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Home My WebLink AboutBuilding Planst 1430 CULVER [DRIVE NE, PALM BAY, FL 32907 Tel: (321) 733-7092 Fax: (321) 733-7972 • STATE OF FLORIDA DESIGN CRITERIA: CERTIFIED BUILDING CONTRACTOR: •1wimA BmING CODE, RESIDENTIAL, 6TH EDITION (2017) •ALL LOCAL AND STATE CODES DR HORTON HOMES .00CUPANCY - RESIDENTIAL, GROUP R3 1430 CULVER DRIVE NE •CONSTRUCTION TYPE - VB PALM BAY FL 32907 •MIN. INTERIOR FINISH - CLASS B • BASIC WIND SPEED - Vult=160 MPH TEL: (321) 733-7092 MPH FAX: (321) 733-7972 .EXPOSURE — Casd=124 91—STORY RESIDENCE — •2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES • STATE OF FLORIDA PROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON AR No. 17305 A.B. DESIGN GROUP, LLC 2194 HWY AIA, SUITE 301 INDIAN HARBOUR BEACH, FL 32937 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE ONSTRUCTION BASED ON THE DRAWING SET. FT. CALC.'S LIVING 1612 5Q. FT. GARAGE 432 SQ. FT. ENTRY 38 SQ. FT. LANAI 96 5Q. FT. TOTAL 2238 SQ. FT. A/C VOLUME 14381.E CU. FT. ABBREVIATIONS ABv. ABOVE LAV. A/C AIR CONDITIONING LUM, ADJ. ADJUSTABLE. M.C. ALT. ALTERNATT, MFR, AMP. AMPERAGE MIN. BD. BOARD M.T. CI_ CENTER LPIF. MTD. CAB. CABINET MTL' C'LG. CEILING N.T.S. CLR. CLEAR O.C. CONC. C0NC'RP.TF PI. CPT. CARPET P.B. C.T. CERAMIC TILE PH. D. DRYER PLT. DBL. DOUBLE PLYWD. DG. DUAL GLAZED PR, DIAL DIAMETER PT DWI DIMENSION R. DISP. DISPOSAL RAID, DP. DEEP R.A.G. DR. DOOR REF. D.S. DOWNSPOUT RM. DTI. DETAIL R.O. D.W. DISHWASHER S.C. EA. EACH S.D. E1,FV. ELEVATION S.H. EQ. EQUAL SHT. EXH. EXHAUST SHTHG. EXI, EXTERIOR SHWR. F.G, EX. FIXED GLASS SUM. F.G. FUEL GAS SL. FIN_ FINISH S[,. GL. FLR. FLOOR STD. FLUOR. FT.UORESCENT SWS FR. DR. FRENCH DOOR FTG. FOOTING TEMP. GA. GAUGE THK. GAR. DISP. GARBAGE DISPOSAL T.O.C_ G.F.I. GROUND -FAULT CIRCUIT T.O.P. INTERRUPTER T.O.S. GL, GLASS TYP. GYP. BD. GYPSUM BOARD U.N.O. H.B. HOSTT31B H.C. HOLLOW CORP. V.Y. HDR, HEADER W, HGT OR HT HEIGHT W; INSUL, INSULATION WD. INT. INTERIOR WDW. WH W'.1. REVISIONS LAVATORY DATE DESCRIPTION LUMINOUS MEDICINE CABINET 01/08/18 50 SET ISSUED MANUFACTURER MINIMUM 01/1510 2011 F5C UPDATE METAL THRESHOLD MOUN [1'D 01/29/10 BID SET RE-159UED METAL 04/18/18 FOOTING REVISION PER M. 50LES NOT TO SCALE ON CENTER 02/22/19 PLAN MAINTENANCE PROPERTYNL PUSH BUTTON 03/284S REVISED LINTEL SIZE AT FRONT ENTRY DOOR PHONE 04l24AS ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL 5ATSON PLATE PLYWOOD PAIR 04/24/19 REVISED HVAC VOLUMES ON SQFT CALL SCHEDULE PRESSURE TREATED 06/21/19 ADDED LED LIGHTS s KITCHEN t 5ATHROOMS PER MARK 50UES RISER RADIUS 01/01/20 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS RFTURN AIR GRILL REFRIGERATOR ROOM ROUGII OPENING SOLID CORE EXT DR SMOKE DETECTOR SINGLE HUNG SHEET SHEATHING SHOWER SIMILAR SLIDING SLIDING GLASS STANDARD SHFAR WALL SECTION TEMPERED GLASS THICK TOP OF CURB TOP OF PLATE, TOP OF SLAB TYPICAL UNLESS NOTED OTHER W ISF VAPOR PROOF WASHER AT FH WOOD WINDOW WATER HEATER WROUGHT IRON INDEX OF DRAWINGS ARCHITECTURAL SHEET_ DESCRIPTION PG Cl—COVER SHEET PG GN— GENERAL NOTES PG Al —FLOOR PLAN PG A2D—ELEVATION "D" PG E1—ELECTRICAL PLAN PG P1—PLUMBING PLAN PG D1—DETAILS PG D2—DETAILS PG WAl —WALL ASSEMBLY DETAILS PG WA2—WALL ASSEMBLY DETAILS PG WA3—WALL ASSEMBLY DETAILS PG WA6—WALL ASSEMBLY DETAILS STRUCTURAL SHEET # DES N PG S1—FOUNDATION PLAN -- PG S1.1A—DETAILS PG S1.2—DOWEL PLAN Ri and E 145e PG S1.2A—DETAILS PX2 78 PG S2—LIFT BEAM PLAN AND NOTES PG S2.1A—DETAILS 1 PG S3—FRAMING PLAN PG S3.1A—DETAILS F11 r ®y PG S3.1B—DETAILS !" [ PG S3.1C—DETAILS PG SN1—DETAILS Reviewed for code Compliance Universal Enyl� o"m sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com 116 AA #: 0003325 J F W o� U W In O F U rq F A E� SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 2dODEL: 4EAB "1672- ARIA" GARAGE SWING: LEFT PAGE: COVER SHEET 160 MPH EXP. C ARCHRECT- STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO T7305 PRINT OS 15 20 DATE: / / SCALE: 1/4"=1' — 0" SHEET CI GENERAL NOTES 1, ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR 6TH EDITION (2017) UNO. 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT-RESISTANTGLASS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2. 3. DO NOT SCALE DRAWINGS, THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES, 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING, THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED, 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE' DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIGID ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN'/2-INCH GYPSUM BOARD OR EQUIVALENT. 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT), 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. 13. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER ' G R THAN /:THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL, PLACE IN 8" LAYERS AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. LL COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED, L DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) �. EXCAVATIONS TO BE A MINIMUM OF T. 0" BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 0 CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND I COUNTY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED TO PLACE THE FINISHED FLOOR ELEVATION MIN V-0" ABOVE THE BFE, PER FLORIDA BUILDING CODE. 