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Home My WebLink AboutBuilding PlanISTATE 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 RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. DESIGN CRITERIA: - FLORIDA BUILDING CODE, RESIDENTIAL 7TH EDITION (2020) 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. CALC.IS LIVING 1612 60, FT. GARAGE 432 SQ. FT. ENTRY :36 5Q. FT. LANAI 1.56 50. FT, TOTAL 2236 5Q, FT, A/C VOLUME 14361.6 CU. FT. ' ... [DRIVE P 3290-4 ABBREVIATIONS REVISIONS DESCRIPTION INDEX OF DRAWINGS ABV. ABOVE LAV. LAVATORY DATE AD ADJ. AIRCONDITIONINGLUMM.C. ADJUSTABLE M.C. LUMINOUS MEDICINE CABINET 01/08/Is BID SET ISSUED SKEET # , _ DESCRIPTION 01/15/18 ALT, ALTERNATE MFR. MANUFACTURER 2011 FBC UPDATE .ARCHITECTURAL AMP. AMPERAGE MIN. MINIMUM 01/29/18 BD.. CL BOARD CENTERLINE M.T. MTD. - METAL THRESHOLD MOUNTED BID SET RE-ISSUED PG CI -COVER SHEET CAB. CLG. CUR. CONC. CPT. C.T. CABINET CEILING CLEAR CONCRETE CARPET CERAMIC TILE MTL. N.T.S. O.C. PL P.M PH. METAL NOT TO SCALE ON CENTER PROPERTY LINE PUSH BUTTON PHONE 04/16/16 FOOTING REVISION PER M. BOWES PLAN MAINTENANCE REVISED LINTEL SIZE AT FRONT ENTRY DOOR ADDED ADDITIONAL RECEPTACLE IN GARAGE FER WILL BATSON PG PG PG GN—GENERAL NOTES At —FLOOR PLAN A2D-ELEVATION "D" 02/22/19 03/28/19 04/2419 D. DBL. DRYER DOUBLE PLT. PLYWD, PLATE PLYWOOD REVISED HVAC VOLUMES ON SOFT CALC SCHEDULE PG E1-ELECTRICAL PLAN 04/24AS D.G. DIA. DUAL GLAZED DIAMETER PR. P.T. PAIR PRESSURE TREATED ADDED LED LIGHTS ® KITCHEN t BATHROOMS PER MARK 5OUE5 PG PI -PLUMBING PLAN 06/21/19 DIM. DISP. DIMENSION DISPOSAL R. RAD. RISER RADIUS REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS PG DI -DETAILS 01/01/20 01/01/21 DP. DR. DEEP DOOR R.A.G. REF. RETURN AIR GRILL REFRIGERATOR 2020 FBC UPDATE PG D 2— D E TAILS D.S. DOWNSPOUT RM. ROOM DTL. DETAIL R.O. ROUGH OPENING PG TpT ypr w �v 7� Al — ALL ASSEMBLY DETAILS AILS D.W. DISHWASHER S.C. SOLID yY 1'tl EA. EACH S.D. SMOKE DETECTOR MOKEDETEXT TOR PG WA2-WALL ASSEMBLY DETAILS EQ. EQ. EXH. EXT. F.G./FX . ELEVATION EQUAL EXHAUST EXTERIOR FIXED GLASS S.H. SHT. SHWR. SIM. SIM. SINGLE HUNG SHEET SHEATHING SHOWER SIMILAR PG PG w w WA3—WALL ASSEMBLY DETAILS f //--�� T T WA4 —NOT USED Reviewed for Code Compliance Universal Engineering Sciences F.G. FUEL GAS SL. SLIDING WA 5 —NOT USED FIN. FINISH SL. GL. SLIDING GLASS PG FLU. FLUOR. FLOOR FLUORESCENT STD. SWS STANDARD SHEAR WALL �r g G WA6—WALL ASSEMBLY DETAILS 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 STRUCTURAL _ SHEET # DESCRIPTION INTERRUPTER T.O.S. TAB GL. GLASS TYP. TYPICALYPICAL GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED H.B. H.C. HOSE BIB HOLLOW CORE V.P. OTHERWISE VAPORPROOF PG S1-FOUNDATION PLAN HDR. HGT.ORHT HEADER HEIGHT W. W/ WASHER WITH. PG Sl AA -DETAILS INSUL. INT. INSULATION INTERIOR WD. WDW. WOOD WINDOW PG S1.2-DOWEL PLAN W/H WHEATER W.I. WROUGHT IRON IROPG S1.2A-DETAILS PG S2.1A-DETAILS PG S2.2A-SAFE LOAD TABLES PG S3-FRAMING PLAN PG S3.1A-DETAILS PG S3.113-DETAILS PG S3.1C-DETAILS PG SN1-DETAILS 2194 H%AY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W G W 0 h a W A h A F, a STJBD:[V. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672- ARIA" GrA.RAG•E SWING; LEFT PAGE: COVER SHEET 160 MPH EXP, C AR'CWECT STATE OF FLORIDA Nov 0 0 2021 MICHAEL_ C. ANDERI30N AR NO 17305 s-res.e-, A 2103 DATE: 11 / / SCALE: 1/4"=1'-0" SHEET I� GENERAL NOTES SITE WORK TIMBER 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED 7th EDITION, (2020) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER HEREIN: FBCR 7TH EDITION (2020) LINO. 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL B. NATIONAL FOREST PRODUCTS ASSOCIATION: 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY FINISH GRADES, PLANTING AND IRRIGATION. C. SOUTHERN PINE INSPECTION BUREAU: THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER DESIGNED AND INSTALLED IN ACCORDANCE WITH FBCR 2020 CHAPTER 3, SECTION R301.2.1.2. 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE D. TRUSS PLATE INSTITUTE: ARCHITECT. i. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK E. APA - THE ENGINEERED WOOD ASSOCIATION: PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN'/z THE HORIZONTAL I. ENGINEERED WOOD CONSTRUCTION GUIDE DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557-2012 El. THE 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS, FABRICATION OF THE WORK. BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 7, DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. PLUMBING 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. REQUIREMENTS. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH'/2' AMAFLEX. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 10, CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 2.5 GPM EACH IN ACCORDANCE WITH WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND THE FBCR TABLES 2903.1 & 2903.2. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. COUNTY BUILDING AND ZONING CODES. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. GARAGES AND CARPORTS 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2. 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED COVER SHEET DRAWING. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2. BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION 2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE EXTERIOR WALL COVERINGS PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH FBCR TABLE R301.2(2) AS MODIFIED BY FBCR 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE AGRICULTURE AND CONSUMER SERVICES." EXTERIOR FINISHES DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL V MIN, RIGID 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS GARAGE. THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH 4. AS PER SECTION R302.6 &TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT ASTM-C926-18b, ASTM-Cl063-19a & ASTM-Cl787. LESS THAN '/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE 3. LATH & ACCESORIES PER ASTM-C-1063-19a & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE "L" FLASHING HORIZONTAL LATH AND PAPER DETAILS PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4. SHALL BE INSTALLED PER ASTM-C1063 -19a AND R703.7. 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 AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S/CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. Reviewed for Code Compliance Universal Engineering Sciences CONTROL DATE: 09/08/21 (CM) 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F N U N 0 4 0 a E A x SUHDIP. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA Nov o 9 2021 WCHAEL C. ANDERSON AR NO 17305 PRINT 11 �031�210_DATE: /SCALE: 1/4=- SHEG ETT FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTION F6C R302.9.1 THROUGH F8C R302.c.A FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC 5302.10.5 "R-5," 12'-0" 1 3'-4" 9'-6" 0'-8" F,�(2) 3052-SH EGRESS ©(2) 3052-SH r nJtIf o I s = UNAI I 81-81 CLG. i 61g 6 = = I 5 I I I BDRM. #1 /o'-(o" 3'-10" 3'-4" DMG ROOM s'-8' CLG. J) 3'-10" 3'-8" ® (2) 3052-SH I m n1R-11H V WC ,�b '1� 'L 3' 0�� 8 C. B GREATROOM Lu 10 z NO I � KMEN > lu r— ---� 8-8 CLG. i � li I � �l 3 g 3 8 I Al 4 _4, 4! 12'-8" _ v m C'4 N i—ARCH R - I BATH #1 8'-8' CLG. LAV. • ® LAV. 36 "xE 0' SHWR PAN ® W/ ENCLEl 2X8ro ii � iI 0 i ii id= i l 1lQ �I i i l�0—j� BDRM3 6' 4" 6'-4" Im -r j�aic�j 5'-4" �� B IIm----, AI ul (kl _ IC_ I I -- CIO � III dll C. V. �• IR-15H _ I I �6 I I BATH#2 (K 1 I B 0 I> 8'-8' CLG. N 9 Al AV. 2'-a" o I I 1 1 IR-ISH ------ ' 3'-8" 2'-4" 6'-8" v [al HB LAUN. WH. _ _ 22'x54' I ATTIC I L ACCESS U AS REQ. PER BLDG. CODE FOYER 5'-8' CLG. GARAGE 8'-V CLG. 30E8 W/ 3(o'XIV TRANS. ENTRY V-V CLG. 16'-0"Xt'-O'O.HD. m n r— BDRM.#2 W-V CLG. (2) 3052-SH 0 EGRESS T. --- -------------------- _ 10 -0" ' '-0, 4'-4" -0 9'-41 Ni? r . ; For SI:: I i 304.9 mm, I JeSree = 0175 m& Note: a 4 4 kot 3o all cam. q h x i t 8 S 10" GABLE ROOFS 9 5 IV 10 .y 91% F 3 1V<8:s304 FIGURE R301.2(7) COMPONENT AND CLADDING PRESSURE ZONES 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 FLOOR PLAN SCALE: 1/4' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE t0 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 EXTERIOR MASONRY WALL BRG. HEIGHTS i 10'-0" BRG. r�i�►lr� SQ.FT. CALC.'S LIVING GARAGE ENTRY LANAI 1612 432 38 96 SQ. Ft. SQ. FT. SQ. FT. SQ. Ft. TOTAL 2238 SQ. FT. A/C VOLUME 14381.E CU. Ft. COMPONENT AND CLAMING WM LOADS BASIC WIND EXPOSURE FOR 3 SECOND GM OPENINMI SWAHE ZONE 1W MPH WIND (Vdt) REM MS AND TYPE FOOTAGE 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 160"10 O.H.D. 112 5 28.2/-31.5 12'xI2' SOFFIT 1 5 313/-49.9 BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = f 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 DATE:OVOV21 DBL. TOP PLATE m A BAR -DETAIL )4 - SCALE Q r l" l l ARCH DTL. B SCALE: 1/2 = 1'-0' ' Reviewed for Code Compliance Universal Engineering . SSciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W 04 w 0 F a W A F A SUBDI'V. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: FLOOR PLAN 160 MPH EXP. C ARCHITECT. STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 03 21 DATE- S CALF: 1 /4"=1' - 0" SHEET Al BLDG. HGT.