWS AND DOORS WHERE IX BUCK IS INSTALLED REQUIRES THE FRAME 'IO 5E FASTENED DIRECTLY INTO MASONRY. Reviewed for Coda Compliance Universal Engineenng Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C CMU ILAR IY0DRYWALL.IX FURRING RIP 2XIO TO 9DOOR 8-1/8'WFRAMING HOLD FLUSH TO , ANDERSON INTERIOR FACE OF DRYWALL 17305 ENTRY DOOR BUCK REQUIREMENTS K KTA. -- DATE: DAT : 11 01 21 SCALE: 1/4 fp=11- 0'° NOTE: IF ZIP SHEATHINCa SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PREFORMED CONTROL JOINT - FLANGE OF CONTROL JOINTS TO BE WIRED TIED TO LATH + S' O.C. MAX (YEW.). NOTE: DO NOT FASTEN CONTROL JOINT TO WALL EVEN IF STUD EXISTS BEYOND EXCEPT STAPLES W/ V LEG MAY BE SECURE CONTROL $ O TEMP. 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 +T' (VERT.) O.G. MAX AT SUPPORTS WRB LAYER M, STUCCO WRAP WOOD SHEATHING OR 1/I6' ZIP SHEATHING SYSTEM NNSTALLED PER LATH SHALL NOT BE CONTINUOUS 6 To a 6' e MIN. MIN. . THROUGH CONTROL \ JOINTS BUT SHALL BE STOPPED AND TIED AT EACH SIDE. PROVIDE 2X4 BLOCKING PER ASTM C1063 \ PLACED FLAT MAX. 6' TO 8' FROM OL JOINT CONTROL JOINT T FALLS ON WHEN NOTE: \ / STRUCTURAL STUD 1. FASTENERS FOR LATH TO BE NAILS OR STAPLES IN COMPLIANCE W/ ASTM C1063 2. WIRE TIES TO BE (NO. 15) 0.0415' WIRE / 3. BLOCKING SHOWN MAY BE IN ADDITION/ \ TO WALL STUDS REQUIRED PER PLAN O"M" TYPE CONTROL JOINT ® 1. FOLD INWARD • PT. A OI. FOLD INWARD • PT. A 2. CREASE • PT. B 3. CREASE . PT. C oil, NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES FELT YMENT — SHINGLE ROOFING DRIP EDGE: OVERLAP 3', EXTEND 12' BELOW SHEATHING, MECHANICALLY FASTEN 4' O.C. MAX. OI. FOLD INILAW • PT. A 2. CREASE • PT. B FO e. ® I. FOLD INWARD • PT. A 2. CREASE • PT. B 3. CRREASE • PT. C 4. FOLD PT. C OVER PT. B TILL PT. C T0110-ES BOTTOM FLANGE FLANCsE L WATER TIGHT SEAL. FOLD, DQ. yg CUT. 9' THICK, 3 COAT CEMENT PLASTER (FRAME), 12' 2 COAT CEMENT PLASTER (CMU) WRB LAYER 02, FORTIFIBER BUILDING PAPER(Fil"va ONLY) WRB LAYER h, STUCCO WRAP (FRAME ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILINIG FLANGE, STOP UI a Aix. 11f• ABOVE SHINGLES (FRAME ONLY) FlQ.dI'IE OR CMU EXTERIOR 6x6 WALL FLASHING Qq J B K JM OUT FLASHMG (SE DETAIL) NOTE: APPROVED BUILDING WRAP SHALL BE LAPPED A MINIMUM OF W + VERTICAL LAPS (ROLL ENDS) 4 6' + HORIZONTAL LAPS, ALL SEAMS NEED TO BE TAPED WITH FORTIBER SHEATHING TAPE / I" MIN. LAP o METAL LATH LATH VERTICAL LAP TO BE 1' METAL LATH WRB LAYER •I, STUCCO WRAP 6' MIN PAPER LAP BELOW ONLY / WRB LAYER 02, FORTIFIBER 1 BUILDING PAPER 1' MIN LATH LAP, 4' OVER ALL LAP 2 APER LAP SCALE: 1 1/2' n I'-O' ® KIC KO UT DETAIL CWT SEAL (BEND OR 1IOt!_NOT SJ1IJu) VERTICAL LATH & PAPER DETAIL NOT€ SIDE LAPS OF METAL PLASTER BASES SHALL BE SECURED TO FRAMING MEMBERS. THEY SHALL BE TIED BETWEEN SUPPORTS WITH OD415-I1-L (121-MM) WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM C1063. FOR REPAIR OF TEARS IN WIRE, LAYERS, TEARS MAY BE PATCHED W/HOUSE WRAP TAPE PER MANUF. SPEC. OR PEEL 4 STICK z ROOF CEMEN NOTE: IF ZIP SHEATHINCa SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER "2, FORTIFIBER BUILDING PAPER WRB LAYER 01, STUCCO WRAP WOOD r SYSTEM SPECS-) )PER WOOD STUD: SHEATHING - OR 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) BUILDING — PAPER STUCCO — W MIN. LAP $' LAP 9 LATH 3" LAP • PAPER HORIZONTAL LATH & PAPER DETAIL -1/16" ZIP SHEATHINGS SYSTEM ( INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING OR CMU WR5 LAYER 01, STUCCO WRAP (FRAME ONLY) THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) LAP WRB E TAPE OVER ROOF/WALL SCREED 4'x4' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE Q„ WRAP MATERIAL) OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE I' OR LESS PIPE <is.. PENETRATION 5"X5" 'L" TYPE CONTINUOUS GALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS FASCIA WRAP FLASHING-.- N.T.S, CUT AND OVERLAP ONE SIDE OF ' SELF -ADHERING MEMBRANE FLASHING .STEP #I INSTALL FASTENERS (CLIPS, STRAPS, STAPLES) AS REQUIRED TO SECURE PIPE/ WIRE TO FRAMING SECTION NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES N.ITFE 6'xb' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER 4'x4' SELF-ADHERNG MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FI ASHNG TO EXTEND ONTO PIPE CUT AND OVERLAP ONE SIDE OF STEP 02 SEASHIN HERING MEMBRANE WRB LAYER M, STUCCO WRAP WRB LAYER 02, FORTIFIBER BUILDING PAPER METAL LATH 6'x6' SELF -ADHERING MEMBRANE FLASHING OVER 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE CONT. BEAD OF SEALANT INSTALL APPROVED HOUSEWRAP AIR INFILTRATION BARRIER OVER SHEATHING ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYP WALL SECTION) Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-18b. Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787. N TRAT I ON EDETAI C RAt"'IE Reviewed for Code Compliance Universal EnglneemV Sciences DRAINAGE PLANE (Wi;R5 LANT► ER #1, STUCCO WR?IP) WR5 LArEfR #2 (FORTIFI5ER — - — - — - — — — 5UILD ING PAfi EfR) METAL LATH X X X X STUCCO woOD OR 1/1(0 ZIP WALL 5HEATHING SELF-ADHE&IVE FL46HING — — — — NOTE: METAL LATH LATH TO 5E PER SECTION ASTM C-a-4 -14a, MIN. 2.5 L55_ PER SQ. �rARD (UTILIT'r OR NOMINAL LATH DOES NOT MEET SF=SCIFICATIONS) 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 STJBDIV. ac LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04221.200 063R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 ` 2021 MICHAEL C. ANDERSON AR NO 17305�NO 173055 PRINT 2101 DATE: 11 / / SCALE: 1/4"=1'-0" SHEET WAI NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES BACKER ROD BACKER ROD WRB LAYER 1, STUCCO WRAP _lR VENT INSTALL 6' SELF -ADHERING MEMBRANE FLASHING OVER TOP, SIDES) AND BOTTOM FLANGES OF NON -MOVABLE FRAME OF THE EXHAUST, SEQUENCE OF FLASHING TO BE• 1. 15OTTOM, 2. SIDES, 3. TOP VENT CAP IS TO BE SET IN BED OF SEALANT AT TOP AND SIDES ONLY. SEALANT IS TO BE TOOLED SO AS TO DEFLECT WATER AWAY FROM JOINTS. E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL JOINTS AND INTERSECTIONS APPLY SEALANT AT PERIMETER OF NON -MOVABLE FRAME AND STUCCO ON ALL SIDES, Y4' CAULKING 6 JOINT ALL AROUND PER SECTION R703.7 Exterior lathing and plastering Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-18b. Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787. HOODED VENT ' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIP15ER BUILDING PAPER WOOD SHEATHING AME DRAINAGE PLANE (UJRB LAYER #1, STUCCO WRAP) UJRS LAYER #2 (FORTIFIBER — - — - — - — — BUILDING PAPER) METAL LATH x—x—x—x STUCCO WOOD OR -1/16" ZIP UJALL 5HEATHING 6ELF-ADHE5IVE FLA5HINCx — — — — — NOTE, METAL LATH: LATH TO BE PER SECTION R-1031.1 / ASTM C-541-14a, MIN. 2.5 L56. PER 5Q. rARD (UTILITY OR NOMINAL LATH DOE5 NOT MEET 5PECIFICATICN5) i BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL1\ b" SELF ADHESIVE — FLASHING (INSTALL PER MANUR SPECS.) BUILDING PAPER UNDER 'QUICK FLASH' STUCCO FINISH 6 SELF ADHESIVE OVER TOP 4 SIDES 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) OR SELF WOOD SHEATHING �-FLASHING - 3 WRB LAYER 01, UNIT r STUCCO WRAP WRB LAYER 02, FORTIFIBER PREMANUF. DRYER BUILDING PAPER Y„ VENT CAP (SET IN METAL LATH CONT. SEALANT) WOOD I/V TEXTURED CONSTRUCTION FINISH ® WOOD r: SEALANT a FASTEN TO WOOD STRUCTURAL MEMBER is 11 O.C. MAX TOP 8 SIDES s' cMU Yo' TO J2' MID -WALL WEEP SCREED NT (BLOCK) r 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES DENT PENETRATION SCALE: N.T.S. ELEC. METEI VERIFY LC, STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/BACK- ROLL PRIOR TO ELEC. METER INSTALLATION C. METER FIELD :IFY LOCATION 'LY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC 16OCYANOTE-POLY15LEND FOAM •11 i t " F '1 1- ° ')R SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES ;O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND D 16CONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER 01, STUCCO WRAP WOOD SHEATHING APPROVED HOUSEWRAP BELOW CUT SUCH THAT NO MEMBRANE ENTERS BOX, APPLY TO FACE EDGE APPLY E-Z BEAD OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS V FINISH s MASONRY HORIZONTAL WEEP SCREED F � RAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER "1, STUCCO WRAP CUT "X' INTO 1 SELF -ADHERING MEMBRANE FLASHING 5TP 1 &T P ;#3 STEP #5 OELECT: APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER "I APPLY 60 MIN GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP L RE WRB LAYER 01, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WRB LAYER 02, FORTIFIBER BUILDING PAPER 4 6TP 5TP TAC LE ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH Reviewed for Code Compliance Wd Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 01 21 DATE / / SCALE: 1/4 "=1' — 0" SHEET WA2 NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES DENT PENETRATION SCALE: N.T.S. ELEC. METEI VERIFY LC, STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/BACK- ROLL PRIOR TO ELEC. METER INSTALLATION C. METER FIELD :IFY LOCATION 'LY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC 16OCYANOTE-POLY15LEND FOAM •11 i t " F '1 1- ° ')R SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES ;O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND D 16CONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER 01, STUCCO WRAP WOOD SHEATHING APPROVED HOUSEWRAP BELOW CUT SUCH THAT NO MEMBRANE ENTERS BOX, APPLY TO FACE EDGE APPLY E-Z BEAD OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS V FINISH s MASONRY HORIZONTAL WEEP SCREED F � RAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER "1, STUCCO WRAP CUT "X' INTO 1 SELF -ADHERING MEMBRANE FLASHING 5TP 1 &T P ;#3 STEP #5 OELECT: APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER "I APPLY 60 MIN GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP L RE WRB LAYER 01, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WRB LAYER 02, FORTIFIBER BUILDING PAPER 4 6TP 5TP TAC LE ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH Reviewed for Code Compliance Wd Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 01 21 DATE / / SCALE: 1/4 "=1' — 0" SHEET WA2 DRAINAGE RLANE (WRB LAYER #1, STUCCO WRAF) WRB LAYER 02 (F0RTiF15ER 5UILDING i=Ai=ER) METAL LATH STUCCO WOOD OR 7/16" ZIR WALL 5HEATHING-i SELF-ADHESIVE FLASHING lk 2 1/2" a CORNER BEAD (FA6TENER 4 &FACINGz a i" O.C.) CMU 1/2" THICK, 2 COAT CEMENT FL46TER AFFLIED DIRECTLY TO MA6ONRY g 11,CORNER BEAD (6) BLOCK R®VI®Wed for Code CGmpllence uil!Voreel Erpineedng 3ci aces 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 "wt SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHrrECT STATE OF FLORIDA Nov o 9 2021 MICHAEL C. ANDERSON AR NO 17305 DATE 11/01/21 SCALE: 1/4"=1'-0" SHEET DRAINAGE PLANE (WRB LAYER 01, STUCCO WRAP) WRB LAYER *2 (FORTIF18ER BUILDING PAPER) METAL LATH STUCCO WOOD OR -I ZIP WALL SHEATHING -ADHESIVE FLASH WOOD CONSTRUCTION \ r— BEYOND WOOD SHEATHING WEATHER RESISTIVE BARRIER "I WEATHER RESISTIVE BARRIER +'2 /' X I Y♦' LAP SIDINGX'WEAL / WSELF-ADHERING FLASHING 6' SELF -ADHERING I QFLASHING \BARRIER WEATHER RESISTIVE IDO Im StAR7ER 9tRIP SAARRIHERR �SISTIVE Rp0 NOT CAULK OR \0/ 6' SELF -ADHERING nr�r fNG FLASHING ALV'D METAL GALV'D METAL z'FLASHING NOT CAULK OR I Y4' X b' SIMULATED SEAL OPENING WOOD TRIM MEMBER STUCCO CASING � \ BEAD / I Ya' X b' SIMULATED WOOD TRIM MEMBER a \ SEAL GAP W/CAULKING / OR APPROVED SEALANT SIDING TO STUCCO ® BLOCK TO FRAME TRANSITION WOOD CONSTRUCTION BEYOND WOOD SHEATHING — WEATHER RESISTIVE BARRIER "I WEATHER RESISTIVE — BARRIER n W&v X T Yi LAP SIDING 6' SELF -ADHERING FLASHING STARTER GALV'D METAL 'z' FLASHING HARDIE TRIM F ELEVATION Flim PTA • • 24 W SELF -ADHERING FLASHING rWEATHER RESISTIVE BARRIER 01 WEATHER RESISTIVE BARRIER "2 FLASHING DHERING GALV'D METAL 'z' FLASHING DO NOT CAULK OR SEAL OPENING —HARDIE TRIM PER ELEVATION SEAL GAP W/CAULKING ,/ OR APPROVED SEALANT SIDING TO STUCCO C BLOCK TO FRAME TRANSITION Reviewed Por Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 r a{laar a 11 01 21 DATE: / / SCALE: 1/411=1'-0" SHEET \ 14 2x6 SUB -BAND W/1 "x4" NOTCH a END, WRAPPED IN METAL FASCIA LJRAP ;. PEEL 4 STICK DRIP EDGE 1\ , _ 1-4 \ Al -1/S" TEXTURED I \ ---- FINISH a WOOD \\ 2x6 SU15 BAND = 1/2" TEXTURED \ `� FINISH 9 CMU \ METAL FASCIA \ WRAP Ys" FROM \\ ® FL AN STUCCO, V FROM \ WOOD WALL \ EXTERIOR WALL \ \ (FRAME OR CMU) \ �\ NOTE: NOTCH FOR 2X6 \ �� SUB BAND ONLY ROOF KICK OUT REMOVED FOR CLARITY N, \ ROOF DECK (BEYOND) DRIP EDGE, 1" OFF WALL GOT INTO STUCCO) \� I "/S" TEXTURED FINISH / WOOD, 1/2" TEXTURED FINISH Q CMU 1 2x(o SUB -BAND W/I"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK ® A T I of METAL FASCIA WRAP I' OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL -1/8' TEXTURED FINISH m WOOD, 1/2' TEXTURED FINISH m CMU METAL LATH U OOD SHEATHING OR CMU WRR13 LAYER 01, STUCCO WRAP (FRAME ONLY) U1R5 LAYER 02, FORTIF15ER BUILDING FAFER (FRAME ONLY) -•�•�1,1?�Ajt� DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PRE-ENG'D TRUSS TO BE CUT 'a WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' -m" SCABBED TO TRUSS W/126 NAILS (o'-8" O.C. MAX. 2x SUB -BAND W4Y"x4" NOTCH -w END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL ® WALL SUB BAND DETAIL @) WALL W /KICK -OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -SAND W/12"x4" NOTCH END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT ID ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/12"x4" NOTCH e END, WRAPPED IN PEEL 6 STICK *ROOF CEMENT 6 ROOF EDGE OMITTED FOR CLARITY Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672— ARIA" GARAGE SWPING: RIGHT PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA NOV 0 9 2021 WCHAEL C. ANDERSON� L AR NO 17305 PRINT 11 Ol 21 DATE- / SCALE: 1/4"=1'- 0" SHEET WA6 I, 12'-0" 26'-8" I. 1V-4"„ 10'-8" I, 9'-6" „ 13'4" „ T-10" I, FOUNDATION PLAN SCALE: 1/4" = V-0" FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE +4-0". 