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWING. 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES ." ND LAWS ESTABLISHE':> BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION`. I, NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I: NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) E. APA - THE ENGINEERED WOOD ASSOCIATION: L ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SNI 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24 AND THE MINIMUM AREA SHALL BE 8 FT . SO. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 3. CONDENSATION LINES SHALL BE MINIMUM 3/4' PVC (SCHEDULE 40), INSULATED WITH 1/2' AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5, ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. QI 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903. 9. THE PLUMBER IS TO DIVERT ALLVENTS TO REAR ELEVATION WHEN POSSIBLE. 10, DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2. EXTERIOR WALL COVERINGS 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE, 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 & ASTM-C1063-12a. 3. LATH & ACCESORIES PER ASTM-C-1063.11A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS "L" FLASHING _ HORIZONTAL LATH AND PAPER DETAILS PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4. SHALL BE INSTALLED PER ASTM-C1063 -15A 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 112" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2 GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / 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. 2194 HWY AJ A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937' PH: 321-802-3591 www.abdesigngroup.com AA k 0003325 ) I w a IL a h w U n I! z - o r; CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: GENERAL NOTES 11160 MPH EXP. C t ARCHITECT= r, STATE OF FLORIDA 11 v OCT 2 7 2020 MICHAEL C. I)IL `R 'O II AR NO 173065 QWrE: 08/10/20 SCAL'E:1/4"=1'-0" Reviewed for C0 Compliance Universal Engineer: Sciences ( � 1 CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: GENERAL NOTES 11160 MPH EXP. C t ARCHITECT= r, STATE OF FLORIDA 11 v OCT 2 7 2020 MICHAEL C. I)IL `R 'O II AR NO 173065 QWrE: 08/10/20 SCAL'E:1/4"=1'-0" Reviewed for C0 Compliance Universal Engineer: Sciences ( � 1 ROOOOMG 8`-8' CLG. 3'_I0, 31_Sn ?8 � r N 1R-15H -5 Bw�Gc 00 Lu CT N• s I I � � A ON L o WG 3'- 3'-10" 13'-0" 1 3'-9" 3'-8" 4'-4, 4," a, .� acl BATH 3-5H �aicy 8'-8' CLG. 11 _--1 I ® II ? 11 ♦8 a - 0 F 722'x-S21' — l ATTIC L _4CGESr2_- J OND BOLLARD AS REQ- PER BLDG. CODE GARAGE 8'-8' CLG. —i ------------- P I 8'LAS'NCAG• ro (2) 52-SH ® I 171-0" GREAT ROOM 8'-8' CLG. BDRM.#3 CLG. GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FRO SNOW SPEED TOPOGRAPHIC DESIGN WEATHERING FROST LINE TER LOAD (MPH) EFFECTS' CATTY DEPTH NA 160 C NA jNEGLiGA5LE I NA 1,weRY FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH FBC R302.9.4 FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBG R302.10.5 /♦ IR-ISH `' `r LAUN. l ,-S BATH #2 B V I j 8 8'-8' GLG :t - `�-ISM — 8�8' G� m V. V. ♦$ �� , �y ti 3068 W/ 3 -8 2'_4 36'X12' TRANS. t. p BDRM.#2 HB 6 8'-8' CLG. _ ENTRY 8'-V CLG. r (2) 3052-SH r-21 9la`-0'Xi'-0"O H D. EGRESS 10 -0 -0 4 4' -0" 2'-6" S 6 11 38 S IT'-0 WINTER DESIGN TEMP ICE BARRIER UNDERTLAYMENT REQUIREDh FLOOD HAZARDS d AIR FREEZING INDEX' MEAN ANUAL TEMP? 42 NA SEE SURVEY NA NA L C Y 2 ti i J f 4F WALLS z GABLE ROOFS Oslo Z �'` "� a� 3� s1• a�4, + �• 1 ya k 6:. GABLE ROOFS i(Aa 1_. x �€ink rr.;�),E,tsz�at FIGURE Raw 2(7) COMPONENT AND Ci ACtMNG PRESSURE ZONES FLOOR PLAN SCALE: 1/4' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MP1) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE: UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED SPACE. IV. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE PVAC 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 gr z =��0 SQ.FT. CALC. S LIVING GARAGE ENTRY LANAI 1672 432 38 96 50. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2238 SQ. FT. A/C VOLUME 14381b CU. FT. COWONEKI• AND CLADDING WILD LGADS BASIC WILD EX 08URE FOR 3 SECOND GUSTS OPBm SOUARE ZONE 20 WH WIND No REtrom AND TYPE FOOTAGE MIN. WINDOW 10 5 34/-45 CRITERIA EXTERIOR SWING 21 5 32/-42 DR MIN. CRITERIA S.G.D. MIN. 12 5 30/-3l CRITERIA 8010 O.H.D. 56 5 32 5/-38� I&O-TO O.HD. 112 30.S/-34A SOFFIT N/A 5 31b/-38.8 -�+829/ IF ROOF TILL N/� -582S APPLICABLE BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = f 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 15'-9" PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED. ` (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR 41 NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CONTROL DATE; � 10 y DBL. TOP PLATE BAR DETAIL A SCALE: 271'-0' ARCH DTL. Reviewed fa Code Com,:, nce a UniverseiEr'9N10e1IM 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdeslgngroup.com AA #: 0003325 11=1 CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: FLOOR PLAN t, 160 MPH EXP. C ARCHITECT= STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDER N AP PRINT DATE: 08 15 20 SCALE:1/4"=1'-0" ;. —.