� FYPON LV12X24 OR EQUIVALENT Fa" 6' RAISED — BAND CTTPJ 8'-a" BRG. HGT OPT. COACH LIGHT 12 / ROOF M 8'-8" BRG. HGsT MKTIIXI-1 OR 45 Fin EQUIVALENT Tyr �4' RAISED lei - FRONT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FSCR 103.4 OFF RIDGE VENT 8'-S" BRG. H4GT I OFF RIDGE VENT 8'-a" BRG, Hr:;T. 0'-0" FIN. FL 1 ®O" 1 11'4B 1 A3 TYP. II 0'-0" FIN. FLR. -- a' -a" BRCS HGaT. 2'-4 O'-O" FIN. FLR. LEFT ELEVATION SCALE: 114 = 1'-0" TEXTURED FINISH Ij OFF RIDGE VENT OFF RIDGE VENT RIGHT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH REAR ELEVATION SCALE: 1/4 = I'-0' TEXTURED FINISH '-a" BRGz. HCGT. `O'-O" FIN. FLR. -a" BRG. HGT. I w ( 14S A3 i ITyr, II ,60'-0" FIN. FLR. -a" BRCx. HGxT, 48 A3 TYP. _ o0'-O" FIN. FLR. 1-- LOUVER DETAIL SCALE: 1/2 = I'-0' Reviewed for Code 1B Compliance Universal Engineering Sciences MODEL 1672•ARIA AREA OF ATTIC = 2318 SQ. FT. NETFREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA = 2318 /300 = 7.73 SQ. FT. 7.73 = 1112,64 SQ, IN. MIN. REQUIRED VENTILATION IN = AX 1112.64 UPPER PORTION OF ATTIC = 445.056 SQ. IN. (BALANCE TO BE PROVIDED IN SOFFITVENTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT(netfree area) TOTAL#OF VENTS REQUIRED = 3.23 TOTAL#OF VENTS PROVIDED = 4 SOFFIT VENTILATION AREA 7 SQ. IN. PER LINEAR FT (netfree area) LINEAR FEETOFSOFFIT REQUIREC pgrR 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 00 F W C3 U W 0 F V co 4 F A C: ti SVBDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: ELEVATION "D" 160 MPH EXP. C ARCHITECT STATE OF FLORIDA Nov 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 03 11 21 DATE: / / SCALE: 1/4"=1'— 0" ELECTRICAL LEGEND SYMBOL DEFINITION NOTES __G 125V OUTLET 20 AMP SINGLE POLE Q110V OUTLET 110V OUTLET 1/2 OF OUTLET WIRED TO SWITCH GFI 110V OUTLET D W/GRJD ULI INTERU INTERUF'TER !TAMPER R RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION GROUND FAUL T GFI OUTLET INTPTER SWITCH SWITCH 3-WAY OPER �t4 SWITCH 4-WAY OPER WALL MOUNTED LIGHT CEILING LIGHT O LED CLG LIGHT O VP LED VAPOR PROOF LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN VENT. FAN I CFM PER 80 FT. VENT. FAN W/LIGHT I CFMPER SD. FT. VANITY LIGHT FIXTURE (SPECS TBD BY BUILDER) 41>21 FLUORESCENT LIGHT WRAP AROUND AROUND (RECESSED) ® 4'X2' FLUORESCENT LIGHT UWRAP AROUND AROUND (SURFACE MINT.) 2' FLUORESCENT 4' FLUORESCENT 4 p �'--o—q 4' TRACK LIGHT II 0 PANEL OWN METER BAIT. BACK-UP OSMOKE S.D• DETECTOR W/ HARDWIRE WALL MOUNTED BATT. BACK-UP SD. SMOKE DETECTOR W/ HARDWIRE BATT. BACK-UP W/ S/CO CARBON MONOXIDEi SMOKE DETECTOR HBO HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE OF NOT LESS THEN 4' FROM WALL - PENDANT LIGHT L1 H> NATURAL GAS OUTLET TELEPHONE JACK WATER HEATER IGNITION SOURCE TO BE ELEVATED DISCONNECT A/G AIR CONDITIONING TO BE 210V UN.O. SEE U ON DISCONNECT THIS SHEET TV TELEVISION JACK CEILING BOX REQUIRED TO BE SUPPORTED IN O J_50X ACCORDANCE W/ BOX MARKED AS SUCH FOR CTION CEILING Box REQUIRED TO BE SUPPORTED IN CEILING PAN/LIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION O 24' INCANDESCENT LIGHT STRIP p n 36' INCANDESCENT LIGHT STRIP onnininno� 48'INGANDESCENT 0 LIGHT STRIP FLOOD LIGHT OFT. SECURITY KP KEYPAD P.B. 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 ITH EDITION (2020) 4 NEC 210.12 2011 EDITION. • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI * ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT N PANEL • BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS Or - SECTION M150"13 FSCR TTH EDITION (2020). • LAUNDRY ROOM AND DISHWASHER RECEPTACLE SHALL BE GROUND FAULT CIRCUIT-NTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR TTH ED (2020). • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 7TH ED (2020). • ALL LAMPS SHALL OE SELECTED BY BUILDER AN 15% OF LIGHTING MUST BE ENER Y EFFICIENT TYPE PER P.B.C.ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2020 Tth EDITION R404.1 EN METER FIELD VERIF LOC. OPT. �, 11 -1 COACH _ LIGHT ---- ELECTRICAL PLAN SCALE: 1/4' = 1'-0' NOTE: 1, ELECTRICAL PLAN SHALL BE USED FOR ELECTRICAL FIXTURE COUNT AND GENERAL LOCATION AS REQUIRED BE FLORIDA BUILDING CODE AND DESIGNATED IN VALUE IN NEC WP Panel MAIN -A PANEL: 8/16 wp crt. breaker VOLTAGE: 1201240 V -1 Ph MAIN: 150 Amp M,C.B FEEDER' 3- #1 Cu THWN & 1- 96 Cu (G) in 1 1/2" C. OR 3- #2/0 AL THWN & 1- #6 Cu (G) in 1 1/2" C. Wire Pole Bkr Description Watts Circuit Circuit Watts Description Bkr Pole Wire #12 1 20 Exterior Receptacle GFI for TUG 1200 1 2 Space #12 2 20 rogation Pump 1000 3 4 _ Space 5 6 4680 A/C C.U.-1 30 2 #10 Space 7 8 PANEL - A PANEL: 42 crt. breaker VOLTAGE: 120 /24© V-1 Ph MAIN: 150 Amp M.L.O. FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1/2" C. OR 3- #2/0 AL THWN & 1- #6 Cu (G) in 1 1/2" C. Wire Pole Bkr Description Watts Circuit Circuit Watts Description Bkr Pole Wire # 12 1 20 Small Appliance 1500 1 2 8000 Range 50 2 #6 # 12 1 20 Microwave / Hood GFI 1800 3' 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 1.1 12 1500 Dishwasher GFI 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 SO & C/O AFCI 900 19 20 1000 Garage Door Opener GFI 20 1 #12 #12 1 20 Bed #2 & #3`/ Bath #2 AFCI 1200 21 22 1200 Garage Lts & 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 Extenor Lights and Recpt. GFI 20 1 #12 Space 29 30 1000 Imgation 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 10000 watts at 100% 10000 Remaining watts at 40% 13240 Total A/C load 9800 10% for future growth LOAD CALCULATION IS BASED ON WC NON -COINCIDENT LOAD Total Connected Load Watts 33040 Total Amps (watts /240 Wits) 137.7 m � L° ° I I I I LED LIGHTING LED LIGHTING @ DOUBLE LAV. I@& SINGLE LAV. BATH *1 BATH 02 1SO AMP ELECTRICAL RISER NOT TO SCALE. GENERAL NOTES: A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR ZTH EDITION (2020). LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS NOTED OTHERWISE. POWER COMPANY TRANSFORMER GRADE PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDARY ELECTRICAL SERVICE. PROVIDE 3 *1 COPPER (CU) IN 1-1/21' DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 *2/0 ALUMINUM (AL) IN 2" PIA SCHEDULE 80 PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COr(PANY PRIOR TO BID. Reviewed for Code Compliance Universal Engineering Sciences PROVIDE 3*2/0 CU, THWN + 1*6 CU IN 2' CONDUIT OR.3 04/0 AL, THWN + 1% CU IN 2' CONDUIT OR 2/0 AL. S.E.R. (CONDUIT TO TERMINATE ABOVE SOFFIT a OVERHANG.) COMBINATION SERVICE 150 AMP DISCONNECT SWITCH ANp 120/240 VOLT ELECTRIC METER IN 1 PHASE NEMA 3R ENCLOSURE MLO M O PANEL 150A/2P MCB TELEPHONE SERVICE ENTRANCE EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT 1 *4 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL_ PROVISIONS OF THE FBCR ITH EDITION (2020). 5/8" DIA X 8 FT LONG; COPPER CLAD GROUND ROD 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 N W V W O F Wr4 q h A SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 11/03/21 ' SCALE: 1/4"=1'-0" , SHEET El t c P a o !Ell Elo a o0 -------- ---- II 1 II 1 I II II II I II I 0 0 0 m o� 10'-1" 9'-1" 19'-0" __ �\j�l I CV I I 01 0 I O II L----- Q) II I I I II I I II I 1 1 I II I -1 II I oT il: II I LL J � I II II I� O L ----J II ONp I I ;n II II ° II 2'-1 " 2'-13 -11, --- o m --- ElE El F-1 0 PLUMPING PLAN 5CALE: 1/4 = 1'-0' KITCHEN SINK W/ AUTO VENT 2' V.T.R k �` 20 11/2'--� 11/2' I 1 11/2 I 1I/2°' 2 2' I T — 11/2' wc:. 1 LAY. I LAV. I SHUJR 1/2' m IuasHER I NOTE: FLUMBING LAYOUT PLAN 15 INTENDED FOR LOCATING FLUMBING FIXTURE5 ONLY Reviewed for Code carapftrxe U1l4eVP$ n9 2' V.T,R JIL 'r 1 1/2' 2'1 �� 1 �--1 v2' 2' I 1/2' �I 1 TUS I LAVI I I 2' G.O. 13 TO MAIN 2194 HW Y A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937' PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W w� 04 P U W 0 F R, Vrn^ Vd A SUBUIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT 04321..200 099R1 MODEL 4EAP "1672-ARIA" GARAGE SWING: LEFT PAGE: PLUMBING PLAN 160 MPH EXP. C ARCHITECT' STATE OF FLORIDA MICHAEL C. ANDERSON AR NO 17305 11/03/21 SCALE: 1/4"=1'-0" 1 SHEET PER FLR jk PLAN 1/2' CLG. 1/2' DRYWALL SECURE BT. PLATE TO SLAB W/ 10d MASONRY NAIL A 32' O.C. MAX /JAI _01 FIN. FLR 2X4 TOP PLATE ass 2X4 WOOD STUDS 024' O.C. SLAB NOTE: STUDS IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16' O.C. OR, NOT LESS THAN 2xro, WHERE SPACED NOT MORE THAN 24' O.C. TYP. INT. WALL (NON —BRIG. 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 0'-0' FIN. FLR 1' - 011 TYP. O.N. � 3 5/8, OR 5 1/2' DRYWALL 3/5' TOP CHANNEL l25 GA-) 1/2' DRYWALL 3 5/8' OR 5 3/8' METAL STUDS 24' O.G. 20 GA METAL t0 BE INSTALLED IN WALLS _V RECEIVING UPPER/ LOWER 3 5/8' OR 5 CABINETS AND TUB/SHOWER 25 3/8' BOTTOM GA. METAL TO BE INSTALLED CHANNEL l25 IN ALL OTHER WALLS. STUDS SECURED TO BE SPACED IV O.C. AT 2ND T=O GONG BOND BEAM FLOOR WALLS ADJACENT TO FLOOR W/ 3/4' SOLiD GROU1 STAIR WELLS AND BATHROOM PAP t TO W/ (I)- S WALLS W/ TILE FINISH WOOD FLOOR W/ 1/4' WOOD (2) COURSE WOOD BASED� BOAR - SG W FINISH FLOOR 1-STORY TYP. INT. WALL METAL STUDS (NON-BRG. 5/8' GYPSUM B( OR 1/2' HIGH STRENGTH CLG. BOARD SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL U PER ELEVATION INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS is 24' O.C. 8' CMU 1/2' GYP. WL. BD. - WOOD BASE — < a a° <.. '4 m . ea .d < a n W/ WINDOW OPENING H SCALE: 3/4'=I'-O' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR e05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 GOAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 1— 11 — 1 A /. 