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +-0'-0". SEE SURVEY PLOT FOR NAVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE 1/2" FELT PAPER AT THE JOINT. 7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. 9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.EIINDICATES #5 BAR, DINDICATES #6 BAR,®NDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT, ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900 HOOK, BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TMS 402/602-16, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH TMS 402/602-16, USING: Pm = 2,000 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER s OF SLAB SUPPORTED T-0" O/C MAX. SEE PLAN FOR WWM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2020 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 7th EDITION SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1.4xW1.4 OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY. MARK WIDTH LENGTH THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG FM-12x18 12" CONTINUOUS 18" (2) #5's (+)0'-0" FMC-12x18 12" CONTINUOUS 18" (2) #5's VARIES F-24x24 24" 24" 12" (2) #5's (2) #5's (_)0"_4" FM-12x12 12" CONTINUOUS 12" (2) #5's (-)0'-4" TE-1 8" SEE PLAN 8" (1) #5's W0'-0" SECURE A/C SIMPSON WB STRAP TO UNIT ROLL STRAP GONG. W/ OR EQUAL TAP -CONS I�o'X2' EACH CORNER TAP - OP UNIT CONC:--� `SECURE STRAP TO SLAB UNITS W/ (2) "8x1 1/4 5HT MTL SCREWS A/C CONNECTION TO PAD DETAIL Rl@vlewed 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 SUBDIV. ee LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: FOUNDATION PLAN 160 MPH EXP. C ARCHITECT. STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 19SCAIE: DATE: 1/SHEETs EXT. PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) z STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL ° SEE SLAB SCHEDULE 4 < 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ° SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY +_ o1-o TOP OF SLAB BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" EXTERIOR MONO -FOOTING BOLLARD LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD 2x4 OR 2x6 WOOD BEARING — WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE TOP OF SCALE: 3/4"=T-0" 2"CAPPED GALVANIZED PIPE W/FLANGE @ BASE SECURE FLANGE TO SLAB W/(4) 1/4" X 2 1/4" TAPCONS SCALE: 3/4"=T-0" VERIFY HEIGHT OF WALL W/PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 12" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. -SEE SLAB SCHEDULE 4 L° a .• ' a' ° a. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR FOUNDATION WOOD WALL SCALE: 3/4"=T-0" (NO UPLIFT) M 0 Z EXT. PORCH SLAB W/ 1/2" ISOLATION I JOINT (WHERE APPLICABLE) z N STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL a. ° SEE SLAB SCHEDULE 4" CHAMFER (1-STORY) LL ° 6" CHAMFER (2-STORY) •.° b q SEE SCHEDULE FOR WxD, BAR SIZE I, AND BAR QUANTITY w U W J na >N Og a. a J ¢o xm Z v z0 w0 J RIOR MONO -FOOTING 0 TOP OF SLAB SCALE: 3/4"=1'-0" NEW REINF. BAR SECURED W/2-PART EPDXY. MIN. EMBED 8", LINO FOLLOW ALL MANF. SPECIFICATIONS FOR USE AND PREPARATION OF HOLE. 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLITHIC FOUNDATION SCALE: 3/4"=T-0" ;n_ I STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL ° SEE SLAB SCHEDULE "ISOLATED" COLUMN PAD °• CENTERED UNDER WALL AND a POURED MONOLITHICALLY WITH — --- FOUNDATION AND SLAB e 4 ° ,• • SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY COMBINED EXTERIOR MONO - FOOTING AND COL. PAD SCALE: OF SLAB 30" MIN. EACH WAY n THIC FOOTING Do � v Tr p7 D . CORNER BARS, SAME SIZE AS LARGER BAR R pl IN FOUNDATION WITH 30" LEG EACH I WAY AT ALL CHANGES IN DIRECTIONS SO THAT THE STEEL REINF. IS CONTINUOUS MATCH AMOUNT OF CONTINUOUS BARS v � 'ILL CONTINUOUS STEEL MONOLITHIC v FOOTING REINFORCEMENT SEE SCHEDULE p WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO MONOLITHIC FOUNDATION CORNER BARS DETAIL LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD 2x4 OR 2x6 WOOD BEARING — WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE SIMPSON SPH4 OR SPH6 — BTM AND TOP PLATE ANCHORS W/ 10d x 1 1/2" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x 3" r�sHs1Y TOP OF SLAB ° ° . ° o ° 4 m a ° EQ SCALE: 3/4"=1'-0" — VERIFY HEIGHT OF WALL W/ PLAN — PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/ 1/2"x9" WEDGE ANCHOR W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 5-1/2" EMBED. MIN. @ 16" OC MAX. w SEE SLAB SCHEDULE SEE SCHEDULE FOR WxD, BAR SIZE EQ AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"=1'-0" (W/ UPLIFT) POURED LINTEL CONT. (TYP.) 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING 1/2" DIA. SIMPSON ST82 BOLTS 5" MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRIG WALL TO BLOCK WALL CONNECTION SCALE: 3/4"=1'-0" mLU 5= V 0 ww w = by URB FOR [ASONRY NITS SET T ELEV: -0" RECESS AROUND GARAGE DOOR OPENING LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD 2x4 OR 2x6 WOOD BEARING — WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE m w K SCALE: 3/4"=T-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 12" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. SEE SLAB SCHEDULE -.4 4. ° 4. 4. -4 4 . ° v A ° • 4♦ EQ. EQ, SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL (NO UPLIFT) Reviewed for code Compliance Universal Engineering 93 Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 J SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 F PRINT N1101 21 DATE: / CAME: 1/4"=1'— 0" SHEET S I - I A 23'-10" 16-10" 10'-6" 3'-6" J 101 Ell El 2'-10" .- — 9'-10" 'v FD 0 ih 00 (D N O 00 N CV zo Co CD Co V co N V V Co N N N ❑' Q io i7D Ell Q 10 0 ❑ 17'-0" Rftlewed for Code Compliance Universal Engineering, Sciences DOWEL PLAN SCALE: 1/4" = T-0" 2194 HWY A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.a bdesigngrou p.com AA #: 0003325 J VC ... LOT CREEKSIDE PHASE 2 PROJECT# 04321,200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT i ARCHr�rmECT- STATE OF FLORIDA i b I NOV 0 9 2021 MICHAEL C. ANDERSON AR NO T7305 PRINT 11 01 21 DATE: / / SCALE: 1/4 "=lt- 0" TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM a 4.' L e,. P a. a d.c •-r�--�. a —� VARIES PER ELEV. CLEAN OUT REQUIRED FOR INSPECTION HORIZONTAUVERTICAL REINFORCING SCALE: 3/4"=T-0" EXT. PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) 6" PVC CHASE — THRU FOOTING 0'-0" FIN. FLR, TIE ERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL e n SEE SLAB SCHEDULE �-4" CHAMFER (I -STORY) 6" CHAMFER (2-STORY) MATCH STEEL REINFORCEMENT PER SCHEDULE SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY +- o'-o' TOP OF SLAB BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" =w g0 MU PVC CHASE THRU FOOTING 4 SCALE: 3/4"=1'-0" REINFORCEMENT PER SCHEDULE NG #5 BARS CMU UNIT DIMENSIONS ARE NOMINAL SIZES MASONRY SYMBOLS SGALL: 3/4"=9 Reviewed f6r Code' 91 Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT: 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 rrcari-i 2101 DATE: 11 / / i SCAT :1/4"=1'-0"' SHEET St. 2A ra:7_ AAIEelWel1�� 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE & DESCRIPTION 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 fc (PSI) SIZE' ZE REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — (1) #5 — N/A — GROUTED SOLID SEE SHEET S2.2A FOR SAFE LOAD TABLES : 0 : 0 0: .............................. .o.n...... . . -; ..