-�. SHEET Al +/-18'-8" E3LDCs. HG%j, --_ _ -- — - — - — - FYPON LV12X24 OR E6ZUIVALENt` W RAISED BAND (TYP.) B'-8" BRCS. HCsT:r, OPT. COACH L IGHT 0 0'-0" FIN. FLR.,A,, 9 N N I_ A I 2D —7B 1 WA — 4 FRONT ELEVATI® SCALE: 1/4 = I'-0' TEXTURED F NOTE: WALL FENESTRATION FLASHING AS PER FSCR R-1 12 6t� 6-8" 5RCz. HGT - _—_-- _ 4B I 12 6 �m A 5RG. HGT: I'-0" C'3RCx. H t - - FYF'ON m SKT11X1l 48 EG7UIVALENt Z Ty'' 4' RAISED 13AND (TYR) `0'-0" FIN. FLR. 0'-0" FIN. FLR- OFF RIDGE t OFF RIDGE T -- SRCz. HCxT. 0.1 ❑❑ ❑❑ II 45 A ❑ r r r Li I I TYP — — — — — — — _ N — — — — — — — — — — — — — N II — REAR ELEVATION SCALE: 114 = I'-0' TEXTURED FINISH TYP. II 0'-0" FIN. FLRr I I - - -------------------------------------------- LEFT ELEVATION SCALE: 114 = 1'-0" TEXTURED FINISH OFF RIDGE VENT OFF RIDGE VENT BRS, HGT.1, ----_—_--- 2'-4" 0'-0" FIN- FLR.r ------------------------- ____ N RIGHT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH 12 6 43 A I� II I I rn� `rn�� Cinl tl o _ o&'-S" BRCS. HGT. -8 11 -0" FIN. FLR. v i-1E]---� 00'-0" FIN. FLR. / 2" F-0' \ I I_ I LOUVER DETAIL A SCALE: l/2 I'-0' MODEL 1672-ARIA AREA OF ATTIC = 2318 SQ. FT. NET FREE 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 TORE PROVIDED IN SOFF,ITV ENTS) OFF RIDGE VENTILATION AREA _ 138 SQ: IN. PER'VENT (net free area) TOTAL#OF VENTS REQUIRED = 123 TOTAL# OF VENTS PROVIDED' = 4 SOFFIT VENTILATION AREA 7 SQ. IN. PER LINEAR FT net free area) LINEAR FEET OFSOFFIT REQUIRK 63.58 Reviewed to Code Compliance Universal Engffm M ID Saeron 2194 HWY AIA, SUITE 301 INDIAN HARBOUR 'BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F Q _. CREEKSIDE 14 PHASE 2 x� LOT #77 PROJECT# 04321.200 077RI MODEL: 4EAB "1672—ARIA" l ARAGE SWING: a LEFT J . vGa �g PAGE: ELEVATION „D" 4I ^t E r I "' p. C ::T= STATE OF FLORIDA AUK 19 2020 MICHAEL C. ANDEF K,�� w AR N p w,C PRINT 2015 DATE: OS / / 1 SCALE: 1/4!'=1'-0" 1 SEET i ELECTRICAL LEGEND SYMBOL DEFINITION NOTES —e II OUTLET 20 AMP SINGLE POLE 110V OUTLET IImV OUTLET 1/2CF WIRED TO SWITCH —iQ� GFI �� 110V OUTLET PAULI E�IPED R (TAD IER MTERUPTER !TAMPER j RESISTANT TYPE) a@ 220V OUTLET (4) WIRE CONNECTION EXT.WATERPROOF GROUND —LF Gp CUTLET INTERRUPTER SWITCH SWITCH 3-WAY OPER It4 SWITCH 4-WAY OPER. r i1 WALL MOUNTED I� LIC714T CEILING LIGHT © LED CLG LIGHT ©Vf= LED VAPOR PROOF LIGHT O VP VAPOR PROOF I-IC44T ORECESSED CAN eVENT. FAN I CFM PER 80. FT. VENT. FAN W4-IGHT I CFM PER SO. FT. VANITY LIGHT FIXTURE (SPEC'S TBD BY BUILDER) FLUORESCENT 2-15111-15 WRAP ® LIGHT AROUND AROUND (RECESSED) FLUORESCENT RES WRAP ® LIGHT AROUND AROU6 (SURFACE MINT.) 2' FLUORESCENT 4' FLUORESCENT p 4' TRACK LIGHT 0 PANEL METER BAIT. BACK-UP OSMOKE SD. DETECTOR w/ HARDWIRE WALL MOUNTED II BACK-UP SD. SMOKE DETECTOR W/ HARDWIRE BATT. BACK-UP W/ S/GO CARSON MONOXIDE SMOKE DETECTOR HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE C0MW OF NOT LESS THEN 4' FROM WALL PENDANT LIGHT NATURAL GAS FV CUTLET ► TELEPHONE JACK WATER HEATER IGNITION SOURCE TO 5E ELEVATED DISCONNECT AIR CONDITIONING UNO. A/ DISCONNECT SEE �ffi THIS SHEET TV TELEVISION JACK CEILING BOX RE=IrED O TO BE SUPPORTED IN ACCORDANCE W/ BOX J-BOX MARKED AS SUCH FOR INSPECTION Ka BOX REWIRE TO BE SUPPORTED IN TO 51 CEILING FANLIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION 24' ENT ¢O� LIGHT STRIP nnnnnn 36' INCANDESCENT o LIGHT STRIP nnnnnnnn u 48'INGANDEBGENT LIGHT STRIP FLOOD LIGHT OPT. SECURITY KEYPAD P.B. PWSH-BUTTON FOR CHIME8 •—�+ USB FORT • LOCATION OF TV JACKS t PHONE OUTLETS E FANS TO BE VERIFIED • HOMEOWNER F'RE-CONSTRUCTION MEETING, ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF FBCR 6TH EDITION (2011) 4 NEC 21012 2014 EDITION 20 AMP DEDICATED LAUNDRY CIRCUIT. GFI a ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF 50 CF'1 INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION MI5013 FBCR 6TH EDITION (29211). • LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT-INTERiIIPTER PROTECTION FOR PERSONNEL ON ERS Will METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL FROVISIONS OF FBCR 6TH ED (20111 • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 61H ED (2011). • ALL LAMPS SHALL rE SELECTED BY BUILDER AND 15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER Far ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2011 (Pih EDITION R4041 METER FIELD VERIF' LOC. OPT. i' COACH — — —' LIGHT ---- ELECTRICAL PLAN SCALE: 1/4' = 1'-0' WP Panel MAIN -A PANEL: 8/16vvp cit. breaker VOLTAGE: 1201240 V= 1 Ph MAIN: 150 Amp M.0 B FEEDER: 3-#1 Cu TH)M & 1-#6 Cu (G) in 1 1/2" C. OR 3-#210 AL THMV & 1-#6 Cu (G) in 1 1T2"C. Wire Pole Bkr Description Watts Circuit Circuit Watts Description Hto' Pole Wire #12 912 1 2 20 lExtenor 20 Receptacle GFI fcr TUG Irrigation Pump1000 —i 1200 1 2 4 Space Space 3 5 6 4680 A/C C, U.-1 30 2 #, n Space ? 6 PANEL -A PANEL: 42 crt. breaker VOLTAGE: 120 /240 V-1Ph MAIN: 150 Amp M.L O. FEEDER 3 #1CuTHWN&1-#6Cu(G)in11/2"C. OR3-#210ALTHUMJ&1 #6Cu(G)in112"C. Wire Pole Bkr Description Watts Circuit Circuit Watts Description LA Pore Wire # 12 1 20 Small ,Appliance 1500. 1 2 Woo 4500 .Range Water: Heater 50 25 2 2 #6 #10 # 12 _ #T2 1 1 20 20 Microwave / Hood GFI - - Small F+, Appliance _}800. 