1 .—Y—♦ .1� 2A')PIPE THROUGH BOND BEAMTHROUGH BOND BEAM Di SCALE: 3/4" =1'-0: 3/4" =1'-0 0'-0. FIN. FLR a a ROOF SHEATHING THICKNESS IS a ENGINEERED PER ASCE -1-16 IN ACCORDANCE WITH FBCR 2020 -ITH EDITION, SECTION R301.1.3 AND 1609.5.1. B TYP. WALL SECTION NO OPENING NOTE: METHOD TO BE USED FOR THE 1—STORY HIP BLOCK WALL INSTALLATION OF ROOF SCALE: 3/4' = I'-0' UNDERLAYMENT IN ACCORDANCE WITH FBCR e05.1.1.1 OF THE FBCR 2020 ITH EDITION IS 04 WHICH USES (2) TWO LAYERS OF ASTM D226 TYPE 11 OR ASTM D4869 TYPE Ill OR TYPE IV UNDERLAYMENT. FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 905.1.1, ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT WALL SHEATHING THICKNESS AS PER SHEET SM. 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 V-0' FIN. FLR rik 8' CMU — 0 NOT CUT -IE BOND EAM EBARS I/2' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 2B GAS LINE THRU BLOCK D1 acaLE1 vl'.r-m' —2X4 SPF 24' O.G. MAX.------, SECURE W/ (2) 12d NAILS EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS— STIFFBACK AT ALL UPRIGHTS— PER STRUCTURAL DETAILS 9" Ax PRE-ENG WD. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED PER STRUCTURAL DETAILS SEE ENERGY CODE FORMS FOR INSULATION R-VALUES PER ELEVATION / _7 5/6' GYPSUM BOARD OR 1/2' — HIGH STRENGTH CLG. BOARD R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS is 24'O.C. 1/2' GYP. WL. BD. WOOD BASE 1—STORY e' GNU SEE STRUCTURAL FOR REINFORCEMENT 2x6 P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REa SEALANT 4 BAGGER ROD IIIEATHER STRIP MOULDING ALL AROUND(SY DOOR MANUF_) OVERHEAD DOOR BY OTHERS 3 ) GARAGE DOOR JAMBS JAMBS D1 J SCALE: 11/2"=V-0' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 905.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE \ `MTL. DRIP EDGE 9 — 2x FASCIA PER Ax. ELEVATIONS VENTED SOFFIT \—WALL SHEATHING THICKNESS AS PER SHEET SNI. SECURE PER FASTENER SCHEDULE ON SHEET SNi. a PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS Reviewed for Code ER ronwhMme Universal &oneEpm, sber1025 CMU 0'-0' FIN. FLR_ o a < ROOF SHEATHING THICKNESS IS ENGINEERED PER ASCE -i-Iro IN <., d.. ACCORDANCE WITH FBCR 2020 ITH EDITION, SECTION R301.1.3 AND 16013B.1. TYP. WALL SECTION L NO OPENING NOTE: METHOD TO BE USED FOR THE GABLE BLOCK WALL INSTALLATION OF ROOF SCALE: 3/4'=1'-O' UNDERLAYMENT IN ACCORDANCE WITH FBCR S05.1.1.1 OF THE FBCR 2020 ITH EDITION IS 04 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 -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self -adhered membranes used as flashing shall comply with AAMA 111. All exterior fenestration products shall be sealed at the Juncture with the building wall With a sealant complying with AAMA 500 or ASTM C920 Class 25 Grade NS or greater for proper ,joint expansion and contraction, ASTM C1281, AAMA 612, or other approved standard as appropriate for the type Of sealant. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA '114. The flashing shall extend to the surface Of the exterior wall finish. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w v w 0 4 v rn 4 E A ti SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT 04321.200 099R1 MODEL: 4EAB "r 16'72— ARIA" GARAGE SWING: LEFT PAGE: DETAILS (SHINGLE) 160 MPH EXP. C ARCH STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 DATE: 11/03/21 SCALE: 1/4"=1'-0" SHEET D I Ix4 P.T. OR 5/45X4' MIN. SECURE THRU FRAME 4 EXTEND 1-1/4' INTO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1-1/4' WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING TOP-. 2X6 P.T. a 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 15LK W/ ❑m 14' TAPCONS 1 1/2' EMBED., 8' O.G., 4END DIST, 1 1/2' EDGE DIST. ❑m SIDES: �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, (U WITHIN 8' OF THE BTM, 0 (3) EVENLY SPACED. 17 of I R r NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRIDENT GARAGE DOOR BUCK ATTACHMENT D SCALM vs'.r-m' 8' CMU 1/2, DRYWALL I'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS_ NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3/4" OR +5/4" A WINDOW TO BLOCK +3/4" OR +5/4" 2X4: CM SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN_ EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X6: MM SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE _I45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 10' O.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. �f 8' CMU 1/2' DRYWALL 1'X4' P.T. NAILER f-1 r DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +1 1/2" WINDOW TO BLOCK +1 1/2" 2X4: co SECURE to BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING, 2X6: SECURE TO BLOCK WK2) 3AW TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING_ 2X8: SECURE TO BLOCK W/(2) 3/16' TAPCONS, (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN W OF EACH END 4 15' O.C. MAX SPACING. 8' CMU 1/2' DRYWALL ❑ I'X4' P.T. NAILER 1/I6' 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 1/47 DOOR JAMB TO BLOCK +1 15/16" r„1WINDOW TO BLOCK +1 15/16" 2X4: CC SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. 2X6: CEO 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. 2X8: SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 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. 8' CMU 1/2' DRYWALL I'X4' P.T. NAILER DOOR CASING DOOR JAMS 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: SECURE TO BLOCK W/3/16' TAPCONS (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN S' OF EACH END 4 18' O.C. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 I/40) WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2XS: SECURE TO BLOCK W/(2) 3/I6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. $, CMU ❑ I/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" E 2X4: CM SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN S' OF EACH END 4 IS' O.C. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2XS: CEM SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 IW 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 8' CMU 1/2' DRYWALL ❑ I'X4' P.T. NAILER DOOR CASING 2ND 2X SECURE TO STRUCTURAL MEMBER W/(2A2d WITHIN 8' OF EACH END 4 W TO S' O.C. MAX DOOR JAMB OR WINDOW ATTACH TO 2X PER NOTE: SHIM AS NEEDED TO PLUMB MANUFACTURES DETAILS. JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3" F 2X4: SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X8: SECURE TO BLOCK WK2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' 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 1/49 DOORJAMB TO BLOCK +3 7/16" WINDOW TO BLOCK +3 7/16" 2X4: CE SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IS' O-C. MAX SPACING. 2X6: CIE SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2XS: MSM SECURE TO BLOCK W/(2) I/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O C. MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/I6' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK IA 8' CMU I/2' DRYWALL I'X4' P.T.. NAILER r1 r 1' P.T. 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 DOORJAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3/4" NOTES: L PER CODE AND MANUFACTURER'S REQUIEREMENT 2X SLICKING FOR THE FRONT IN SWING DOORS± INSIDE FACE IF 2X BUCKING SHALL ESE INSTALLED FLUSH WITH INSIDE FACE OF DRYWALL. REFER TO MANUFACTURER'S SPECIFICATIONS FOR INSTALLATION AND BUCK REQUIREMENTS. BUCK DETAILS SHOWN HERE ARE OPTIONS TO ACHIEVE MANUFACTURER'S R.O. REQUIREMENTS. FASTENINS OF WINDOWS AND DOORS WHERE IX BUCK IS INSTALLED REQUIRES THE FRAME TO BE FASTENED DIRECTLY INTO MASONRY. 12' DRYWALL X FURRING \-RIP 2XIO TO DOOR FRAMING HOLD FLUSH TO INTERIOR FACE OF DRYWALL ENTRY DOOR BUCK VRE UIREMENTS K wT�. G9Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W 0 E a V A F A x SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT 04321.200 099R1 MODEL 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT - Nov 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PZ 11 03 21 DATE: / / SCALE:1/4 =1'— 0" NOTE: IF ZIP SHEATHING SYSTEM IS IN5TALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PREFORMED CONTROL JOINT FLANGE OF CONTROL JOINTS TC BE WIRED TIED TO LATH a 9' O.C. MAX (VERT.). NOTE: DO NOT FASTEN CONTROL JOINT TO WALL EVEN IF STUD EXISTS BEYOND EXCEPT STAPLES W/ Na' LEG MAY BE USED TO TEMP. SECURE CONTROL JOINT DURING INSTALLATION —� FASTENERS TO BE SPACED ® "I' O.C. MAX VERTICALLY 7 THICK, 3 COAT CEMENT PLASTER WRB LAYER "2, FORTIFIBER BUILDING PAPER APPROVED METAL LATH FASTENED ®1' (VERT.) O.G. MAX AT SUPPORTS WRB LAYER "I, STUCCO WRAP WOOD SHEATHING OR 1/I6' ZIP SHEATHING SYSTEM NNSTALLED PER \ J' TO LATH SHALL NOT GAP MIN. BE CONTINUOUS 6' TO b' 6' TO a' THROUGH CONTROL MIN. JOINTS BUT SHALL Mlx BE STOPPED AND TIED At EACH SIDE. PER ASTM CI063 PROVIDE 2X4 BLOCKING \ PLACED FLAT MAX. 6' TO 8' FROM CONTROL JOINT WHEN NOTE: CONTROL JOINT FALLS ON 1. FASTENERS FOR LATH TO BE NAILS OR i STRUCTURAL STUD STAPLES IN COMPLIANCE W/ ASTM CI063 2. WIRE TIES TO BE (NO. 15) 0.0415' WIRE 3. BLOCKING SHOWN MAY BE IN ADDITION \ TO WALL STUDS REQUIRED PER PLAN "M" TYPE CONTROL JOINT CD OL FOLD INWARD • PT. A OI. FOLD MWARD • Pf. A 2. CREASE • PT. B 3. CREASE • FT. C ® @FOLD NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES SHINCsLE ROOFING-� DRIP EDGE, OVERLAP V, EXTEND 1/2' BELOW SHEATHMG, MECHANICALLY FASTEN. 