�-.o� ....��o�- . LL .. • , ��� 1 1 1 8F16-1T/OM/0B - -- e 1 ♦♦ 1 I ♦ , 1 1 o i ♦ I 1 ♦♦ 1 I ♦ , 1 ♦♦ 1 I o I 1 1 ♦♦ 1 I ♦ I ♦Y i 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 la 1 l0 1 1� 1 1� 1 1c 1 1 1 1 1 LINO, PROVIDE BB1 WHERE ROOF TRUSSES BEAR, TOP 1 OF WALL EL. 8'-8", UNO. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � 1 I ♦♦ 1 , ♦ 1 o♦ � 1 I i o0 1 1 ♦ � 1 1 � ♦ 1 I 1 1 8RF6- 1T/OM/OB 5'-4" 1 GT I 1 i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 i i i 1 i 1 1 1 1 I I 81`16-1 T/0M/0B 8178- 1 8F28-1 T/OM/1 B 1 1 T/OM/OB DAFT BEAM PLAN SCALE: 1/4" = V-0" 1 0 Reviewed for code Compliance Universal Engineering 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 w C) c� com 90 SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: LIFT BEAM PLAN AND NOTES 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 01 21 DATE: / SCALE: 1 /4"=1' — 0" SHEET S 2 #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 10" HOOK 30" TYPICAL #5 BAR IN BOND BEAM CORNER REINFORCING OF BOND BEAM SCALE: 3/4"=V-0" DBL. BOND BEAM AT HIGHER ELEVATION DBL. BOND BEAM AT LOWER ELEVATION /—#5 BAR BENT AS SHOWN 4 OPEN FACE SHELL SO AS TO ALLOW BENT BAR TO BE PLACED IN UPPER AND LOWER BOND BEAM #5 MIN. REQUIRED IN EACH CELL HOOKED IN TOP BOND BEAM W/ STANDARD ACI HOOK CORNER BARS AT CORNER STEP 3 SCALE: 3/4"=1'-0" SINGLE LINTEL, MULTIPLE OPENINGS SCALE: 3/4"=V-0" PLACE STEEL REINFORCING (L2) AS DEPICTED HEREIN. F = FILLED W/ GROUT U = UNFILLED 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 HEIGHT. 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND 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. 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. J I X TIHH " # OF #5'S, IN 2ND BOND WIDTH L BEAMC06RSE 16-1T/1 WOB PQ�0E NOMINAL----�' HEIGHT # OF #5'S, TOP IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE THAT XFXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL IT IS THIS ENGINEER'S INTENT AND XUXX - 1T/1 M/OB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED LINTEL AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL me PRE-CAST WINDOW SILL -OPE TYPICAL MASONRY WINDOW SILL CONSTRUCTION 11 r. n ANn_gi n PROVIDE 3" DIA. HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL. I SINGLE #5 CORNER - 1 BAR, 30x30 TURNED UP / OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM E REINF. BAR(S), PROVIDE #5 BAR AT EACH SIDE STEEL REINF. OF OF ELEVATION ;ROUTS BENEATH BOND. BEAM CHANGE CHANGE IN ELEVATION OF BOND BEAM SUALt: 614"=T-U' 8x8 BOND BEAM W/ (1) #5 BAR GROUT SOLID FR LINTEL TO TOP 0 BEAM, IF FILLED 8x8 PRE -CAST CC LINTEL W/ (1) #5 1 LENGTH OF BAR OPENING-2" OR 8x8 PRE -CAST CC LINTEL, W/O STE TO PLAN FOR LO PRECAST HEADER(MIN) TYP. 8"x16" BOND BEAM 2x4 (MIN 2 X 3)1-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x6 (MIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT A A 2X4 SOLID BLOCKING SECURE TO SHEATHING W/ MIN. 2-12d PER BLK. EA. END OSB SHEATHING WALL ARCHWAY FRAMING DETAIL 5UALt: 3/4"=T-U" Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 svBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB 2'1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHrTECT- STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 11 O1 21 SCALE: 1/4"=1'- 0" SHEET Yam.../ 2 o 1 L �l 11 1 11 11 "QUALITY" L S CONCRETE"/ CAST-CRET / ALITY SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST &PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT SAFE PLF LOAD SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH U8 8/8-OB /16-1T/OB /20-1T/0B /24-lT/06 /28-1T/0B /32-1T/OB TYPE LENGT�-I $/8 PLAIN 8%8 SOLID TypE LENGTH 8/8-1T 8/16-1T 8/20.1T 8/24-1T 8C28-1T 8/32-1T 8/&2T 8/1&2T 8/20-2T 8124-2T 8128-2T 8/32-2T 8/8-1B 16-1T/1B 0-1T/16 /24-1T/1B 8-1T11B 32-1T/1B 3'-6" PRECAST [1436 952 3114 4217 5321 6426 7531 3°-6" PRECAST 689 1024 3'-6" PRECAST 1569 3524 4:494 5263 6132 7001 1569 3524 4394 5263 6132 7001 2465 6113 6385 7708 9031 10000 4'-0" PRECAST 1065 700 2305 3125 3945 4765 5587 4'-O" PRECAST 514 763 4'.•0" PRECAST 1363 3060 3815 4570 5325 6079 1363 3060 3815 4570 5325 6079 1961 6113 7192 6524 7627 8751 41-6" PRECAST. 819 633 1770 1 2400 3033 3666 4300 4'-0" PRECAST 398 591 4'••6" PRECAST- 1207 2582 3375 4043 4.711 5379 1207 2707 3375 4043 4.711 5379 1625 5743 7547 6752 6541 7665 5'-4" PRECAST 931 1247 1999 2560 3123 36M 4249 5° �" PRECAST 411 411 5' 4" PRECAST 1016 1806 2374 29" 3513 4084 1016 2276 2838 3399 31961 4084 1319 4460 7196 7342 5780 6259 5'-10" PRECAST 817 1024 1631 2090 2549 3009 3470 V-10" PRECAST 340 339 59••10" PRECAST 909 1499 1971 2443 e915 3387 929 2080 21593 3107 3620 4133 1161 3693 5877 6036 6548 5776 6'-6" PRECAST 692 1139 3227 3031 3707 4383 5061 61-6" PRECAST 410 721 69•-6" PRECAST 835 1201 1578 1955 2332 2709 835 1868 2329 2790 3251 3712 1139 3227 4598 7054 10000 8825 T-6" PRECAST 570 936 2698 3191 3685 7'-6" PRECAST 303 534 T-.6" PRECAST 716 900 11981 1462 1743 2025 727 1624 2025 2426 2827 3228 938 3408 4864 7067 6472 9'-4" PRECAST 428 633 2204 2481 2818 2621 9'-4" PRECAST 192 384 9'•-4" PRECAST 454 586 767 948 11129 1310 572 1318 11843 1969 2164 2519 6392298 t4182205 3081 4099 4899 10'-6" PRECAST 388 4871767 1904 2163 2028 10'-6" PRECAST 151 301 10'-6" PRECAST 356 468 612 766 899 1042 504 1180 1.472 1763 1710 1989 5501897 2781 3222 3784 11'-4" PRECAST 330 544 1312 1742 2252 2868 3630 11 °-4" PRECAST 132 417 111'-411 PRECAST 430 406 530 653 777 872 466 1042 1372 1643 11470 1710 544 1312 1742 2252 2868 3552 12'-0" PRECAST 308 507 1210 1596 2048 2586 3191 12'-0" PRECAST 111 370 1e''-0" PRECAST 383 366 476 587 698 783 440 940 1300 1560 11314 1476 507 1210 1590 2048 2586 3171 13°-4" PRECAST 270 433 1045 13M 1732 2157 2535 13°�" PRECAST 82 298 13'-4" PRECAST 308 303 393 484 575 645 396 780 1057 1312 11071 1203 414 1045 1365 1732 2316 2605 14'-0" PRECAST 254 388 978 1272 1606 1988 2279 14°-0" PRECAST 71 293 14°-0" PRECAST 279 278 360 443 526 609 378 717 961 1192 975 1133 390 978 1272 1606 1950 2389 14'-8" PRESTRESSED N.R. NR NR NR NR NR NR 14'-8" PRESTRESSED N.R. 283 1®�'-8" PRESTRESSED 239 422 506 626 746 865 246 663 Im 1237 1474 