1500 3 5 `1 G #12 1 20 Refrigerator GFL... 1500 7 8 # 12 912 1 1 20 20 Dining Receptacles AFCI Bath. GFI Receptacles 1500 1200 9 1i 10 12 1200 1500 Disposal CFI Dishwasher GFI 20 20 1 1 #12 #12 #12 1 20 Foyer 1 Hall I Laundry AFCI 121.0 13 '14 5000 .Dryer GFI 30 2 #10 #14 1 15 Great Room, Lanai & Dining_ Lights AFCI 900 15 16 Space _ 1 17 1 18 1 1500 Washer GFI 20 1 1 #12 #14 1 15 SD&C/O AFCI 19 20 low Garage Door Opener GFI 20 1 #12 #12 1 20 Bed #2 & #3 ! Bath #2 AFCI 21 22 1200 Garage Lt> & Receptacles. GFI 20 1 #12 Space 23 24 900 Owner's Suite AFCI 15 1 #14 Space r(3'0 25 26 900 Otiuner's Bathro AFCI 15 1 #14 Space 27 28' 10W :Exterior Lights: an d R ecpt GFI 20 1 #12 Space 29 30 1000 Irrigation controls only 20 t #12 Space 31 32 Space Space _. 33 34 _ Space Space _. 35 36 Space Space 1 38 Space #8 2 1 35 ArCAHU-1 (Heater 5 KVA at 65% 5120 '.39 40 .Space 41 42 EE Space Load subject to demand factor calculations l:line 154W 27700 Lead subject to demandfactor calculations l line Demand Factor Calculations; ABBREVIATIONS: AFCI: ARC FAULT CIRCUIT INTERRUPTER NC: NON -COINCIDENT LOAD Gel: .GROUND FAULT INTERRUPTER Total load subject to demand factor 43100 First 10000 watts at 100% 10000 Remainingwatts. at 40% 13240 Total A/C load 9800 10% for future grordh LOAD CALCULATION IS BASEDON A!C NON -COINCIDENT LOAD Trial Connected Load Watts 33040 Total Amps:(1„atts / 240. volts) 137-7 I I I � I I I I I Lo I I I I I °� G I LED LIGHTING DOUBLE LAV. OWNER'S BATH 150 AMP ELECTRICAL RISER NOT TO SCALE. GENERAL NOTES: A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR btH EDITION (2011 LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/THtLN UNLESS NOTED OTHERWISE. POWER COMPANY TRANSFORMER GRADE PROvII2E 150 AMP, 120/240 VOLT, I PHASE SECONDARY - ELECTRICAL SERVICE. PROVIDE 3 al COPPER (CU) IN 1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 "2/0 ALUMINUM (AL) IN 2" DIA SCHEDULE 80 PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. LED LIGHTING @ SINGLE LAV. a BATH 02 PROVIDE 302/0 CU, THWN 4 1% 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 AND 120/240 VOLT ELECTRIC METER IN I PHASE NEMA 3R ENCLOSURE MLO M O PANEL 150A/2P MCB TELEPHONE SERVICE ENTRANCE EWIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS GABLE TELEVISION SERVICE ENTRANCE EMIPMENT Pe -viewed for coda 104 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE FBCR rotH EDITION (201-1). 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 F W En V W ti 34 rJ W q F A E4 r r r r r ti r r r r r r r r r r r r SUBDIV. & LOT: CREFKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 15 20 DATE: 08 / SCALE: 1/4"=1' — 0" SHEET EI ❑ ❑ . ❑ -- o0 ❑ o-------------- ❑ II ' II I II I II ' II � O m 10'-7" ' o j it I 0IO II Nil L----- O In 11 1 0 I i I I El oil I I I I LL J I I II ❑ I I r �-_-_�_ I LL J I I QT ONP II 0- II II 9 V N N N (V 2 _3" 2'_S° _11 0 0 --- E1 e . ❑ El ---- 0 0 PLUMBING PLAN SCALE: 1/4 = 1'-0' KITCHEN SINK W/ AUTO VENT 3' 1-I/2' vTR 3' 4LAv A.VI SHWR 2' 3' LAY� z. W1"I. 3' 2F A.A.V.V. 3. 3' CO LAv 31 „ C CO \ MAIN TUB Off" 2' t (RIGHT) z' TO MAIN (LEFT ALTI=RNATE) PLUMBING R DIAGRAM rSER Y""`„-•' y Htvwwad for Cow ' # i.U..nyllnrrc� s universal Engnooft sawwn •h t ma 1 to fat\ qgp m Xv „_... MIN g, CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT! ft PAGE: PLUMBINj PLAN 1CO MPH EX. �... ... CH C STATE OF FLORIDA A /✓ INIJG 14 2020 Yl ,HA'I : ANDERSON -1' INT IV DATE: 08`15/20 SCALE:1/4"=1'-0" 1� F, SHEET 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 EQUIPMENT SCHEDULE 2.5 TON5 MFG CARRIER C.U. 25HBC530A•030• A.H.U. FX4DN(5,F)031L HEAT 5 KW SEER 15 SEER TOTAL CAP 28400 ELECTRIC 208/230/1PH BRKR G.U. 30 A.H.0 35 REF LINES 3/4" E 3/8" MECHANICAL PLAN SCALE: 1/4 = V-0' Reviewed for Cody GMphance Universal Enyviewpy SGBfi�� w U W 0 yF W G W 4 F 4 E.4 A I L N o SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT* 04321.200 077R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: LEFT PAGE: MECHANICAL PLAN 160 MPH EXP. C PRINT DATE: 08 15 20 SCALE: 1/4"=1'-0" SHEET m I 2X4 TOP PLATE PER FLR PLAN IV 1/2' CLG. 1/2' DRYWALL SECURE BT. — PLATE TO SLAB w/ 10d MASONRY NAIL B 32' O.C. MAX 0'-0. FIN. FLR PRE -FAB TRUSS 2X4 WOOD STUDS ®24' O.C. SLAB NOTE: STUDS IN - PARTITIONS SUPPORTING WALL HUNG FLUM51NG FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16' O.C. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24' O.G. TYP. INT. WALL (NON- B RG. SCALE: 3/4' = I'-O' FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON �J,' O.S.B. SHEATHING 5/8' GYPSUM BOARD OR J' CDX PLYWOOD OR 1/2' HIGH SECURED PER STRENGTH CLG. FASTENER SCHEDULE BOARD PER ELEVATII PRE-ENG TRUSS SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL MTL. DRIP EDGE I _m- PER ELEVATION 2x FASCIA PER TYP. ELEVATIONS o.H. VENTED SOFFIT I R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS I REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS a 24' O.G. 1/2' THICK, 2 COAT PORTLAND 8' CMU CEMENT PLASTER APPLIED `� . 