4' OC, MAX. OI. FOLD INWARD a PT. A 2. CREASE • PT. 13 FO ® I. FOLD INWARD • PT. A 2. CREASE • PT. B 3. CREASE • PT. G 4. FOLD PT. C OVER PT. B TILL PT. C TOUCHES BOTTOM FLANGE BOTroM FLANGE UTATER TIGHT SEAL. FOLD, QQ NOT OUT. i' THICK, 3 COAT CEMENT PLASTER (), 1/2' 2 COAT CEhIENT PLASTER (CMU) WRB LAYER "2, FORTIRBER BUILDING PAPER (FRAME ONLY) WRB LAYER 01, STUCCO WRAP (FRAME ONLY) /—LAP LAYERS OF BUILDING WRAP OVER NAILMG PLAWW, STOP u R5 ee�zs l' ABOVE SHINGLES Cfit,4ME ONLY) FRAME OR CMU EXTERIOR I rQiiALl IL_QiREEFn a 5x5 IJ ALL FLASHING ' J O KICK - our FLASHMG 15!: DETAIL) FASCIA WRAP DETAIL NOTE: APPROVED BUILDING WRAP SHALL BE LAPPED A MINIMUM OF 6' • VERTICAL LAPS (ROLL ENDS) 4 6' ® HORIZONTAL LAPS. ALL SEAMS NEED TO BE TAPED WITH FORT15ER SHEATHING TAPE / / I" MIN. LAP ® METAL LATH \ x x x x-s-� �T 1 6" MIN PAPER LAP BELOW ONLY / WRB LAYER •2, FORTIMBER BUILDING PAPER _ APER LAP SCALE: 1 1/2' • 1'-0' ® KIC KO UT a z z LATH VERTICAL LAP TO BE In METAL LATH WRB LAYER M, STUCCO WRAP I' MIN LATH LAP, 4' OVER ALL LAP VERTICAL LATH & PAPER DETAIL NOTE: SIDE LAPS OF METAL PLASTER BASES SHALL BE SECURED TO FRAMING MEMBERS. THEY SHALL BE TIED BETWEEN SUPPORTS WITH 0-0415-IN. (121-MM) WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM C1063. FOR REPAIR OF TEARS IN WRB LAYERS, TEARS MAY BE PATCHED W/HOUSE WRAP TAPE PER MANUF. SPEC. OR PEEL 4 STICK NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEA5E SEE MANUFACTURERS INSTALLATION PROCEDURES WOOD STUDS SHEATHING - OR 1/I6' ZIP SWEAT44 NG SYSTEM (INSTALLED PER MANUF. SPECS.) BUILDING — PAPER STUCCO — NOTE: IF ZIP SHEATHING SYSTEM IS IN5TALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES i' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIFIBER BUILDING PAPER WRB LAYER h, STUCCO WRAP WOOD SHEATHING OR '1/I6' ZIP SHEATHING SYSTEM (INSTALLED PER M.a1NUF. SPECS.) LAP o LATH LAP a PAPER HORIZONTAL LATH & PAPER DETAIL 1/16' ZIP SHEATHING SYSTEM ( INSTALLED PER woo=. blV4$4t* OR CMU WRB 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 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 5 " L" FLA.S HING N,T.5. 4'x4' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE In OR LESS PIPE PENETRATION CUT AND OVERLAP ONE SIDE OF SELF -ADHERING MEMBRANE FLASHING STEP #1 INSTALL FASTENERS (CLIPS, STRAPS, STAPLES) AS REQUIRED TO SECURE PIPE/ WIRE TO FRAMING SECTION NOTE: IF ZIP SHEATHING SYSTEM IS IN5TALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES FFE 34 FI N,T.S. 6'x&' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE CUT AND OVERLAP ONE SIDE OF STEP SELF -ADHERING MEMBRANE "2 FLASHING WRB LAYER 01, STUCCO WRAP WRB LAYER "2, FORTIFIBER BUILDING PAPER METAL LATH WXro' 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 \ %l CONT. BEAD OF SEALANT INSTALL APPROVED HOUSEWRAP AIR INFILTRATION BARRIER OVER SHEATHING ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYP WALL SECTION) NTATION txterlor use of portland cement plaster shall comply with the application requirements of ASTM C 926-1ft Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787. TAIL (fR,41°*I ) LEGEND Reviewed for Code Compliance unwermo E �ineming D1RAINAGE FLANS (Wf;R5 LANT'ER *'1, STUCCO l.UfRAF) 8UILF,)ING 1~'AFER) METAL LATH x x x x STUCCO WOOD OR-fi/1roII ZIP WALL 5ELF-ADHE51VE FL45HING — — — — — — NOTE: METAL LAT�4: LATH TO 8E FER SECTION FR703.11 / ASTM C - &4_1-14a / MIN. 2.5 LBS. FEIR SO. �I-ARD (UTILITY' OF' NOMINAL LATl4 DOES NOT MEET SFECIFICr4TIONS) 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W W U W O ,gz to N F A F ti s SVBDIV & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT. STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO T7305 PRINT 21 11 03 DATE: / / SCAT 1/4"=1'-0"' SHEET WAI NOTE: IF ZIP SHEATHING SYSTEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES BACKER ROD I I I I I I BACKER ROD — WRB LAYER 4`I, STUCCO UJRAP DRYER VENT INSTALL 6' SELF -ADHERING MEMBRANE FLASHING OVER TOP, SIDE(S) AND BOTTOM FLANGES OF NON -MOVABLE FRAME OF THE EXHAUST. SEQUENCE OF FLASHING TO BE: I. BOTTOM, 2. SIDES, 3. TOP VENT CAP IS TO BE SET IN BED OF SEALANT AT TOP AND SIDES ONLY. SEALANT IS TO BE TOOLED SO AS TO DEFLECT WATER AWAY FROM JOINTS. E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL JOINTS AND INTERSECTIONS APPLY SEALANT AT PERIMETER OF NON -MOVABLE FRAME AND STUCCO ON ALL SIDES, Yd' CAULKING u+ JOINT ALL AROUND 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, FORTIFIBER BUILDING PAPER WOOD SHEATHING FRAME DRAINAGE PLANE (WRB LATER *I, STUCCO WRAP) WRB LATER 02 (FORTIFIBER — - — - — - — — BUILDING PAPER) METAL LATH x—x—x—x STUCCO WOOD OR 1/16" ZIP WALL SHEATHING SELF-ADHESIVE FLASHING — — — — — NOTE: METAL LATH: LATH TO BE PER SECTION R-103.11 / ASTM C-041-14a, MIN. 2.5 LBS. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SFECIFICATION5) BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL1\ 6" SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER UNDER 'QUICK FLASH' STUCCO FINISH 6' SELF ADHESIVE OVER TOP d SIDES FLASHING UNIT PREMANUF. DRYER VENT CAP (SET IN CONT. SEALANT) SEALANT g TOP 4 SIDES IFIF ZIP SHEATHING SYSTEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES ,VENT PENETRATION SCALE: N.T.S. ELEC. METEf VERIFY LO t-l�I=/-A I C/ r«li�I y� STUCCO SCRATCH COAT d 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 ISOCYANOTE-POLYBLEND FOAM ^t atl ')R SIMILAR) APPLY A SILICON SASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES �,. LO SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT 8 ELECTRICAL CONDUIT PENETRATION 7/16" ZIP SHEATHING SYSTEM INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING WRB LAYER 01, STUCCO WRAP WRB LAYER 02, FORTIF15ER BUILDING PAPER METAL LATH WOOD -I/B' TEXTURED CONSTRUCTION _—FINISH ®WOOD FASTEN TO WOOp STRUCTURAL MEMBER a T O.C. MAX F. E Ya' TO Jae' MID -WALL 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING FINISH ® MASONRY �B HORIZONTAL WEEP SCREED (FRAME TO BLOCK NOTE: IF ZIP SHEATHING SYSTEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER *1, CUT OPENING IN STUCCO WRAP APPROVED HOUSEWRAP FOR BOX INSTALLATION t\ CUT 4X' INTO STUCCO WRAPVP J SELF -ADHERING WRB LAYER "1, MEMBRANE FLASHING APPLY SELF -ADHERING WOOD SHEATHING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER "1 STEP *'1 APPROVED HOUSEWRAP BELOW CUT SUCH THAT APPLY 60 MIN NO MEMBRANE GRADE 'D' FELT ENTERS BOX, OVER APPLY TO FACE SELF -ADHERING EDGE FLASHING OVER APROVED HOU sW E RAP APPLY E-Z BEAD OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS 5T P #3 6 TE P *�2 6I'11AI9�t"rY,B Um+ ar�'3+ f nir�ini�oYmg +. -ntJmMK.fti WRB LAYER "1, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING �- WRB LAYER 02, FORTIF15ER BUILDING PAPER STEP #, EL,45TOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH STEP STEP #(o ELECTRICAL RECEPTACLE 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 J F w w U W 0 ti q F A S U13DIV. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT## 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHrrECT- Nov U 9 2021 MICHAEL C. ANDERSON AR NO 17305 J PRINT 11 03 21 DATE: / / SCALE: 1/4"=1'-0" SHEET WA2 DRAINAGE PLANE (WR5 LASER #1, STUCCO WRAP) WRB LATER 12 (FORTIF15ER 8UILDINCz PAPER) an METAL LATH STUCCO WOOD OR 7/16" ZIP WALL 5HE,4THiNG 6ELF-ADHE51VE FLASHING 2 1 /2 " CORNER BEAD a CORNER BEAD (FASTENER 4 $FACING fit -1" O.C. CMU 1/2" THICK, 2 COAT CEMENT PLASTER APPLIED DIRECTLI' TO MASONRY @) BLOCK Reviewed for Code c Universe ""Ing 1= 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W 0 F 0. w A F A SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT## 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 X-XULAn i DATE: 11 03 21 SCALE: 1/4 1'-0°' SHEET WA3 2xro SUB -BAND W/1 "x4" NOTCH 6 END, WRAPPED IN PEEL 4 STICK DRIP EDGE 1/5" TEXTURED FINISH 6 WOOD 1/2" TEXTURED FINISH �9) CMU METAL FA 1\ 1\ I\ I\ ' \ 2X6 SUB 1 \ METAL FASCIA \ WRAP Yell FROM \ STUCCO, 1" FROM \\ WOOD WALL \ EXTERIOR WALL \ (FRAME OR CMU) \\ �\ NOTE: NOTCH FOR 2X(o RE" LOVED EYOND) OFF WALL CO) FINISH TUBED W/1 "x4" NOTCH a IN PEEL 4 STICK WRAP 1" OFF B BAND 2" l/S' TEXTURED FIN15H a WOOD, 1/2' TEXTURED FIN151-1a CMU METAL. LATH 1000D S+-IEATHING OR CMU WRB LAYER 01, STUCCO WRAP (FRAME ONLY) IURB LAYER 02, FORTIFIBER 5UILDINGI PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT SUB BAND DETAIL C WALL NOTE: IF ZIP SHEATHING S`I'STEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES N�� FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY. FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/1Y"x4" NOTCH 6 END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT s ROOF EDGE OMITTED FOR CLARITY RevBewed rrMr Code Universal Eay9d� "'Ing ��n�. xxxxxx x x x x X x x x x x x x FRAME OR CMU x x x x x x x x x x x x x ,.- PRE -ENG'D TRUSS TO BE CUT x x x x x ,= x x x x x x x x WALL KICK -OUT FLASHING WALL LINE TO AVOID CONTACT x x x x x x x x x x x -- ' -- .