i 1715 458 1079 1429 1824 2277 2712 15°-4" PRESTRESSED N.R. NR NR NR NR NR NR 15°-4" PRESTRESSED N.R. 252 115'-4" PRESTRESSED 224 387 464 574 684 793 230 616 908 1134 1353 1572 412 1014 1340 1703 2118 2513 1T-4" PRESTRESSED N.R. NR NR NR NR NR NR 17'-4" PRESTRESSED N.R. 183 17'-4" PRESTRESSED 187 326 365 451 587 680 192 506 i►20 501 '1135 1312 300 856 1121 1413 1739 2047 19'-4" PRESTRESSED N.R. NR NR NR NR NR NR 19'-4" PRESTRESSED N.R. 148 19'-4" PRESTRESSED 162 266 `48 430 513 595 166 429 u1523 803 950 1098 235 736 959 1200 1467 1716 21'-4" PRESTRESSED N.R. NR NR NR NR NR NR 21'-4" PRESTRESSED N.R. 125 21°-4" PRESTRESSED 142 219 308 381 454 527 142 373 537 690 816 — 943 180 598 833 1038 1168 1468 22'-0" PRESTRESSED N.R. NR NR NR NR NR NR 22`-0" PRESTRESSED N.R. 116 22'-0" PRESTRESSED 137 226 226 :>.90 359 428 497 137 90 359 779 —_ 900 165 550 784 992 1203 1381 24°-0" PRESTRESSED N.R. NR NR 24'-0" PRESTRESSED N.R. 91 24°-0'° PRESTRESSED 124 302 418 124 319 319 455 +;<55 581 687 687 793 12 129 450 45 65 654 824 1014 01 1147 - ALL VALUES TAKEN AS THE LESSER FROM "SAFE LOAD TABLES" BY QUALITY 2018 EDITION, LOTT'S MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE AND CASTCRETE MAY 2015 EDITION. - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF ININDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 19-0130.13 Revl®wed for code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.a bdesigngroup.corn ® AA #: 0003325 t - . LOT: CREEKSID PHASE 2 f• PROJECT# 04321.200 063R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: RIGHT PAGE: SAFE LOAD TABLES 160 MPH EXP. C NOV 9 2021 AIR NO 17305 PRINT 11 01 21 DATE: / / SCALE: 1/4$P=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. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT, SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. 14. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. END JACK TRUSS MANUFACTURER / ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2x6 BTM. CHORD (MIN.) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN, MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN, GIRDER/TRUSS TRUSSES W/2X4 W/2X6 BOTTOM BOTTOM CHORD CHORD 2x4 SCAB NAILED TO DIAGONAL TRUSS BOTTOM BRACING/BOTTOM CHORD W/MIN (4) 10d CHORD BRACING NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ END R. TRUSSES W/2X4 BOTTOM CHORD DIAGONAL —/ BRACING/BOTTOM CHORD BRACING G I RDE RITRUSS W/2X6 BOTTOM CHORD 2x4 SCAB NAILED TO TRUSS BOTTOM CHC W/MIN (4) 10d NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ MID RUN TRUSSES W/2X4 BOTTOM CHORD BRACING/BOTTOM CHORD BRACING CONNECTOR SCHEDULE CONTROL DATE: O1/21/2021 MiTek USP SIMPSON MiTek USP SIMPSON DES. UPLIFT GRAVITY DES, UPLIFT GRAVITY FASTENER FASTENER ETA 16-18 1625 META-16 1450 (8) 10d X 11/2" I -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 1 1/2" 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-PLV, EMBED 4" (9) 10d x 11/2" 1-PLY, (8) 16d 2-PLY, EMBED 4" HTA 20 1870 HETA-20 1810 (10) 10d x 11/2", (8) 16d 2-PLY, EMBED 4" (9) lOd x 1 1/2" 1-PLY, (8) 16d 2-PLY, EMBED 4" (2) HTA-20 2430 (2) HETA-20 2035 (12) 10d x 1112", 1-PLY, EMBED 4" (10) 10d x 11/2" 1-PLY, EMBED 4" 2500 (10) 16d 2-PLY, EMBED 4' (12) 16d 2-PLY, EMBED 4" LUGT-2 1655 LGT-2 1885 BLK (5) 1/4"x 3" Wedge-Bolt+Anchors, WOOD 116) lod (7) - 1/4" x 21/4" THEN, WOOD (16)16d LUGT-3 3380 LGT3-SDS2.5 3480 CONC (4) 3/8" X.S" Wedge-Bolt+gnchors, WOOD (12) WS25 (12) SDS 1/4"x3" TO GIRDER, (4) 3/9" x 5" TITEN HD TO WALL DHTA-20 2430 DETAL-20 2480 (16) - 10d x 1 1/2, 1 PLYALTERNATE USE OF (2) HTA-20 ACCEPTABLE (18) - 10d x 11/2, 1 PLY ALTERNATE USE OF (2) HETA-20 ACCEPTABLE MUGT15+ 3945 MGT. 3965 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22) 10d TO WOOD) (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22) 10d TO WOOD HUGT2+ 9575 HGT-2+ 10690 WOOD (8)IOd, MASONRY (2)3/4"A.T.R (2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) SOd TO WOOD HUGT3+ 9860 LET -3+ 10690 WOOD (8) 10d, MASONRY (2) 3/4" A.O.R (2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED), (16) 10dTOWOOD LPTA 1510 PARALLEL TO WALL 1470 PERPENDICULAR TO WALL LTA2 1210 PARALLELTO WALL 1210 PERPENDICULAR TO WALL (10)10dx 1112" (10)106x 1-1/2" MUGT15 3945 VGT 4940 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/(6)10d FACE/(12) 10d BACK OF TRUSS (1).5/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) SDS 1/4"x3" HUGT I 9575 (2) VGT 7185 (2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (8)10d (2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (32) SDS 1/4"0" MTW 12 965 MTS-12 990 (14) 10d x 11/2", (14)10d (14) 10d X 1 1/2" HOW 16 1355 HTS-16 1310 (16) 10d X 11/2", (16)10d (16) lOd X 11/2" HTW 20 1355 HTS-20 1310 (24) 10d X 11/2", (20) 10d (24) 10d x 11/2" HTW 24 1355 HTS-24 1310 (24) lOd x 11/2", (20) lOd (24) 10d x 11/2" LSTA 12 ++ 930 LSTA-12 ++ 925 (10) 10d (10) 10d LSTA 18++ 1235 LSTA-18 ++ 1235 (14) 10d (14)10d MSTA-18++ 1310 MSTA-I8++ 1315 (14) 10d (14) 10d MSTA-24++ 1640 MSTA-24+ 1640 (18) lod (18) 10d y� OS6'F MSTA-30++ 2065 MSTA-30++ 2050 (22)10d (22) 10d MSTA-36 ++ 2065 MSTA-36++ 2050 (26)10d (26)10d N KST1236 2765 MSTI-36 3800 (36) 10d X 11/2" (36) 10d X 11/2" KTS1248 5105 MSTI-48 5070 (48) 10d X 1 1/2° (48) IOd X 11/2" LFTA6 980 H6 1055 (16) 8d x 11/2", (16) 8d) (8) 8d TO PLATES, (8) 8d TO STUDS SPT4 875 SP4 825 (6) 10d TO STUDS (6) 10d TO PLATE (6) 10d x 1 1/2" TO STUDS MP34 525 IN FI @ 160% A34 430 (4) 8d x 11/2" TO BEAM, (4) 8d x 11/2" TO POST. (4) Sd x 11/2" TO BEAM, (4) 8d x 11/2" TO POST. HHCP2 1 680 HCP2 590 (10) 10d x 11/2" TO TRUSS, (10) 10d X 1 1/2" TO PLATE (12) 10d X 11/2" RT16A 1020 H IOA 1040 (9) 10d x 11/2" TO TRUSS, (8)10d X 11/2" TO PLATE (18) 10d X 11/2" y =C MUGT15 & PHD4A MUGTIS & PHDSA 1 PAU44 PAU66 LTS19 +++ LTS20B+++ H745 HTT45 UPHD11+ 4175 4175 2535 2455 1205 1100 4160 SOBS 14395 6775 16005 VGT & HULA VGT & HD78 ABU 44Z ABU 66Z LTT19+++ LTT20B+++ HTT4 H75 2 HDQ11-SDS 4940 4940 2300 2190 1310 1500 4455 5090 11810 7750 18205 (28) 10d TO TRUSS, (10) W53 WOOD SCREWS TO POST W/ 5/8" THREADED ROD (28) 10d TO TRUSS, (10) W53 WOOD SCREWS TO POST W/ 5/8" THREADED ROD (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MI N. 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 (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. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (30)10d x 1-112 TO WOOD (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 (MIN.7" EMBED) IN CONC.,(26) 16d X 21/2" (1) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED) IN CONC., (24) WS3 WOOD SCREWS (16)-SDS 1/4"x3" TO WOOD, (10)-SDS 1/4"x2 1/2" W/THREADED ROD, (2) NUTS/WASHER/2 PLY (16)-SDS 1/4"s3"TO WOOD, (3)-3/4" STUD BOLTS W/THREADED ROD, (2) NUTS/WASHER/2PLY (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CON C., (12)16d TO WOOD (1) 51V A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (8)10d TO WOOD (1) 112" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (10)10d TO WOOD (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN.7"EMBED,)IN CONC., (26)16d X21/2" (1)5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED,) IN CONC.,(26) 16d X 21/2" (1) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONC., (24) SDS W, x 2%" WOOD SCREWS 6525 HD7B 6645 (1) 3/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) WS3 WOOD SCREWS (1) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (3) 3/4" STUD BOLTS TO WOOD rPHDSA TDXB 7870 (1) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC. (3) 7/8" STUD BOLTS TO WOOD NFM35XI2U HU54121F 2580 3615 7130 2710(100%) MBHA 3.56/11.25 HUSC412 (WOOD) 3475 3435 5330 2635(100%) 3220(125%) (1) 1/2"' 1-BOLT W MIN 6" EMBED & NOT LESS THAN 4" FROM EDGE OF CONC W/ 3/4" CIA ITW RAMSEVREDHEAD DYNA BOLT SLEEVE ANCHOR OR EQW/MIN 5"EMBED INSTALLED IN FACE,(14)10d ATJOIST (10) 16d TO HEADER, (10) 16d TO WOOD (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. TOP, (I)3/4"A.T.R IN HIGH STRENGTH EPDXY, (MIN+ 6.75" EMBEDMENT) IN C.M.U. FACE, (18) 10d TO BEAM (10) 16d TO HEADER, (10) 16d TO WOOD 3325(125%) W HD4101F (CMU) 1950 3080 (CMU) HUC410 1800 4500 (18) 1/4"" x 3"" WS3 SCREWS, (10) 10d TO WOOD. USP (20) 3/16"" TAPPER+, (10) 10d TO WOOD (18) 1/4 x 2-3/4- TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD: HD210-21F (CMU) 1950 3080 (CMU) HUC210-2 1800 45� (18) 114"" x 3"" WS3 SCREWS, (10) 10d TO WOOD. USP (20) 3/16"" TAPPER+, (10) 10d TO WOOD (18) 114" x 2-3/4" THEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD: �HD210-31F (CMU) 2795 5015 HUC210-3 1800 (18)1/4"" 4500 x 3"" WS3 SCREWS, (10) 10d TO(CMU) WOOD. USP (20) 3/16"" TAPPER+, (10) 10d TO WOOD (18) 1/4 x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10) IOd TO WOOD: UM26-2 2125 6065 LGUM26-2-SD 1430 5595 (4) 3/8" X 4" Wedge-Bolt+Anchors, WOOD (4) WS3 WOOD SCREWS (4) 3/8 x 4TITEN HD ANCHORS (2 PER FLA NG E)TO CMU, (4) 1,4 X2-112 SDS SCR EWS TO WOOD 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON co LO NAILS & SECURE TO BM. W/ SIMPSON LTA2 USED TO A/✓� c� U U BRACE TOP OF WALL, LID cl) CJ1 Ih II W II jr� 11- EJ7 i 11 CJ1 II CJ3 = p IIW a n W I IW u u u u n u u u u u II = CJ3 a II I I II IIATTAID II1C H 4'-0" NG 2x CAB CJ5 i= 11 a 3.1 11 I II IITRUS W/ 10 I AILS 6" O. 11 11 II II II = CJ5 (4" FR M EA. D) 1AIL 1 A10G 1A .1 A — 6 p 9 A4 _ Cif CN J QU O m = _ _�_ _ _�_ = I= _ _�_ _ _�_ = A2 = FABRICATED ROOF o jr TR ES Q 24" O.C. MAX. O= U Q W _ A1A 77 1A 3.1 Q A2 = 22"x54" _ I ATTIC I ° ACCESS_ — _ A3 A4 = A5 V4 A7 A9 1A 1 1 A8G 1A II II m II m cV 0 CJ5 - II II WII �II �'I _ 1A _ _ mCJ3 = II 1A T7�7=177177==�7� C:) CJ1 I II II II 11 .� MII III II II Z� U U �j J7A O 7 8 FRAMING PLAN SCALE: 114" = 1'-0" Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: FRAMING PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 01 21 DATE: / SCALE: 1/4$$=f-0" SKEET S 3 ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP "ROOF/INALUFLOOR DRAWINGS FOR REVIEW SHEATHING A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH AND APPROVAL FASTENER SCHEDULE" (9) 10d x 1 2" NAILS TO TRUSS PLYWOOD SHEATHING, SEE "ROOF/WALUFLOOR (1) SIMPSON HETA16 B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH SHEATHING TRUSS ANCHOR WITH NOTE: APT SYP #2 2" x 4", (12) 16d x 1 2' NAILS TO TRUSS FASTENER SCHEDULE" (9) 10d x 1 2" NAILS TO 6" 8" x 4'-0" MAY BE ADDED DBL STRAP, 1 EACH SIDE WRAPS UP AND GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3" OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE: APT SYP #2 2" x 4", EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO (16) 10d x 3 4" NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED CONJUNCTION WITH ACCOMMODATE GIRDER (2) SIMPSON HETA16 TRUSS ANCHORS W/ 10d NAILS, 2 ROWS, 3" HEAVY UPLIFT TIEDOWN REQUIREMENTS. WITH (12) 16d x 3 2" NAILS TO GIRDER O/C TO FACILITATE ONE CONNECTOR ADDITIONAL PLY MAX. TO 1x2, 2x WOOD FASCIA ACCOMMODATE TRUSS A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN SEE ARCHITECTURAL ANCHOR REQUIREMENTS. WITH (4) g" x 5" TITEN HD TO CMU AND (12) SDS 2x SECURED W/ (3) 16d ' 4" x 2 Z" 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) 2" x 5" TITEN HD TO CMU AND (18) SDS 4" x GALV. COMMON NAILS .. SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL 3" TO GIRDER 12" O/C FOR REVIEW 2x SECURED W/ (3) 16d C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH AND APPROVAL GALV. COMMON NAILS. (2) 2" x 57ITEN HD TO CMU AND (18) SDS y" x 3" 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) MASONRY BOND BEAM GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED SEE SCHEDULE SEE SCHEDULE 12" O/C SOLID, 8" EACH WAY OF BOLTS A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) TYPICAL TRUSS/ SSSGIRDERC CONNECTORSSCALE:3/4"=1'-0" 2a 2b 2c A TYPICL ROOF GIRDER CONNECTORS) SCALE 3/4"=1'-0" DEPTH 1/4*D ►7 EDGE >5/8" HOLE DIAMETER < 2/5*D SGL. STUD OUTER 1/3OF SPAN ONLY BTM.- PLATE HOLE EDGE >5/8" HOLE DIAMETER < 3/5*D DBL. STUD STUD NOTCHING AND BORING LIMITS SCALE: 1 1 /2"=1'-0" 6-0" MAX (W/1X4) OR 10'-0" MAX (W/2X4) 1x4 MAX., OR 2x4 BTM. CHORD BRACING 10'-0" O/C MAXSECURED W/ (2) 10d COMMON NAILS AT EACH CHORD INTERSECTION TYP --` BTM. CHORD BRACING 5CAL1=: 3/4"=1'-0" # 1100 UPLIFT SIMPSON HTSM20 W/10 10d TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON PRE-ENG TRUSS OPPOSITE FACES OF BLOCK WALL W/10 10d TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM CONT POURED LINTEL TITEN 2 ANCHORS MIN. 2" COVER & 2" APART REPAIR OF MULTIPLE MISPLACED EMBEDDED TRUSS ANCHOR (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN BRACE W/ (3) 12d @ EA. TRUSSES WHERE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING 0'-0" TO 30'-0" (1) "X" BRACE SEAMS) 30'-1" TO 60'-0 (3) "X" BRACE - SECURE PLATE (1) "X" BRACE @ CENTER TO BLK W// 1//22" DIA. " (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2" FROM CENTER TO END. WASHER SET IN HIGH 2x WOOD FASCIA, STRENGTH EPDXY 6" SEE ARCHITECTURAL MIN. EMBED. AT 32" OC 1x4 DIAGONAL MAX BTM. CHORD PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 BRACING, SEE P.T. PLATE W/ 12d's 8" PLAN FOR LOCATION STIFFBACK (AS PER it O.C. MAX MAY NOT BE TRUSS ENG) REQUIRED CONT. 2X4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ BTM. CHORD OF 10'-0" O.C. MAX. WOOD ROOF TRUSSES r END WALL OR OTHER END TYPE CONDITION, IF DEPICTED SEE PLAN SEE SCHEDULE FOR BOND BEAM REQ. BLOCK WALL W/ GABLE END PRE-ENG'D TRUSS SCAT 3/4"=T-0" THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES. 11 ALTERNATE MATERIALS SCALE: 3/4"=1'-0" Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUHDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 11 01 21 / / SCALE: 1/4"=1'— 0" SHEET [S3.1A PRE-ENG GABLE 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 0 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK- W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX 0 PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN CONC. POURED LINTEL COURSE CONT. 2x4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. SCALE: 3/4"=T-0" Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www,a bdesigngroup.com AA #: 0003325 SURDIV. LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C NOV I '` 2021 MICHAEL C. ANDERSON i' NO 17305 rL-.1EM L' DATE: 11/01/21 SCALE: 1/4 "=1' -_d (2) 2X4 No.2 SYP DIAG. - BRACE W/ (3) 12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 0'-0" TO 30'-0" (1) "X" BRACE 30'-1" TO 60'-0 (3) "X" BRACE (1) X' BRACE @ CENTER (2) "X" BRACE DIVIDED EQUALLY FROM CENTER TO END. PLYWOOD SHEATHING, SEE - "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. 