1/2' GYP. WL. BD. - DIRECTLY TO MASONRY WOOD BASE 0'-01, FIN. FLR a a FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON I}' ORB. SHEATHING OR }' CDX PLYWOOD SECURED PER FASTENER SCHEDULE REFERENCE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN. FLR. d e d' - - . TI .m.' ,41 ° v d a A W/ WINDOW OPENING n TYP. WALL SECTION NO OPENING NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 2:12 TO LESS THAN 4:12, A 5 1-STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM D1 SCALE: 3/4'=I'-0' IS REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST BE PER ASTM D22C TYPE II, ASTM D 48be TYPE IV, OR ASTM D 615-t CAULK AND SEAL um GAS LINE I ;' PVC SLEEVE tOR C=AS L" a Cnu V2, GYP. U_ BD. H El wo= BASE e 4: 2 GAS LINE THRU BLOCK D1 SCALE: v1'.r-V' FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON 1, OS$. SHEATHING OR �' CDX PLYWOOD SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'70" FIN. FLR 8CMU I/V THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV. STEEL L TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALV. STEEL APPROVAL REO. VERTICAL TRACK BY MAUF. FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL REO. CORNER BEAD e' CMU SEE STRUCTURAL FOR REINFORCEMENT 2xb P.T. I= ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REQ SEALANT 1 BACKER ROD WEATHER STRIP MOULDING ALL AROUND (BY DOOR MANUF.) OVERHEAD DOOR BY OTHERS 3 ) GARAGE DOOR JAMBS D1 J SCALE: 11/2'=1'-0' , —2X4 SPF 24' O.C. MAX. SECURE W/ (2) 12d NAILS o EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS— STIFFBACK AT ALL UPRIGH PER STRUCTURAL DETAILS TYP. PRE-ENG WD. TRUSS o.H. CONT. 2x RAT RUN SECURED STRUCTURAL DETAILS SEE ENERGY CODE FORMS F INSULATION R-VALUES PER ELEVATION 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS A 24' O.C. 1/2' GYP. WL, BD. WOOD BASE FIBERGLASS SHINGLES OVER *30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON �r.' OS$. SHEATHING OR J' CDX PLYWOOD SECURED PER I-m FASTENER SCHEDULE TYP' MTL, DRIP EDGE o.H. 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED \--2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY CMU R 0 _0, F IN. FLR. d' a . e n a. d -e 44 a ° A W/ WINDOW OPENING n TYP. WALL SECTION U NO OPMINING 1-STORY GABLE BLOCK WALL 5GALE: 3/4' = I' -0' 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 aevlerredform AAMA 111. II exterior fenestration products shall be sealed at the juncture with the Complian xe building wall with a sealant complying with AAMA 500 or ASTM C920 Class 25 Grade Na `" Universal Epoeft or greater for proper joint expansion and contraction, ASTM C1281, AAMA 812, or other s cmcn approved standard as appropriate for the type of sealant. Fluid -applied membranes used as flashing in exterior Walls Shall comply with AAMA 714. The flashing shall extend to the surface of the exterior wall finish. 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 E W y v w 0 F 0. U W q F A FF z ti 8LT131:)IV. 8e LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE S Wn-TG: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT. STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 208 15 DATE: 0/ / SCALE: 1 /4"=1'— 0" 8F3EET TOP: 2X6 P.T.. CENTER OF DOOR HEADER SECURED W/ (1) 1/2' X 8' J-501-T W/ 4' MIN. EMBEDMENT W/ 2' X 2' X I/W WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR 5OLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/5' WASHER 4 NUT- 0 0 �1—SEGURE 2X4 ONE' FLAT TO 5LK a W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR SUCK SECURED 0 W/ (5) 1/2' X 8' J-BOLT OR ANCHOR 501LTS, W/ 4' MIN. EMBEDMENT, W/ 2- X 2' X 1/8' WASHER 4 NUT. (1) WITHIN 8' OF TOP, (1) WITHIN 8' OF THE 5TM, (3) EVENLY SPACED. ❑O Coll NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHEN SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 9 BUCK ATTACHMENT SCALE: V!'•I'-O' 8' CMU RYWALL 1'X4D" OR I'X2' P.T. NAILER lx4 P.T. OR %'X4' MIN. TV SECURE THRU FRAME 4 EXTEND 1-Y4' INTO BLOCKW/ 3)(6' TAPCONS (MIN. SHANK SIZE .145MIN. HEAD SIZE 300 MIN. £M5EDMENT I-Y4' WITHIN 8' OF EACH END 4 O.G. MAX SPACING DOOR CASING DOOR JAMS OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMS JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3/4 OR +5/4 WINDOW TO BLCKO+3 4 OR +5 4 A SCALE: N.T.S. 2X4: SECURE TO BLOCK W/ 3i(� TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I AN) WITHIN 8' OF EACH END 4 15' O.G. MAX SPACING. 2X6:® SECURE TO BLOCK W/2-%' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1)14') — WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X8: cm SECURE TO BLOCK W/2--We,' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 )4') WITHIN 8' OF EACH END 18' O.G. MAX SPACING. CMU 14" DRYWALL I'X4' OR I'X2' P.T. NAILER DOOR CASING DOOR JAMS OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMS (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-1/2" WINDOW TO BLOCK +1-1 2" B SCALE: N.T.S. 2X4= SECURE TO BLOCK W/ 3(r,' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.G. MAX SPACING. MUST 5E ON OUTSIDE 4 2X6cm SECURED THROUGH SECURE TO BLOCK W/2-3(6' NON-STRUCTURAL Wb' TAPCONS TAPCON MIN. 1-Y4 (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE .300 8" CMU MIN. EM5EDMENT I Ya') -X' DRYWALL WITHIN B' OF EACH END 4 IW O.G. MAX SPACING. I'X4' OR I'X2' =.T. NAILER 2X8:® ❑ SECURE TO 5LOCK W/2-)(,& N6' OS.5. X 4' MIN. TAPCONS POOR CASING (MIN. SHANK SIZE .145 MIN. HEAD BIZ£ 300 DOOR JAMB OR WINDOW MIN. EM5EDMENT 1 Y4') ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O.G. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 41) DOOR JAMB TO BLOCK +1-15/18" WINDOW TO BLOCK +1-15 6" C SCALE: N.T.S. 2X4:® SECURE TO BLOCK W/ TAPCONS (MIN- SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EM5EDMENT I Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' OZ. MAX SPACING- MUST 5E ON OUTSIDE 4 2X6tm SECURED THROUGH SECURE TO BLOCK W/2--% `� NON-STRUCTURAL 3�IG' TAPCONS TAPCON MIN. 1-Y4' (MIN. SHANK SIZE .145 EM5EDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EM5EDMENT I Y4') 8' CMU WITHIN 8" OF EACH END 4 -J�' DRYWALL 18' O.C. MAX SPACING. ❑ 1'X4' OR I'X2' P.T. NAILER 2X8 DOOR CASING SECURE TO 5LOCK W/2-Wg, TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN- EM5EDMENT I Y4') ATTACH TO 2X PER WITHIN 8" OF EACH END 4 MANUFACTURES DETAILS. 18' O.C. MAX SPACING - NOTE: SHIM AS NEEDED TO PLUMB JAMS (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +2 1 4' WINDOW TO BLOCK +2 1 4°° D SCALE: N.TS. 2X4= SECURE TO BLOCK W/ 3ifb' TAPCONS (MIN. SHANK SITE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Ya°) WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X IS O.C. MAX SPACING. MUST 5E ON OUTSIDE 4 SECURED THROUGH SECURE TO BLOCK W/2-Y .NON-STRUCTURAL _X6' TAPCONS TAPCON MIN- I-Y4' (MIN. SHANK SIZE .145 EM5EDMENT INTO 5LOCK MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT I Y4") )�' DRYWALL WITHIN 8' OF EACH END4MANUFACTURES I'X4' OR I'X2' P.7- NAILER IS' O.G. MAX SPACING.2X8cm SECURE TO BLOCK W/2TAPCONSDOOR CASING (MIN. SHANK SIZE.145MIN. HEAD SIZE 300MIN. EM5EDMENT I Y4')POOR JAMB OR WINDOW WITHIN 8" OF EACH ENDATTACH TO 2X PER 18'O.G. MAX SPACING. DETAILS. NaM: SHIM AS NEEDED TO PLUM JAMB (DO NOT D Y: ) DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +3" E)SCALE: N.T,S. 2X4= SECURE TO BLOCK W/ 3iW&' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EM5EDMENT 1 144') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18" O.G. MAX SPACING. MUST 5E ON OUTSIDE 4 2X6:® SECURED THROUGH SECUSM TO 5LOCK W/2-3(&' NON-STRUCTURAL 3(6' TAPCONS(MIN. SHANK SIZE TAPCON MIN. 1-Y4' .145 EM5EDMENT INTO 5LOCK MIN. HEAD SIZE 300 MIN. EM5EDMENT 1 Y4') 8' CMU WITHIN 8' OF EACH END 4 DRYWALL 18, O.G. MAX SPACING. ❑ I'X4' OR 1'X2" P.T. NAILER 2X8:® SECURE 70 5LOCK W/2-3(6' 2ND 2X SECURE TO TAPCONS(MIN. SHANK SIZE STRUCTURAL MEMBER 145 W/(2)12d WITHIN W OF EACH MIN. HEAP SIZE 300 END 4 6' TO 8° O.C. MAX MIN. EM5EDMENT I Y4') OOR CASING WITHIN 8' OF EACH END 4 DOOR JAMS OR WINDOW IS' O.C. MAX SPACING. ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMS (DO NOT EXCEED )4') DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +3" F SCALE: N.TS. 2X4 SECURE TO 5LOCK W/Ya' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1,1441) NOTE: STRUCTURAL. 2X WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4 15' O.G. MAX SPACING. SECURED THROUGH 2X6:® NON-STRUCTURAL I%" SECURE TO 5LOCK W/1-1/4' TAPCON MIN. 1-& TAPCONS(MIN. SHANK SIZE EMBEDMENT INTO 5LOCK. .145 MIN HEAP SITE 300 MIN. EMBEDMENT 1 Y4) 8' CMU )4' DRYWALL WITHIN 8' OF EACH END d 18' O.G. MAX SPACING. l'X4' OR I'X2" P.T. NAILER 2X8 ❑ SECURE TO 5LOCK W/1-1/4' ��' 0S.5. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 POOR CASING MIN. HEAD SIZE 300 MIN. EM5EDMENT I Y4') DOOR JAMS OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SHIM AS DEEDED TO PLUMB JAM = NOT EXCEED Y.') DOOR JAMB TO BLOCK +3-7/16" WINDOW TO BLOCK +3-7/16" 17 SCALE: N.TS. 2X4:® SECURE TO 5LOCK W/Y4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN- EM5EpMENT I Y4') WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X IS O.C. MAX SPACING. MUST 5E ON OUTSIDE 4 2X6 SECURED THROUGH SECURE TO BLOCK W/1-I/4- NON-STRUCTURAL 3J(v" TAPCONS TAPCON MIN. 1-Y4' (MIN. SHANK SIZE .145 EM5EDMENT INTO 5LOCK. MIN. HEAD SIZE 300 MIN. EM5EDMENT 1 Y494MMANUFACTURES ' CMU WITHIN 8' OF EACH END' DRYWALL 18' O.G. MAX SPACING.X4' OR i'X2' P.T. NAILER 2X5cmSECURE TO BLOCK W/1P.T. X 4' MIN. TAPCONSOOR CASING (MIN. SHANK SIZE.145MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4')OOR JAMS OR WINDOW WITHIN 8' OF EACH ENDTTAGH TO 2X PER 113' D.G. MAX SPACING. DETAILS. NOTE: SHIM AS NEEDED t0 PLUMB JAMS (DO NOT EXCEED Y{ ) DOOR JAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3 4" H SCALE: N.T.S. tw God* Reyrvce plea 9�u soorass 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 w ww, a b d e s i g n g ro u p. com AA #: 0003325 F W h W U W 0 F U W 4 r A SUBDIV. 8a LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 19 2020 MCHAEL C. ANDERSON AR NO 17305 DATE: 08/15/20 SCALE: 1/4"=1' — 0" SHEET II. OI. FOLD INWARD • PT. A OI.'t. A INWARD • Pr. A 2. CREASE • PT. B 3. GREASE • PT. C ® ®FOLD NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES SHINGLE ROOFING —I DRIP EDGE: OVERLAP 3_ EMEND 1/t' BELOW SHEATHMG, MECHANICALLY FASTEN 4' OG. MAX OI. FOLD INWARD • Pt. A 2. CREASE • PT. B FOI a OI. FOLD INWARD • Pt. A 2. CREASE • PT. B 3. CREASE • PT. C 4. POLO Pt. C OVER P<. B TILL PT. C TOUCHES BOTTOM FLANGE BOTTOM \/ FLANGE WATER TIGHT SEAL FOLD, 29 NQl CUT. i' T41=K 3 COAT CEMENT PLASTER (FRAME), Rd• 2 COAT CEMENT PLASTER (CM �--WRB LAYER v2, FORTIFIBER / BUILDING PAPER (FRAME ONLY) / 111RIS LAYER M, STUCCO WRAP !FRAME ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP WRB APPffiX I V ABOVE SHT,dLES (FRAME ONLY) IiFNME OR CMU EXTERIOR • 9.5 WALL FLASHING A r `� KICK -OUT FLASHNG (SEE DETAIL) FASCIA WRAP ® KIC KO UT DETAIL WATER TIGHT SEAL (BEND OR SOLDER DO NOT CUT) _z z Y (V ROOF CEMENT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES 1/1V ZIP SHEATHING SYSTEM (INSTALLED PER MANUP. SPECS.) OR WOOD SHEATHING OR CMU WRB LAYER 01, STUCCO WRAP (FRAME ONLY) " THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 GOAT CEMENT PLASTER (CMU) LEGEND METAL LATH (FRAME ONLY) LAP WRB d TAPE OVER DRAINAGE FLANS ( RB ROOF/WALL SCREED LA, ER #I/ STUCCO UJ�RAf " TYPE CONTINUOUS UJRB LAVER #2 (FORTII=IBER GAL M GALV. METAL FLASHING ...... (NAIL TO ROOF DECK, NOT 5UILD 1NG 1=)AFER) WALL SHEATHING) GAP SHINGLE - DO NOT NAIL, 1`IET)4L LATH X X X X INSTALL WITH ROOF CEMENT G] f/�-(/�_ V TJC;C® .. .T e.. ._. .