- FELT PAPER W/TEXTURED FINISH x x x x x x x x x x .. ' 2 x4 x4 -(d" x x x x x x x x x x ,--' - ; - DRIP EDGE SCABBED TO TRUSS x x x x x x x x (REFERENCE POINT W/126 NAILS (o"-S" x x x x x - ONLY FOR WALL OFF O.C. MAX. x SET OF COMPONENTS) 2x SUB -BAND W4/2"x4 - NOTCH tv END METAL FLASHING, WRAPPED Mf N. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -SAND METAL FASCIA WRAP W/v"x4" NOTCH Q END, WRAPPED IN DRIP EDGE PEEL 8 STICK EXTERIOR WALL *ROOF CEMENT � (FRAME OR CMU) ROOF EDGE OMITTED FOR C"UB BAND DETAIL ® WALL CLARITY W/KICK—OUT 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w R2 U w 0 i a c> w 4 F q x 4 SUBDIV. ee LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 160 MPH EXP. C ARCHrrECT NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 2103 DATE: 11 / / SCALE: 1/4"=1'-0" SHEET WAO" T-10" 13'-4" 26'-8" 12'-0" 10'-8" EXTEND SLAB 1 1/2" FOUNDATION PLAN SCALE: 1/4" = V-0" FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE +-0'-0". 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +-0'-0", SEE SURVEY PLOT FOR NAVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE 1/2" FELT PAPER AT THE JOINT. 7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. 9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.13INDICATES #5 BAR, EIINDICATES #6 BAR,WNDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900 HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TMS 402/602-16, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH TMS 402/602-16, USING: F'm = 2,000 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED 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-2424 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 - (-)0'-0" SECURE ,4/C SIMPSON W5 GONG. UJ/ STRAP TO UNIT ROLL STRAP (2)-3/16'X2' OR EQUAL w TAP -CONS EACH CORNER OF UNIT :ONC: " `SECURE STRAP TO SLAB UNITS UJ/ (2) "Sxl 1/4 SHT MTL SGRE11,15 A/C CONNECTION TO PAD DETAIL Reviewed for Code Compliance ZaUniversal Enginewing sciencem 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W 0 F �0. U r7 4 F A 64 ti SUBDIV. ac LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB 111672-ARIA" GARAGE SWING: LEFT PAGE: FOUNDATION PLAN 160 MPH EXP. C NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 11/03/21 SCALE: 1/4"=1r-0" SHEET st EXT. PORCH SLAB_ W/ 1/2" ISOLATION / JOINT (WHERE APPLICABLE) z fV r � ° STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL \-SEE SLAB SCHEDULE -4" CHAMFER (I -STORY) 6" CHAMFER (2-STORY) SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY + D._D.. TOP OF SLAB BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" EXTERIOR MONO -FOOTING SCALE: 3/4"=1'-0" LAP P PLATE A MIN. OF 48" AND N W/ 16d COMMON NAILS, 2- WS, 4" O/C BTM. LAP TO OC ROVER STUD 2x4 OR 2x6 W\2D - WALL W/ SYPEE PLANS FOR SLE BTM. PLATE TPROVIDE DBL 2"CAPPED GALVANIZED PIPE W/FLANGE @ BASE SECURE FLANGE TO SLAB W/(4) 1/4" X 2 1/4" TAPCONS SCALE: 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCK G RE B . PLATE TO LAB ! d MASONRY NAIL TAGGERED. PQUIlIONAL METAL NECTORS NOT ED WHEN NO UPLIFT IS PRESENT. -SEE SLAB SCHEDULE z STEEL REINFORCING IN GROUTED I. CELL SEE PLAN FOR SIZE AND o a SPACING REQUIREMENTS <� m W V J W Om� m > M 8" CMU WALL D o ° SEE SLAB SCHEDULE EXT. PORCH SLAB 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION° ' 6" CHAMFER (2-STORY) JOINT (WHERE • ° s APPLICABLE) Z 4 SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY +_ TOP OF SLAB 4° w a ° SEE SCHEDULE _ FOR WxD, BAR SIZE AND BAR QUANTITY INT IOR FOUNDATION OD WALL 9 SCALE:3/4"=1'-0" (NO LIFT) EXTERIOR MONO -FOOTING @ GARAGE 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 Qa o} a: m W U V J 0. o0 0 z SCALE: STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 30" MIN. EACH WAY MONOLITHIC FOOTING D D D P P PP O. DV � D P P v FM CORNER BARS, SAME SIZE AS LARGER BAR P DI D, I IN FOUNDATION WITH 30" LEG EACH v WAY AT ALL CHANGES IN DIRECTIONS ..D SO THAT THE STEEL REINF. IS CONTINUOUS P.o). MATCH AMOUNT OF CONTINUOUS BARS v D CONTINUOUS STEEL MONOLITHIC P' FOOTING REINFORCEMENT SEE SCHEDULE D 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 IK PT PLATE A MIN. OF 48" A NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM. LAP TO CCUR OVER STUD 2x4 OR 2x6 D BEARING - WALL W/SYP No 2 STUDS SEE PL S FOR SPACING. SINGLE BT PLATE TO BE PT. PROVIDE DBL. OP PLATE SIMPSON SPH4 OR SPH6 — BTM AND TOP PLATE ANCHORS W/ 10d x 1 1/2" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x 3" SCALE: 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOV if 47 PLATE TO SLAB W/ VfEDGE ANCHOR W/ 2" R SET IN HIGH STRENGTH 5-1/2" EMBED. MIN. @ 16" OC m Lu it SEE SLAB SCHEDULE TOP OF SLAB ° ° v EQ. EQ. SEE SCHED E FOR WxD, BAR S AND BAR QUANTI INTERIOR CURB FOUNDATION WOOD WA SCALE: 3/4"=1'-0" (W/ U P LI 8" CMU W _ POURED LINTEL CONT. (TYP.) +- 0'-0" 8" CMU FILLED CELL (TYP.) ' TOP OF SLAB ° °. ° _ 2X WALL FRAMING ° SEE SLAB SCHEDULE 1/2" DIA, SIMPSON STB2 BOLTS 5" MINIMUM EMBEDMENT INTO "ISOLATED" COLUMN PAD GROUTED CELL, 4" FROM ENDS AND °• CENTERED UNDER WALL AND 16" O.C. VERTICALLY MAX . POURED MONOLITHICALLY WITH FOUNDATION AND SLAB SEE SCHE LE ' FOR WxD; BAR ZE AND BAR QUANT �rMBINED EXTERIO MONO- 10G AND COL. P Grn q/A„=i�_n INTERIOR FRAME BRG WALL TO BLOCK WALL CONNECTION SCALE: 3/4"=1'-0" CURB FOR MASONRY UNITS SET AT ELEV: 0'-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 SCALE: 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 12" O/C STAGGERED ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. III -14=0Y-11M, +- V-0" TOP OF SLAB ° 4: a� 4 . d a ° d 0 EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"=1'-0" (NO UPLIFT) Reviewed for Cade Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W ~il U W 0 I~ U W A F A F ti svBDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 J PRINT 2103 DATE: 11 / / SCALE: 1/4"=1'— 0" SHEET St. 1A 23'-10„ 16-10" 10'-61, 3'-6" Lj -10 -- 9'-10" -v Ej im 0 M 00 i� iD N O CO N , Oo M Co i co V 00 LO o co _oc ■ N El CV N Reviewed for Code o Compliance Universal Engineering Sciences El E I] El E Ei o a a o 11_101, 6-10" I)®WEL PLAN SCALE: 1/4" = 1'-0" 2194 H WY A1A, SUITE INDIAN HARBOUR BEi FLORIDA 32937 PH: 321-802-359' www.abdesigngroup. AA #: 0003325 th W x 0 0'J O Wj SUBDI'V. LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL 4EAB "1672-- ARIA" 0ARA01M SWINCw: LEFT PAGE: DOWEL FLAN 160 MPH EXP. C ARCHrrECT: TE OF FLOF J/ NOV CI 9 2021 MICHAEL C. ANDER5ON AR NO 17305 PRINT 11 03 21 DATE: / / 2 SCALE: 1 /4"=1' -- 0" SHEET o TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM d A Z fV d e d d ' a HORIZONTALNERTICAL REINFORCING SCALE: 3/4"=1'-0" EXT. PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) 6" PVC CHASE THRU FOOTING VARIES PER ELEV. CLEAN OUT REQUIRED FOR INSPECTION OIL 0'-0" FIN. FLR. TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" �i��S3�1gL�iL'Zel1II[Hlg[ : • Z ' CELL SEE PLAN FOR SIZE AND � SPACING REQUIREMENTS 30 or <t m W U � J K U Q z 8" CMU WALL M I' a. ' d e SEE SLAB SCHEDULE 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) i z MATCH STEEL REINFORCEMENT v PER SCHEDULE SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 1 36" #7 42" PVC CHASE 4 THRU FOOTING SCALE: 3/4"=1'-0" REINFORCEMENT PER SCHEDULE NG #5 BARS CMU UNIT DIMENSIONS ARE NOMINAL SIZES MASONRY SYMBOLS SCALE: 3/4"=1'-0" I Is Reviewed for Code M Is Compliance Im Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 h W V Cy 0 E 0. v W Q F A ti SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT- NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 J PRINT 2103 DATE: 11 / / SCALE: 1/4"=1'-0" SHEET S1. 2 A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 1 Od 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 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE & DESCRIPTION REMARK 1@ (2) 2X8 BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION fc (psi) SIZE W'xH' REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — (1) #5 — N/A — GROUTED SOLID 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i 1 i 1 i i 1 i 1 8F16-1T/0M/0B 1 LINO, PROVIDE BB1 WHERE 1 ROOF TRUSSES BEAR, TOP 1 OF WALL EL. 8'-8", UNO. 1 1 1 I i i �o 1 ♦o 1 ♦♦ 1 ♦ 1 % 1 1 ♦♦ 1 ♦. 