1z2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3) 16d GALV. COMMON NAILS. 1x2 SECURED W/ 10d GALV. COMMON NAILS 12" O/C MASONRY BOND BEAM SEE SCHEDULE 2x SUB -BAND PRE-ENG GABLE TRUSS — STIFFBACK AT ALL UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG) - 2x6 OUTLOOKER @ 24" O.C. SECURED W/ SIMPSON H10A CONNECTION PER TRUSS MFG. ENGINEERED WOOD TRUSSES @ 24" O/C, SUBMIT SHOP DRAWINGS FOR REVIEW CONT. 2x4 RAT RUN AND APPROVAL SECURED W/ (2) 12d's @ EACH TRUSS GABLE END PRE-ENG'D TRUSS W/ HIP RETURN SIDE VIEW 0 VTCR SPACING (1) AT EAi Amn F,_n-, n. PRE-ENGINEERED VALLEY TRUSS CONNECTION SCALE: N.T.S. N@vi@wed for Coda Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUHDIV. & LOT: CREEKSIDE PHASE 2 LOT #63 PROJECT# 04321.200 063R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA NOV 0 9 2021 WCHAEL C. ANDERSON AR NO 17305 PRINT 11 01 21 DATE - SCALE: 1/4"=1'-0" SHEET S3. IC a GABLE - END aJ a HIP ROOF A �I ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-16 ZONE 1 = 53.00 PSF (63.00) ZONE 3 = 60.90 PSF (70.90) ZONE 2e = 60.90 PSF (70.90) ZONE 3e = 70.40 PSF (80.40) ZONE 2n = 70.40 PSF (80.40) ZONE 3r = 83.80 PSF (93.80) ZONE 2r = 70.40 PSF (80,40) "A"= 4'-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH EXPOSURE CATEGORY: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT: +/- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 19/32" STRUCTURAL SHEATHING EXP 1 (40/20), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 19/32" STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD AND EDGE SPACING) SEE DETAIL. ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE END. ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL REQUIREMENTS SIZE HEAD LENGTH DIA. TENSILE STIR. SHANK ASTM 10d RING SHANK, 2 1/2" 0.131 F1667 SCREW SHANK 170,000 RING (16-20 RINGS RSRS-03 8d RING SHANK, 2 3/8" 0.113 F1667 SCREW SHANK PER INCH) RSRS-01 8d RING SHANK, PNEUMATIC 2 3/8" 0.113 F1667 RSRS-01 SCREW -NAILS EXTERIOR SHEATHING USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. ROOF SHEATHING ATTACHEMENT SPACING ZONE 1: 10d NAILS @ 4" D.C. ON EDGE AND 6" O.C. IN FIELD ZONE 2e, 2n, 2r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. INFIELD ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED AND ADHERES TO ASCE 7-16 80 RING SHANK GUN NAILS @ 4" O.C. i/ TOP & BOTTOM EDGES Bvv RAFTER OR TRUSS ROOF SHEATHING ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING @ 16"O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP BLOCKING @ 16" O.C. FIRST 4 BAYS W1(2)12d NAILS EA. END. ATTACH ROOF SHEATHING TO RAFTERS 2/ BLOCKING PER NAILING SCHEDULE C10d RING SHANK GUN NAILS SEE "ROOF SHEATHING ATTACHMENT" TABLE FOR FIELD SPACING C#8 2" DECK SCREWS @ 6%8" O.C. MAX @ EQGES & 12" O.C. MAX IN FIELD. UNTFJREADED SHANK TO EXTEND BEYOND THICKNESS OF SUB -FLOOR SHEATHING TYP. 3/4" T&G SUB -FLOOR DF"11" ULUtU I U /ALL cArvatU IVItlVItltKS GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. MAXIMUM AGGREGATE SIZE SHALL BE 314". STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: ARCHITECTURAL ME T MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSUL PROVIDE 6 /o AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES &STUDS CAN BE SP F. ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWAPPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314" .INGS. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-14, BUILDING CODE REQUIREMENTS CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF FOR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 61NCHES AND SEALED WITH ADHESIVE TAPE, PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORMWORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN'IW OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS. TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS OF THE WORK, ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM At 064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE WOOD TRUSSES: ACI TYPICAL DETAILS. MINIMUM LAP SHALL ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION BE SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY. 0 TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND, REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION" 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 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/ASCE 7 88: 1990. 15 psf TOP CHORD 20 psf TOP CHORD (7 psfw/ ASPHALT SHINGLES (10 psf w/ No GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. 10 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH DEAD LOAD TO RESIST WIND UPLIFT: 10psf MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT BALCONY LIVE LOAD 60 psf WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. WIND: DEAD LOAD SPEED =160 MPH 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 7-16 (FBC R2020) EXPOSURE C, RISK CATEGORY 11) INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF 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 GARAGES: 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 LICENSED PROFESSIONAL ENGINEER. SHOP DRAWING REVIEW: "SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY 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 DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE MASONRY STANDARDS JOINT COMMITTEE. PROVIDED BY THE TRUSS ENGINEER. COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM 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 WITH WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" WRITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. FOUNDATION/ SITE PREPARATION: "M" "S" TYPE OR MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SHALL BE 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. SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY THE GEO-TECH. ENGINEER. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE CONCRETE: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A500/A500M, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TYPE E OR S, Fy = 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5" +/- PRIOR TO THE ADDITION OF PLASTICIZER. SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94/C94M OR MEASURING, MIXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED, THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES, IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE ABOVE. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: A. Y FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: 1-1/2" FOR #5 AND SMALLER 2" FOR #6 AND LARGER C. FOR CONCRETE NOT EXPOSED TO WEATHER 3/4" FOR SLABS, WALLS AND JOISTS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS I FASTENER SCHEDULE vvrlvuvvv /'UVU Uvvle rrr-%o I U-IVCRO rmo I Cnj r-m APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING 1x2 PT FURRING TO CASE HARDENED COIL 81, O/C GARAGE DOOR BUCK 1/4" DIA TAPCON MASONRY MASONRY / CONC. NAIL 1 1/2" LONG. TO MASONRY/CONC. NO WASHER FASTENER 81, 0/C SGD, AL. EXT. DOORS CASE HARDENED COIL 9" O/C WINDOW/DOOR/ FASTENED GARAGE DOOR BUCK 3/8" DIA. OR 16" O/C (3/8" DIA) ix PT, SEE NOTE e NAIL 1 1/2" LONG STAGGERED INTO MASONRY/GONG TO MASONRY/GONG. V2" DIA. EXPANSION BOLT 24" O/C (1/2" DIA) w/ WASHER WINDOW BUCK CASE HARDENED COIL 91,0/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR 1x PT, SEE NOTE NAIL 11/2"LONG STAGGERED INTO MASONRY/CONC. MASONRY /CONO REQUIREMENTS EXT. SWING DOOR (2) 3/16"DIA. "TAPCON" 1 11T EMBED, 8" END. BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER 18" O/C DIST., 1 1/2" EDGE DIST. 2x PT WINDOW BUCK PT TO STEEL COL., SEE 0.138° PAF x 21/8" 9" O/C 4" END, DIST, 1 1/2" W/WASHER STAGGERED EDGE DIST REMARKS 1 1/2" EMBED., 4" END DIST, 1 1/2" EDGE DIST. 4" EMBED., 4" END DIST, 3" EDGE DIST. NOTES NOTES Reviewed for Cafe Compliance 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS Universal Engineering 91 Sciences 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 EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 6 ■ •'.: PHASECREEKSIDE LOT J63 Kill I MODELz 4I 1 %67_2-,V� GARAGE SWING: RIGHT PAGE: DETAILS 160 MPH EAr C NOV :0 9 -2021 MICHAEL C. ANDERSON AR NO 17305 r,.1MAX" 1 11 01 21 DATE: SCALE: 1 /4"=1' — 0" SKEET ■�����R� tlNav 001 HW1 a\m ravm 010 1 A CAI Wiliffil Riv'rme. BILL OF MATERIALS 3 23/32 RLv DESCRPTQN all-E AIPRWZD ITEM NO.: PART NUMBER DESCRIPTION MANUFACTURER MATERIAL SOFFIT AI PHA AI IIMINIIM NC AI I IMINIIM 310641A8 C Iic✓5LU NJILs->.ac B AND U_LV_ c C9;1:/2C21 t.L 2 F CHANNEL ALPHA ALUMINUM NC ALUMINUM 3105-11128 5/„ 2 3 J ICHANINEL ALPHA ALUMINUM NC; ALUMINUM 34U6 H28 �At 1- HE PRODUuI SHOWN FLREIN IS L'_SICNED AND, M&%N-A•C-IURED C COMPLY W IH �. `{LOUIkFfALNIS OF -1= F_DRU'A BLIILOIN� CODE. �i n n n n n 1 2. NODD FRAMING AND M.ASDNRY OPENING -0 BE ^ESIGNED AND ANCHORED TO FROF=PLY I - RASSFF: AI I ;)ADS O S PkIC URF.. FRAMING A'4, MASONRY OPENING IS IHF / RCSrONE E LITY OF T -_ ARCI IIT__C- OR CNG NE=R OF P.E.^_.ORC. 0 0 i 3- ALLOWABLE STRESS INCRZASE OF 1,/3 VIA$ NCT -Ep IN -HE DESIGN OF THE PRODUCT FRAMF HUII DIN., SHCMN HE'EIN. WIND 1JA; DURATINFAC-OR Cd 1.6 WAS USED -OR WOCD ANC -OR "$ OTHERS Q 3 8' kLGUI Al t15. OT A. BRACECRAVCIAL: OLD ROL_CD FSRA_UMINU3105 1128. THIS IS v 4. - THIS IS a,ARI Oh i I 5- --OP ANCHORNC INTO WOOD FP.AMINC OR 2X BUCK USE 1 3/4 TRIMPAINTED STAIN-ESS fJ �`� HCUF TRUSS. S'fSI-M 3T=EL NAIL$ WITH 1IL-' HEAD DAMZEi, 31L-X1/L" CROWN OR 3fe"X3/0" STAPLES. REFER -0 DETA rS A B, '. AND E =0R MiNIYVM EMBEDMENT AND S'ACING. 5fd" 6 -OR ANCIWZNG IINTOMASONRY/�:UNCF-C WIT "T `TUCCU USE .097"X5,/8" T OR STUB - O `.AIIS OR ANCHCRINGINI:i MASONRY/:-.O",CR-1F 1MI1-I SI:It CC' USF .D97"X/-1/9" I DR t 4 3, 32" 7/$' : 4 9/32 III 7/9`I5TI1R NAIIS ri F=R -0 OFTAI C -OR MINIMUM FIABFDM=NT ARID --=ACING.7. { r ALL IL -AT ON A HOC C-I.ALL - RESISTANT, I IIF S. NSTALST ON ANCHORS S�,ALL EE INS-,1_LED IN ACCOROAN^_ WIT- ANCHOR MANII-Pf I_: -R'S INS Al IA: ION INS RI JC If NS AN;r. ANCHORS S-AI I N--.1 R- I15F'7. S(IRV. RATFS % TH STRFNGT-S 1 SS THAN T-F M'. MUM S-RFNCTH SP=CIF=') RF (NJ: - - - N A-Y G U.42 n M IT- LID AND VENTED A, WOOD MI 1 MUM SPEC �C ORR 16"ALUMINUM SCOFF SO „ r� , D. ,.ONCRLT_ - YINI6fUM CCMPRCa,,JM STRCNNT Cr 3.192 PSI ,t f 4 J S1MIUE6ALUMINUM.918' TRICK v', IAASON &Y - SY RENIGTI I CONFCiMANCE TO A5 1V C-9C. GRADE N. -Y=- 1 I R CREATOR): L SF- - S=F VENTED VERWON VENTED AREA: 20.25 A91-INEAR FOOT DETAILS D=T.>JL E A. 9 AND C S-IEC- 4 DESM,NPRFSSURERATING 6WPACTRA71UCr DESIGNPRESSURFRA4"Ar, AFACTRATIAia DFSFGoymwwU.RFRATING I111PACTRATHJG SI CZ - ±54.2PSF AIGNE ±38.4PSF NC)Nt t1l.1PSF AIUNt sz" tav=RHArc WHEN AC4'A"40.11%1 f2"OVCR44 C7 WHEN fWTALLE01N 76'0'JE.RRANO 12"OVERHANta 1NSTALLAT►ONDETAIL okill 1/2' f2" SIGNED, O9l232021 Al PHA Al UM NUM 14C. %��'A� 111ri'o;r,�f t 1710 PREMIER ROW sz, \5. . • . + , ORIANOO, H 67809 �V.y�GENy,�?�' I12j FCHANNFL ,J? JCHANNEC 16" ALUMINUM SD1F11 3105-FATS ALUM1NIAfi .0A2'iH1C,lC 9}OSN28ALtJMMHIM.r:1ZTff1?K °RCF LES AND NO-'S �p Ti��j� g1TAT OF <_RA'n'f, fi'NG Ix- REv '�'I'f/�.���•Q�.�Y�+E;�,`". CIF CONTENTS arc 0a C7 98 C rl!/,kNALt, SHL- NO. - DESU`till'IIUN ' NT5 fl8/05/13 i OF 4 PROFILE:: AND NOTES LROS011-.LOMASP.E' Lu's R. Lorncs P.L. 143L PCODF'ORG Rr LEVIIWRLE. NO27GW rL No.: 82514 2 INS ALLATION CF-ALS AND COMPONEN-S xm AIL R :Cd:kR R`/ C=RIPTION CATE 1/4' MIN _VIsu volts s & t AND DUAL as;tJ/ v.1 I:.L LMk3_UMENI 1 3;4" TRIM PAINTED 55 NAIL W/5/IG" -EAD CLAM -ER. IOCPUFC, 24" MAX O.C. I 22AME 31J3HNG ,%ISMIN ?Y 0-H7t5 ED;_ :ANC: -RAMF H1JI I'Mr /-- FTAf* HIM DING / HIS 15 A BRACE 15Y OTHER5 ky_1B -0T-=RS -I ITS 5 FARE OF 1 i TI11$ S NOT A DPACE`Y+�'1. 1115. li N`J- 4dACC ` THIS E ART OF / -HIS IS PART ��'C- TRUSS S TC+A .� '`.,'L.! 6 ROOF TRUSS SYST=M 5 �.:�� R00= -RUSE SYSTFM �'4. ti DETAIL.A '2 WOOD FR4/AWC31N5TALLATX3IV. NAJiS 1 A _ .SEE :E-?JLS n AND C 5H=E1 4 12' OVERHANG 12'OVERHANG INSTALLATION DETAIL SEE I SE- - DETA_ C I` GETNLS SF= - SHEEI 4. H AND C ^FINI O _ d' SHL,• a 1SHF- I ' 16' OVERHANG 16" OVERHANG WSTIALLA TION DETAIL EXTEA}IOR � TX FURR NC - SFF ` 9-RIP SFF DFTAI1 S + D=LAII c; A, 5 AND C SHEER 4 SHEET 4 �- SE_ DETAI_ G SHEET c 12" MAX i.C. 24" UVEri lA.NG - 24" OVERHANG INSTALLATION DETAIL A_PHA ALUMINUM INC. 111❑ PRLMIER ROw 01-ANDO. =L 32809 16" ALUMINUM SOFFI- INS-ALLATION DC -A LS (Mr. Nf,, v.I. 08-07198 NTS 11mo11 08/05/13 "13 OF 4 L ROSERTOLOLIASP.E 143-1 W000tFOR0 RD LEl'rI94 LLE, NC 27023 434.$"-[5015 rM�.naa®Yunaspe.cacr SIGNED: 09,e232021 \'AN ILf�r rft ' 'PAT 6� Luis R. Lamas P.C. FL No.: 62514 3/4-Y,1/4- CROWN SCPLES IOCAI-D 24' MAN O.C_ IN ]AMOND PATTER% I kKAVh H1111 DIN.. KY O HERS I TIIIS IS NOT A DRAC: . - *THIS IS PART OF `_ROO RUS S S15T= 1 ,t_ :_F SFr - F 1 PJLS DETAIL E A, E AN10 C GI-7 a r LT 4 19" OV KHAN.'. 16" OVERHANG? 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