+. ROOF PER ELEVATIONS 5 )) L" FLASHING N.T.S. WOOD SHEATHING OR _1116' zIP SHEATHING SYSTEM Clods ( INSTALLED PER MANUR SPECS.) ae°moped'°` 5ELF-ADHESIVE FLASHING NOTE: 1 IETAL LATH: LATH TO BE RER SECTION R-I03_1.1 / A57-1 C-541-09, 111N_ 2_5 L55. f=ER 50. i)4RD (UTILIT*' OR NOI-VNAL LATH DOES NOT 1�-IEET SPECII=ICATION5) 2194 H WY A1A. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 J W W V W 0 F U W 4 E4 A FF ,e SLTBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT 04321.200 077R1 DdODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLOM AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT OS 15 20 DATE: / SCALE: 1/4"=1' — 0" SHEET WAI LEGEND DRAINAGE PLANE (WR5 LAYER 011, STUCCO WRAP) WR5 LAYER #2 (FORTIFIBER - - - - - BUILDING PAPER) METAL LATH x-x-x-x STUCCO 2'-: WOOD SHEATHING OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) SELF-ADHESIVE FLASHING - - - - NOTE - METAL LATH: LATH TO BE PER SECTION R-103.1.1 / ASTM C-54-1-09, MIN. 2.5 L55. PER SCE. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) 6B DRYER BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH � - WALL 1 6' SELF ADHESIVE - FLASHING (INSTALL PER MANUR SPECS.) BUILDING PAPER — UNDER 'QUICK FLASH' ELEC. METEF VERIFY LO STUCCO FINISH 6' SELF ADHESIVE OVER TOP E SIDES 1/16' ZIP SHEATHING SYSTEM INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING SELF WRB LAYER "I, FLASHING STUCCO WRAP UNIT WRB LAYER "Z, FORTIFIBER PREMANUF. DRYER BUILDING PAPER VENT CAP (SET IN METAL LATH CONT. SEALANT) WOOD t' 1/0' TEXTURED CONSTRUCTIONWOOp FASTEN TO WOOD STRUCTURAL MEMBER is T' OjC. MAX SEAL4 SIDES � B' cMu TOP TOP SIDES {TO �WE,EP SCREED MID -WALL 'BLOCK H. vi �- F- - 7 NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES A VENT PENETRATION SCALE: N.T.S. AM=H I;-,, 1CGC-=I VD: STUCCO SCRATCH COAT 4 1 COAT OF PAINT W15ACK— ROLL PRIOR TO ELEC. METER INSTALLATION :C. METER FIELD :IFY LOCATION APPLY STUCCO 5CRATCI4 COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO 5E FILLED WITH RIGID POLYMERIC ISOCYANOTE—POLY5LENDFOAM aa= At c.-ri Ii�11 51MILAR) APPLY A 51LICON 5A5E SEALANT AT POINT THAT ELEC. WIRE PENETRATES ::O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND D 15CONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRE3 LAYER 01, STUCCO WRAP WOOD SHEATHING APPROVED 1-IOU5EWRAP BELOW CUT SUCH THA' NO MEMBRANE ENTERS BOX, APPLY TO FA( EDGE APPLY E-Z OVER 60 MI GRADE 'D' FELT-PROVIII SEALANT AT JOINTS AND INTERSECTIC STEF *1 STEF #3 5T E F 1*�? 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING I / FINISH • MASONRY 78 HORIZONTAL WEEP SCREED (FRAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER "I, STUCCO WRAP CUT 'X" INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRBLAYER 0 APPLY 60 MIN - GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP 0 15TEf= WRB LAYER *I, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WRB LAYER n, FORTIRBER BUILDING PAPER 5T E fi # ELASTCMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH 5T E f '*(o (: ) ELECTRICAL RECEPTACLE Reviewed for code Compliance Universal Engneedrp Saenc" 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www. a b d es i gngrou p. co m AA #: 0003325 F w U W 0 F U 4 F q SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT* 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 rtcari-i- 2015 DATE: OS / / SCALE: 1 /4" =1' — 0" SHEET A2 L E G E DRAIN,4GE I=LANE CURB LATER #I/ 57UCC0 UJRAP) WRB LA`rER #2 (FORTIFIBER BUILDING CAPER) METAL LAT�4 STUCCO WOOD SHEATHING OR l/16' ZIP 514EATWING SYSTEM (INSTALLED PER MANUR SPECS.) 5ELF-AD�4ESIVE FLASNINCz a a 2 1/2" CORNER ail o CORNER BEAD (FASTENER 4 SPACINGS a -1" O.G.) GML4 V THICK, 3 GOAT GEMENT PLASTER APPLIED D IREGTLY TO MASONRY BLOCK Reviewed for Cod* g Compxa�ae d. Universe) Eryrq sornoM 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W tq V W 0 ti 0. W A EENF A FF SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MO DEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHrTECT- STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 rscaa9m i DATE: 08 15 20 SCALE: 1 /4" = i' - 0 SHEET 2x(o SUB -BAND W/1 "x4" NOTCH 6 END, WRAPPED IN PEEL 4 STICK DRIP EDGE -1/8" TEXTURED FINISH 1w WOOD 1/2" TEXTURED FINISH 1w CMU METAL FASCIA WRAP YS" FROM STUCCO, 1" FROM WOOD WALL EXTERIOR WALL (FRAME OR CMU) I� N, NOTE: NOTCH FOR 2X6 SUB BAND ONLY N, �\ I AN A METAL FASCIA WRAP 2X6 SUB SAND ROOF KICK OUT REMOVED FOR CLARITY _ ROOF DECK (BEYOND) \ DRIP EDGE, 1" OFF WALL NOT INTO STUCCO) �1/8" TEXTURED