0 ♦o♦ ♦o o♦ 8RF6- ♦♦ 1 T/OM/OB 5'-4" ♦� 1 -114,♦ , 1 1 1 1 ♦♦ �♦ 1 1 1 ♦♦ 1 1 1 ♦♦ ♦ 1 1 8F28-1T/0M/1B 1 8F8- 8F16-1T/0M/0B ♦♦ 1 1 1 T/OM/OB ♦ 1 L---------j LIFT BEAM PLAN SCALE: 1/4" = 1'-0" Reviewed for Code Compliance Universal Engineenng Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 h W 04 U W h A F Q ti SU'BDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT 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 DATE: 11 03 21 SCALE: 1/4"=1'- 0" SHEET NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8" 1#5 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING PLACE STEEL HEIGHT. oF�N REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5 TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8"xl6" o�EF P / 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL 1#5 #5 CORNER BAR W/ 30" LAP FOR EACH / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE COURSE OF BOND BEAM / / TOP OF THE LINTEL. I/ gg I, 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. VERTICAL REBAR W/ 10" HOOK / pe`�FO� 8x16 DBL. BOND TOP OF 7 $ PF BEAM W/ (1) #5 BAR 80ND BEAM EACH COURSE 8x8 BOND BEAM TOP OF .a0 VV/ /91 ifs ROR BOND BEAM 0 F = FILLED W/ GROUT 30" TYPICAL �pC�O U = UNFILLED GROUT SOLID FROM t 0 OPENING NOMINAL # OF #5'S, IN 2ND BOND LINTEL IF TOP LINTEL. BOND WIDTH BEAM COURSE BEAM, IF FILLED LINTEL. #5 BAR IN BOBEAM SEE NOTE 5 ND -16.1 T/1 M/LOB LINTELW/(S#5BARR( 2)E MASONRY P EF NOMINAL LENGTH OF BAR = WIDTH OF HEIGHT # OF #5'S, TOP � OPENING - 2" BEAM DESIGNATION IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE CORNER OR SCALE: 3/4"=1'-0" REINFORCING OF BOND BEAM ANDXFTHAT XX-1T/1M/OBINICATE ASINGL BOND E BOND AM #OF#5' IN LINTEL LINTEL, /OSTEAST CONCRETE 1 AND XFXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (0) REFER IT IS THIS ENGINEER'S INTENT ! SCALE: 3/4"=1'-0" AND XUXX - 1T/1M/OB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED TO PLAN FOR LOCATIONS TOP OF OPENING LINTEL AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL PRECAST HEADER(MIN) DBL. BOND BEAM 2x4 (MIN 2 X 3) 1-3/16 AT HIGHER ELEVATION TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD DBL. BOND BEAM SIZE .300 MIN EMBEDMENT 1 AT LOWER ELEVATION WINDOW 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" #5 BAR BENT EMBEDMENT AS SHOWN =_ 2x6 (MIN 2 X 3) 2-3/16 TAPCON OR IVE PIN (MIN SHANK a 3 114, SIZE.145 5 MIN HEAD S ZE 300 PRE CAST a N MIN EMBEDMENT 1 1/4") 8" WINDOW Z , FROM EACH END AND 18" SILL 70" ti"� SLOPE O.C. MAX. MIN 1-1/4" _ EMBEDMENT o M 2x8 (MIN 2 X 3) 2-3116 OPEN FACE SHELL SO A TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD AS TO ALLOW BENT SIZE .300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING BAR TO BE PLACED IN 1/4") 8" FROM EACH END AND SECURE TO SHEATHING W/ UPPER AND LOWER #5 MIN. REQUIRED IN 18" O.C. MAX. MIN 1-1/4" MIN. 2-12d PER BILK. EA. END BOND BEAM EACH CELL HOOKED IN EMBEDMENT TOP BOND BEAM W/ STANDARD ACI HOOK 7/16" OSB SHEATHING CORNER BARS TYPICAL MASONRY WINDOW VCMU WALL AT CORNER STEP SILL CONSTRUCTION 4 ARCHWAY FRAMING DETAIL 5 3 SCALE: 3/4"=1'-0' SCALE: 1 1/2"=1'-0" SCALE: 3/4"=T-0" PROVIDE 3" DIA. HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL. � I > I I SINGLE #5 CORNER a BAR, 30x3O TURNED UP STEEL REINF. OF p OR TURNED DOWN INTO RevigwelfarCarie 05 FE I I I / FILLED CELL A BOND. BEAM Q�E I I Cal univarhl Engineering sCiehggrA I U I I) II 8x8 CMU PIER PROVIDE #5 I / W/ SINGLE OR DOUBLE REINF. BAR(S), AT EACH SIDE SEE PLAN. STEEL REINF. OF OF ELEVATION ENSURE THAT PIER GROUTS BENEATH BOND. BEAM CHANGE LINTEL. CHANGE IN ELEVATION OF BOND BEAM 7 SCALE: 3/4"=V-0" SINGLE LINTEL, MULTIPLE (OPENINGS 6 SCALE: 3/4"=1'-0" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W U W 0 E a U ti A Cam. A E4 +w G N t � �o SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHTECT: STATE OF FLORIDA NOV 0 9 2021 WCHAEL C. ANDERSON AR NO 17305 PRINT 11 03 21 DATE: / / SCALE: 1/4rr=1r-021 SHEET S2. IA "LOTT"S CONCRETE" / "CAST-CRETE" / "QUALITY" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS IT SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 811 PRECAST & PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT SAFEELLOAD SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 8/8-OB /16-1T/OB /20-1T/OB /24-1T/OB 8-1T/OB 2-1T/OB TYPE LENGTI-I $/8 PLAIN S/8 SOLID TYPE LENGTH 8/8-1T 8/16-1T 8/20-1T 8/24-1T 8128-1T 8/32-1T 8/8-18 16-1T/1B /20-1T/1B 4-1T/16 8-1T/1B 2-1TNB 8/8-2T 8/16-2T 8/20-2T 8124.2T 8/28-2T 8/32-2T 3'-6" PRECAST 1436 952 3114 4217 5321 6426 7531 3'-6" PRECAST 689 1024 3°-6" PRECAST 1569 3524 4394 5263 6132 7001 2465 6113 6385 7708 9031 10000 1569 3524 4394 5263 6132 7001 41-0" PRECAST 1065 700 2305 3125 3945 4765 5587 4'-0" PRECAST 514 763 4'-0" PRECAST 1363 3060 3815 4570 5325 6079 1961 6113 7192 6524 7627 8761 1363 3060 3815 4570 5325 6079 4'-6" PRECAST 819 533 1770 2400 3033 3666 4300 4'-6" PRECAST 398 591 4 -6" PRECAST 1207' 2582 3375 4043 4711 5379 1625 5743 7547 6752 6541 7565 1207' 2707 3375 4043 4711 5379 5'-4" PRECAST 931 1247 1999 2560 3123 3686 4249 5'-4" PRECAST 411 411 5'�PRECAST " 1016 1806 2374 29" 3513 4084 1319 4460 7196 7342 5780 6259 1016 2276 2838 3399 3961 4084 " 5 -10 PRECAST 817 1024 1631 2090 2549 3009 3470 " 5 -10 PRECAST 340 339 S-10" PRECAST 909 1499 1971 2443 2915 3387 1161 3693 5877 6036 SW 5776 929 2080 2593 3107 3620 4133 6'-6" PRECAST 692 1139 3227 3031 3707 4383 5061 6'-6" PRECAST 410 721 6'-6" PRECAST 835 1201 1578 1955 2709 1139 3227 4598 7054 10000 8825 835 1868 2329 2790 _2332 3251 3712 71-6" PRECAST 570 938 2498 2205 2698 3191 3685 71-6" PRECAST 303 534 7'-6" PRECAST 716 900 1181 1462 1743 2025 938 2498 3408 4864 7067 6472 727 1624 2025 2426 2827 3228 9'-4" PRECAST 428 633 1593 2204 2481 2818 2621 9'-4" PRECAST 192 384 9'-4" PRECAST 454 586 767 948 1129 1310 639 1674 2298 3081 4099 4899 672 1318 1643 1969 2164 2519 10'-6" PRECAST 388 487 1247 1767 1904 2163 2028 10'-6" PRECAST 151 301 10`-6" PRECAST 356 468 612 755 899 1042 550 1407 1897 2781 3222 3784 604 1180 1472 1763 1710 1989 11'-4" PRECAST 330 544 1312 1742 2252 2868 3630 11'-4" PRECAST 132 417 111'-4" PRECAST 430 406 530 653 777 872 544 1312 1742 2252 2868 3552 466 1042 1372 1643 1470 1710 12'-0" PRECAST 308 507 1210 1596 2048 2586 3191 12'-0" PRECAST 111 370 12'-0" PRECAST 383 366 476 587 698 783 507 1210 1596 2048 2586 3171 440 940 1300 1560 1314 1476 13'�" PRECAST 270 433 1045 1365 1732 2157 2635 13°-4" PRECAST 82 298 13'-4" PRECAST 308 303 393 484 575 645 414 1045 1365 1732 2316 2605 396 780 1057 1312 1071 1203 14'-0" PRECAST 254 388 978 1272 1606 1988 2279 14°-0" PRECAST 71 293 114'-0" PRECAST 279 278 360 443 526 609 390 978 1272 1606 1950 2389 378 717 961 1192 975 1133 14'-8" PRESTRESSED N.R. NR NR NR NR NR NR 141-8" PRESTRESSED N.R. 283 14°-8" PRESTRESSED 239 422 506 626 746 865 458 1079 1429 1824 2277 2712 246 663 980 1237 1474 1715 15'-4" PRESTRESSED N.R. NR NR NR NR NR NR 15'-4" PRESTRESSED N.R. 252 115'-4" PRESTRESSED 224 387 464 574 684 793 412 1014 1340 1703 2118 2513 230 616 908 1134 1353 1572 1T-4" PRESTRESSED N.R. NR NR NR NR NR NR 17'4" PRESTRESSED N.R. 183 17'-4" PRESTRESSED 187 326 365 451 587 680 300 856 1121 1413 1739 2047 192 506 720 501 1135 1312 19'-4" PRESTRESSED N.R. NR NR NR NR NR NR 19'-4" PRESTRESSED N.R. 148 119°-4" PRESTRESSED 162 266 348 430 513 595 235 736 959 1200 1467 1716 166 429 623 803 950 1098 21'-4" PRESTRESSED N.R. NR NR NR NR NR NR 21'4" PRESTRESSED N.R. 125 211-4" PRESTRESSED 142 219 308 381 454 527 180 598 833 1038 1168 1468 142 373 537 690 816 943 22'-0" PRESTRESSED N.R. NR NR NR NR NR NR 22'-0" PRESTRESSED N.R. 116 221-0" PRESTRESSED 137 226 290 359 428 497 165 550 784 992 1203 1381 137 358 513 659 779 900 24'-0" PRESTRESSED N.R. NR NR NR NR NR NR 24'-0" PRESTRESSED N.R. 91 24'-0" PRESTRESSED 124 174 245 302 360 418 129 450 654 824 1014 1147 124 319 455 581 687 793 - ALL VALUES TAKEN AS THE LESSER FROM "SAFE LOAD TABLES" BY QUALITY 2018 EDITION, LOTT'S MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE AND CASTCRETE MAY 2015 EDITION. - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 19-0130.13 3?eV�ePan co m,p w, 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.atidesigngroup.com AA #: 0003325 J F W w a U co I 4 F q ti p &LOT: EKSIDE ASE 2 T #99 CT# 200 099R1 :EAB 2-ARIA" GARAGE SWING: LEFT PAGE: SAFE LOAD TABLES 160 MPH EXP. C ARCH 7 STATE OF FLORID NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 rrV,aav a DATE: 11/ 03 21 SCALE: 1/4"=1'-0"' SHEET � .2A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL, 10. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE, 14. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. TRUSS MANUFACTURER / ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2x6 BTM. CHORD (MIN.) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN. ENDJACK 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON GIRDER/TRUSS TRUSSES W/2X4 ti NAILS & SECURE TO BM. W/ SIMPSON LTA2 USED TO M W/2x6 BOTTOM I� BOTTOM CHORD I I /j U U U BRACE TOP OF WALL. CHORD U U I CJ1 11 II -- --�- n 11 _ 'M---It---mILI 11 - IIIF 11 EJ7 I IIII I III Lru III II CJ3 2x4 SCAB NAILED TO C) = II 11 11 11n n u u n n u 1 I Lulln wl TRUSS BOTTOM DIAGONAL ^ NAILS FOR EACH II II II II II II II II II II I II CHORDMIN 10d CHORD BRACING BRACING/BOTTOM ATTACH 4'-0" LONG 2x SCAB TO I I I 1C I II CJ5 n = II II II II TRUSS W/ 10d NAILS @ 6" O.C. III I II 3.1 n u CHORD CONNECTION II I) II II II II (i (FROM LEA. END) 1A n4nr DISSIMILAR BOTTOM CHORD BRACING @ END t-UK EACH CHURL) CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ MID RUN SCALE. N.iw CONNECTOR SCHEDULE CONTROL DATE: 01/21/2021 MITek USP SIMPSON MiTek USP SIMPSON DES UPLIFT GRAVITY DES, UPLIFT GRAVITY FASTENER FASTENER HTA 16-18 1625 META-16 1450 (8) lOd X 11/2" 1-PLY, (7) 16d 2-PLY, EMBED 4" (8) IOd x 11/2" 1-PLY, (6) lbd 2-PLY, EMBED 4" (2) HTA 16-18 2430 (2) META-16 1985 (12) 10d x 11/2" I -PLY, EMBED 4" (10) IOd x 11(2" 1-PLY, EMBED 4" HTA 16 1870 HETA-16 1810 (IC) 10d X 11/2", (8) 16d 2-PLY, EMBED 4" (9) 10d x 11/2" I -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 11/2" 1-PLY, (8) 16d 2-PLY, EMBED 4" rig (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 (16) 10d (7) - 114" x 2 1/4" TITEN, WOOD (16) 16d LUGT-3 3380 LGT3-SDS2.5 3480 CONC (4) 3/8" X 5" Wedge-Bolt+Anchors, WOOD (12) WS25 (12) SEE 1/4"x3" TO GIRDER, (4) 3/8" x 5" TITEN HD TO WALL DHTA-20 2430 DETAL-20 2480 (16) - 10d x 11/2, 1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE (18) - 10d x 11/2, 1 PLY ALTERNATE USE OF (2) HETA-20 ACCEPTABLE MUGT15+ 3945 MGT+ 3965 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22) 10d TO WOOD) (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (22) 10d TO WOOD ITUGT2+ 9575 HGT-2+ 10690 WOOD (8) 10d, MASONRY (2) 3/4" A.T.R (2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) 10d TO WOOD HUGT3+ 9860 HGT-3+ 10690 WOOD (8) 10d, MASONRY (2) 3/4" A.T.R (2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) lOd TO W000 LPTA 1510 PARALLEL TO WALL 1470 PERPENDICULAR TO WALL LTA2 1210 PARALLEL TO WALL 1210 PERPENDICULAR TO WALL (10)10d x 11/2" (10)10dx 1-1/2" MUGT15 3945 VET 4940 (1) 5/8"A.T. R. I N HIGH STRENGTH EPDXY (MIN.12"EMBED),(4)10d TOP/(6)10d FACE/(12) 10d BACK OF TRUSS (1) 5/8" A.T. R. I N HIGH STRENGTH EPDXY (MIN, 12" EMBED), (16) SDS 1/4".3" HUGT 1 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) SEE 1/4"x3" MTW 12 965 MTS-12 990 (14) 10d x 11/2", (14) 10d (14) IOd X 11/2" HTW 16 1355 HTS-16 1310 (16) 10d X 1 1/2", (16)10d (16) 10d X 11/2" HTW 20 1355 HTS-20 1310 (24) 10d X 11/2", (20)10d (24) 10d X 11/2" HTVJ 24 1355 HTS-24 1310 (24) 10d X 11/2", (20)10d (24) 10d x 11/2" LSTA 12++ 930 LSTA-12 ++ 925 (10) 10d (10) 10d LSTA 18++ 1235 LSTA-18++ 1235 114) 10d (14) 10d MSTA-18., 1310 MSTA-18++ 1315 (14) 10d (14) 10d MSTA-24++ 1640 MSTA-24++ 1640 (18) IOd (18) 10d MSTA-30++ 2065 MSTA-30u 2050 (22)10d (22)10d MSTA-36++ 2065 MSTA-36++ 2050 (26)10d (26)10d KSTI236 2765 MSTI-36 3800 (36) 10d X 11/2" (36) 10d X 11/2" KTSI248 5105 MSTI-48 5070 (48) 10d X 1 1/2" (48) 10d X 11/2" LFTA6 980 H6 1055 1 (16) 8d x 11/2", (16) 8d) () Sd TO PLATES, STUDS SPT4 875 SP4 825 (6) lOd TO STUDS (6) lOd TO PLATE (66S ) lOd x 1 1/2" TO STUDS MP34 525 IN F1 @ 160% A34 430 (4) 8d x 11/2" TO BEAM, (4) 8d x 11/2" TO POST. (4) 8d x 1 112" TO BEAM, (4) Sd x 11/2" TO POST. HHCP2 680 HCP2 590 (10) 10d x 11/2" TO TRUSS, (10) 10d X 11/2" TO PLATE (12) 10d X 11/2" RT16A 102D HIBA 1040 (9) 10d x 1112" TO TRUSS, (8) 10d X 11/2" TO PLATE (18) IDS X 1112" MUG715 & PHD4A 4175 VGT& HDU4 4940 (28) lOd TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/5/8" THREADED ROD (16)-SDS 1/4"x3" TO WOOD, (10)-SDS 1/4"x21/2" W/THREADED ROD, (2) NUTS/WASHER/2 PLY MUGT15 & PHDSA 4175 VGT & HD78 4940 (28) 10d TO TRUSS, (10) W53 WOOD SCREWS TO POST W/ 5/8" THREADED ROD (16)-SOS 1/4"x3" TO WOOD, (3)-3/4" STUD BOLTS W/ THREADED ROD, (2) NUTS/WASHER/2PLY PAU44 2535 6775 ABU 44Z 2300 7750 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (12)16d TO WOOD (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD PAU66 2455 16005 ABU 66Z 2190 18205 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (12)16d TO WOOD (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD LT519+++ 1205 LTT19+++ 1310 (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., (8)10d TO WOOD LTS2013+++ 1100 LTT20B+++ 1500 (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (10)10dx 1-1/2 TO WOOD (1) 1/2" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (10) 10d TO WOOD HTT45 4160 HTT4 4455 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED) IN CONC., (18)16d X 21/2" (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONC., (26) 16d X 21/2" Z Q HTT45 5005 HTT5 5090 1115/8"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 X21/2" UPHDII+ 14395 HHDQ11-SOS 2.5+ 11810 (1) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED) N CONC., (24) WS3 WOOD SCREWS (1) 1" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONC., (24) SOS X" x 2y," WOOD SCREWS PHDSA 6525 HD78 6645 (1)5/8" A.B. IN HIGH STRENGTH EPDXY, (MIN7" EMBED) IN CONC. W53 WOOD SCREWS (1)7/8" A.B. IN HIGH STRENGTH EPDXY,(MIN. 7"EMBED.)IN CONC., (3)3/4"STUD BOLTS TO WOOD TDX8 7870 (l) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC. (3) 7/8" STUD BOLTSTO WOOD NFM35X12U 2580 7130 MBHA 3,56/11.25 3475 5330 2ISLMINOF H LESS LL.(3ITW RAMSET/REDHEAD DYNABOLT EEE ANCHOR EQ W/MINSEMBED INSTALLED INACE.(14)OdAT1015T R7HIGH C.MEMBEDMENT) INC.M.U. TOP, (1)3/4"A.T.RINHIGH STRENGTH EPDXY, (MN6.5'EMBEDMNT)INM.UFACE,(18)10dTO BEAM HUS4121F 3615 2710(100%) HUSC412 (WOOD) 3435 2635(100%) (10) 16d TO HEADER, (10) 16d TO WOOD (10) 16d TO HEADER, (10)16d TO WOOD 3325(125%) 3220(125%) HD4101F(CMU) 1950 3080 HUC410 (CMU) 1800 4500 (18)1/4""x3"" WS3 SCREWS, (10) SOd 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 HUC210-2 (CMU) 1800 4500 (18) 1/4"" x 3 " WS3 SCREWS, (10) 10d TO WOOD. USP (20) 3/16"" TAPPER+, (10) lOtl TO WOOD (18) 1/4" x 2-3/4" TITEN (9 PER RANGE) TO CMU, (10) lOd TO WOOD: H D210-311'(CMU) 2795 5015 HUC210-3 (CMU) 1800 g50p (18)114""x3"' 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: LGUM26-2 2125 6065 LGUM26-2-SD 1430 5595 (4) 3/8" X 4" Wedge -Bolt+ Anchors, WOOD (4) WS3 WOODSCREWS (4)3/8 x4TITEN HD ANCHORS (2 PER FLANGE)TO CMU, (4) 1/4 X 2-1/2 SDSSCREWSTO WOOD 1A 1A 1A I I _4 I I I I CJ1 CJ3 CJ5 1A 61 6 A5 A4 A2 PRE-FMRICATED FtCPOF TRUSSES @ 24" O.C. r- - ¢ ¢ A2 _ _ _+t � =r 22"x54" A3 0 -I ACCEISS Aa A5 A7 F� A9 1A A8G .1 Op 1A j c um a II _ _ _ _ IILu II II - - CJ5 o m I T_ _ ti 3.1 = n II II II II CJ3 / II II CJ1 8 V 7 ELI 1.16 S3.1 0 Of FRAMING PLAN SCALE: 1/4" = 1'-0" II q ¢ ¢ u 0 F? T Mewewed for Code Compliance Universe! Engineering pii�- SL,,�nc,3 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325011111 F W c�D W 0 F C4 4 Ewv A SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: FRAMING PLAN 160 MPH EXP. C ARCHITECT-. STATE OF FLORIDA NOV 09`2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 03 21 DATE: / / SCALE: 1 /4"=1' - 0" SHEET S 3 ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP "ROOF/WALL/FLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 10d x 1 z" NAILS TO TRUSS PLYWOOD SHEATHING, SEE (1) SIMPSON HETA16 # 1100 UPLIFT SIMPSON "ROOF/WALUFLOOR B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH TRUSS ANCHOR WITH NOTE: A PT SYP #2 2" x 4", HTSM20 W/10 10d TO (12) 16d x 1 z" NAILS TO TRUSS SHEATHING FASTENER SCHEDULE" (9) 10d x 1 z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED TRUSS AND (4) 1/4" x 2 1/4" DBL STRAP, 1 EACH SIDE WRAPS UP AND GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3" TITEN 2 ANCHORS TO OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE CONT POURED LINTEL 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 # 1900 UPLIFT (2) SIMPSON (2) SIMPSON HETA16 TRUSS ANCHORS W/ 10d NAILS, 2 ROWS, 3" HEAVY UPLIFT TIEDOWN REQUIREMENTS. HTSM20 INSTALLED ON PRE-ENG TRUSS WITH (12) 16d x 3 Z" NAILS TO GIRDER O/C TO FACILITATE ONE CONNECTOR OPPOSITE FACES OF BLOCK WALL 10d TO ADDITIONAL PLY MAX. TO ACCOMMODATE TRUSS A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN ) 1/4110 TRUSS AND (4) 1/4" x 2 1/4" 2x WOOD FASCIA ANCHOR REQUIREMENTS. WITH 4 3 x 5" TITEN HD TO CMU AND 12 SDS O e ( ) TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM SE SEE ARCHITECTURAL 4" x 2 2" TO GIRDER CONT POURED LINTEL 2x SECURED W/ (3) 16d 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) Z" 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 5"TITEN HD TO CMU AND (18) SDS a' x 3" 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED MASONRY BOND BEAM 12" O/C SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS SEE SCHEDULE A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 1-1:2365 LBS, L:1430 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) TITEN 2 ANCHORS MIN. C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) 2" COVER & 2" APART REPAIR OF MULTIPLE TYPICAL TRUSS/ 1 a 1 b 1 C TYPICAL ROOF MISPLACED EMBEDDED TRUSS ANCHOR SCALE: 3/4"=1'-0" GIRDER CONNECTORS) 2a 2b 2c SCALE:3/4"=1'-0" SCALE GIRDER CO"ECTORS) 3/4''=1'-0" (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN BRACE W/ (3) 12d @ EA. TRUSSES WHERE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENTAT 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 2x PT. PLATE (1) "X" BRACE @ CENTER TO BLK W/ 1/2" DIA. 6'-0" MAX (W/1X4) (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2" OR 10'-0" MAX (W/2x4) FROM CENTER TO END. WASHER SET IN HIGH 2x WOOD FASCIA, STRENGTH EPDXY 6" SEE ARCHITECTURAL EMBED. AT 32" OC — 1x4 DIAGONAL MIN. BTM. CHORD PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 BRACING, SEE P.T. PLATE W/ 12d's 8" U w PLAN FOR LOCATION STIFFBACK (AS PER O.C. MAX o g d U a MAY NOT BE REQUIRED TRUSS ENG) CONT. 2x4 SECURED W/ F7 N (2) 10d's @ EACH TRUSS TO BE INSTALLED @ BTM. CHORD OF 10'-0" O.C. MAX. `: a WOOD ROOF TRUSSES SEE SCHEDULE FOR BOND BEAM REQ. .q 1x4 BTM. CHORD BRACING 6-0" O/C — END WALL OR OTHER MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF 10'-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN COMMON NAILS AT EACH CHORD INTERSECTIQNTYP. BTM. CHORD BRACING BLOCK WALL W/ GABLE END 6 7 SCALE: 3/4"=1'-0" PRE-ENGD TRUSS SCALE:3/4"=1'-0" THE USE OF ALTERNATE MATERIALS MAY BE NOTCH DEPTH 1/4•D 'D HOLE EDGE>5/8" USED SO LONG AS THEY CONFORM TO THE HOLE DIAMETER FOLLOWING < 2/5`D SGL. STUD OUTER 1/3 OF 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS SPAN ONLY 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 HOLE EDGE >5/8" 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. Reviewed for Code BTM. HOLE DIAMETER Compliance PLATE < 3/5`D DBL. STUD Universal Engineering Sciences g STUD NOTCHING ALTERNATE MATERIALS 11 AND BORING LIMITS SCALE:3/4"=1'-0" 0 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-8023591 www.abdesigngroup.com AA #: 0003325 F W W P V W 0 F w q F A F: ti SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321.200 099R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 03 21 DATE: / SCALE: 1/4"=11- 0" SHEET S3. 1 A PRE-ENG GABLE TRUSS 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD - BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK- W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN CONT. 2x4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. GABLE END BRACING W/ PRE-ENG CMU WALL SCALE: 3/4"=1'-0" Reviewed for Code Univer82l E� one Scien eBeenng 2194 H'WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 El W U W la a h 0. V W A h A F ti P IV & ]LOT: EEKSIDE HASE 2 OT #99 ECT##..200 099R1 L:4EAB '72-ARIA" LGARAGrE SWING: LEFT ': ETAILS MPH EXP. C ARCHITECT: STATE; OF FLORIDA MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 11/03 /21 1 SCALE: 1/4"=:L'-0"' SHEET S c- . 1 3 11). (2) 2X4 No.2 SYP DIAL. — 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. 1x2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3) 16d GALV. COMMON NAILS. 1x2 SECURED W1 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 SCALL: 3/4"=T-D" SIDE VIEW VTCR SPACING (1) AT EA, onln F,-n,, n. PRE-ENGINEER`v VALLEY TRUSS CONNECTION T.S. @9 Reviewed for Code Compliance Universal Engineering Scfenoe& 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 h W 0 U W 0 h a U q Ll q F� ti SUBDIIT. 8e LOT: CREEKSIDE PHASE 2 LOT #99 PROJECT# 04321„ 200 099R1 MODEL: 4EAB "16'72-ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP,. C ARCHrTECT: STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 11 03 21 DATE: / / SCALE: 1/4"=1r-0" SHEET s 3 , 1 C GABLE - END HIP ROOF — 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"= W-O" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH EXPOSURE CATEGORY: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT: +/- 0.18 ROOF DIAPHRAGM FOR ASPHALTSHINGLE SHIN ROOF USE MIN 19/32" STRUCTURAL SHEATHING EXP 1 (40/20), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 19132" 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/ WALU FLOOR SHEATHING FASTENER SCHEDULE NAZI RFOUIPPMFNTS 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 SCREW -NAILS RSRS-01 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 7116" ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) SEE DETAIL. ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD ZONE 2e, 2n, 2r. 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD ZONE 3,3e, 3r, 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. IN FIELD NOTE: ROOF SHEATHING THICKNESS WAS CALCULATED AND ADHERES TO ASCE 7-16 8d RING SHANK GUN NAILS 0 4" O.C. ,� TOP & BOTTOM EDGES Z z O • � J ZLU LL Z z0 I Tr. CAI. OMIC lMIIVUHI JNk I1IVICINI SHEATHING RAFTER OR TRUST ROOF SHEATHING ===of= L111ilill ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING @ 16"O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA. END. ATTACH ROOF SHEATHING TO RAFTERS 2/ BLOCKING PER NAILING SCHEDULE C10d RING SHANK GUN NAILS SEE "ROOF SHEATHING ATTACHMENT" TABLE FOR FIELD SPACING C#8 2" DECK SCREWS @ 6"-8" O.C. MAX @ E4GES & 12" O.C. MAX IN FIELD. UNTHREADED SHANK TO EXTEND BEYOND THICKNESS OF SUB -FLOOR SHEATHING TYP. 3/4" T&G SU DECKING GLUED TO ALL EXPOSED MEMBERS GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M, MAXIMUM AGGREGATE SIZE SHALL BE 3/4", STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2020, 7th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4", ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF PROVIDE 8 MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES FORM -WORK: SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL BE 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 V41TH 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 W OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. 00 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 THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2. IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM A1064/A1064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE WOOD TRUSSES: ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE 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 T-O" OC, EACH WAY. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND 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 REVIEW. COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED 20 psf TOP CHORD -non-concurrent 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 DEAD LOAD DEAD LOAD 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 FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 88: 1990. 15 pef TOP CHORD 20 psf TOP CHORD (7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. 10 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH DEAD LOAD TO RESIST WIND UPLIFT: 1Opsf 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. STAIRS LIVE LOAD 40 psf WIND: DEAD LOAD SPEED MPH 3- SECOND GUST RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING (ASCE 7-16 (BBC R2020) 020) EXPOSURE C, RISK CATEGORY II) INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: UNINHABITABLE ATTIC WITH LIMITEDH LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WIT 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 A A AND PLANS ARE PROVIDED TO FACILITATE THE OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE MASONRY STANDARDS JOINT COMMITTEE. TI TI CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED THE TRUSS AND GIRDER REACTIONS 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 PROVIDED THE TRUSS ENGINEER. 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 . DRAWINGS SUBMITTED WITHOUT REVIEW L D WILL BE RETURNED UNCHECKED. H D C SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE AND CLADDING WAND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR . 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 TRUSS ALL TRUSS TO T SS CONNECTIONS. 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: FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. SOIL FOR TERMITE PROTECTION. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE REINFORCING. 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.C. 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, CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE A500/A500M E = L - GRAD B, Fy 46 STRUCTURAL PIPE SHALL BE ASTM 3M, GRADE B, TYPE E OR S, Fy - 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. S SHOP. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL CONCRETE PLACEMENT. CONCRETE SLUMP SHALL NOT EXCEED 5"+h PRIOR TO THE ADDITION OF PLASTICIZER. OTHER BOLTS SHALL BE ASTM F3125/F3125M BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI318 AND ASTM C94IC94M OR MEASURING, MIXING, TRANSPORTING, ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED, THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE ABOVE. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: Reviewed for Code A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY ]EXPOSED TO EARTH (FOUNDATIONS): Compliance G9 B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER: Universal Engineering 1-1/2" FOR #5 AND SMALLER Sciences T 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 FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS 1x2 PT FURRING TO CASE HARDENED COIL 8" O/C GARAGE DOOR BUCK 1/4" DIA. TAPCON MASONRY 1 1/2" EMBED., 4" END DIST., MASONRY / CONC. NAIL 1 1/2" LONG. TO MASONRY/CONG NO WASHER FASTENER 8" 0/C 1 1/2" EDGE DIST. SGD, AL EX7, DOORS Ix PT, SEE NOTE 6 CASE HARDENED COIL NAIL 1 112" LONG, 9" O/C STAGGERED WINDOW/DOOR/ FASTENED INTO MASONRY/CONC. GARAGE DOOR BUCK TO MASONRY/GONG 3/8" DIA. OR 1/2" DIA. EXPANSION BOLT 18" O/C (3/e" DIA) q^EMBED., 4" END DIST., W/WASHER 2W O/C (1/2" DIA) 3" EDGE DIST. WINDOWBUCK CASE HARDENED COIL 9"O/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR SPACING 1x PT, SEE NOTE NAIL 1112"LONG. STAGGERED INTO MASONRY/CONC. MASONRY/CONC. REQUIREMENTS EXT. SWING DOOR (2) 3/16"DIA. 'TAPCON' 78" O/C 1 1!2' EMBED, 8" END.- BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER DIST., 1 1/2" EDGE DIST. 2x PT WINDOW BUCK 8.138° PAF x 21/8" 9" O/C 4" END. DIST., 1 1/2" PT TO STEEL COL„ SEE NOTE 8 W/ WASHER STAGGERED EDGE DIST. NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND/OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILT] X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 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 F W U W 0 h E4 c W A ti A �n 4 to W X cm SUBDIV. 8c LOT: CREEKSIDE PHASE 2 ]LOT #99 PROJIECT# 04321.200 099R1 MODL�L 4EAB ' 116'72- ARIA" GAG RAE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C 14RCHrrECT STATE OF FLORIDA NOV 0 9 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 11/03/21 SCALE: 1/4"=1'-0" SHEET SNI