FINISH I WOOD, 1/2" TEXTURED i FINISH -a CMU i 2xro SUB -BAND W/I"x4" NOTCH tv , END, WRAPPED IN PEEL 4 STICK METAL FASCIA WRAP 1' OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL 1/8' TEXTURED FINISH a WOOD, 1/2' TEXTURED FINISH a CMU TAIL LATH WOOD SHEATHING OR CMU WRB LAYER "I, STUCCO WRAP (FRAME ONLY) WR5 LAYER 02, FORTRIBER BUILDING PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHING eYeTE1" I IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROGEDURES PRE-ENG'D TRUSS TO BE CUT m WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4 "X4' - m" SCABBED TO TRUSS W/12d NAILS 6"-8" O.C. MAX. 2x SUB -BAND W/1y"x4" NOTCH a END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL C WALL SUB t3AND DETAIL ® WALL W/KIC K- OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/ly"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN./4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND WIV2"x4" NOTCH a END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY Reviewed for Code Como��. Untie F=w" sewwo 2194 H WY AIA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 E w w a 0 0. w a F q SUBDIP. 8e LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS: SUB -BAND 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 DATE: // ram...08 15 20 SCALE: 1/4"=1'-0'1 SHEET WA6 15 -"1 U" EXTEND SLAB 1 1/2" Ob v v 3 - - - - - - - --M-12X18 - -r fM-12X12 1 °D 4" CONC. NI � SLAB `I W _ x O LL I N W L~L 3 1 /2" CO O w F-24X24 -I a LL 2, 6„ 91-6.1 o 0 FM 12X1g 111 ct 0'.0 T OP OF co 1" PVC CHASE SLAB I cq bo x FOR ELEC. ISLAND 1 00 ' III 00 - x r II II 19 0„ 19'-0 � L 1.1 4" PVC EXTEND CHASE; , SLAB 1 1/2" TE-1 *5 1/2" 4" CONC. I .� S LAB ¢ p I I 5 Z 0,_0„ 2,-4„ 1.1 4„ I O a } TOP -0F 17'-8' 2'-8" 18'-0" v F co SLAB co Lil I 3'-6° I I 0o � m �X cN p EXTEND 11 2 SLAB 1 1/2" FM-1 1.1 Se corm -0 - -� v I N �,L 4" CONC. � SLAB I I a ' 6 3,-4- 6" N I- a 3 1/2" CS FMC-12X18 FMC-12X18 2 �I I W - _ 4 ;7 1/2" 4 1.1 I o? 111 1 1.1 FM-12X1$ 1.1 -1. FM-12X18 J - - - - - - - FM-12X12 17 2'_8 16, 0 2,-0„ 4,4„ 2,-0„ 2,-6" 8,_6„ ef 19'-4' 8'_4' 11'-0 38'-8, OUNDATION PLAN SCALE: 114" = 1,_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 +4-0", SEE SURVEY PLOT FOR NAVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 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. 11.113INDICATED #5 BAR, EIINDICATES #6 BAR,OINDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT, ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACi STANDARD 900 HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLAINS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30' , #6 =36") AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13. USING: F'm = 1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER 3 OF SLAB SUPPORTED T-0" O/C MAX. SEE PLAN FOR WWM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 6th EDITION SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS GENERAL 3 1/2" 6x6 W1 4xW1.4OVER 6 MIL VAPOR BARRIER COMPACTED FILL 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-12xl8 12" CONTINUOUS 18" (2) #5's (+)01_0' ! FMC-12x18 12' CONTINUOUS 18" (2) #5's #5 IN CURB VARIES F-24x24 24" 24" 12" (2) #5's (2) #5's (_)0"-4 FM-12x12 12" CONTINUOUS 12" (2) #5's H0.41.a, TE-1 8" SEE PLAN 8" (1)#5's 0.0 SECURE STRAP TO A/C SIMPSON WB GONG. W/ UNIT ROLL STRAP OR EQUAL a TAP -CONS AP -CONS EACH CORNER OF UNIT CONC. SECURE STRAP TO SLAB UNITS W/ (2) "8xl 1/4 SHT MTL SCREWS A/C CONNECTION TO PAD DETAIL 2194 H WY AJ A, SUITE 301 1NDIAN HARBOUR BEACH, FLORI DA 329i7 PH: 321-802-35,91 www.abdesigngroup.com AA #: 0003325 4 i a C.a c ",, SU13DI' .. ac LOT:` , CRFEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200/077R1 f TODEL: 4EAB 1672-ARIA t) ARAGE SWING: 1 LEFT AGE: s3 4 FOUNDATION PLAN I P r 160 MPH EXP, j er A 6Fl H'N L; I STATE OF FLOFUC A z AUG 19 2020 hh� �°AEL C. A� DIERS0 q RgVIP,WBd tM GUMPpynce 'I NI• OS 15' 20 / En9°MdB r4 r GATE: UniversoV SGe1W'� �) q� SCALE: i ,'71'T Z oa a� W m U V J a O `° o M e EXT. PORCH SLAB / W/ 1/2" ISOLATION JOINT (WHERE I(/ APPLICABLE) Z N r STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL a _ D. " TOP OF SLAB v a. A A SEE SLAB SCHEDULE +AND 4" CHAMFER (1-STORY)6" CHAMFER (2STORY) EE SCHEDULE WXD, BAR SIZE BAR QUANTITY EXTERIOR MONO -FOOTING BOLLARD LAP P PLATE A MIN. OF 48" AND IN W/ 16d COMMON NAILS, 2- WS, 4" O/C BTM. LAP TO OC R OVER OF 2x4 OR 2x6 WOO EARING - WALL W/SYP No 2 LIDS SEE PLANS FOR SPACING. INGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLAT SLAB 0 r) SCALE: 3/4"=V-0" BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" biZ - 2 STEEL REINFORCING IN GROUTED <( CL CELL SEE PLAN FOR SIZE AND } Fui SPACING REQUIREMENTS Q W CO U W J c 00 8' CMU WALL P - Z M 0 + TOP OF . a d M A - VAI SEE SLAB SCHEDULE TOP OF GAR EXT. PORCH SLAB 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION ° 6" CHAMFER (2-STORY) JOINT(WHERE •" i SEE SCHEDULE APPLICABLE:) z_ 4. FOR WxD, BAR SIZE AND BAR QUANTITY (V T EX ERIOR MONO -FOOTING 2 GARAGE SCALE:3/4"=V-0" @ w 01 W J 2" CAPPED 00- j I NEW REINF. BAR GALVANIZED PIPE O 0- SECURED W/ 2- PART W/FLANGE @ BASE 0- Q I EPDXY. MIN. EMBED Q 8", UNO FOLLOW ALL MANF. 2 0, SPECIFICATIONS FOR ( USE AND SECURE FLANGE TO 2 m - 00 4„ 4„ PREPARATION OF SLAB W/(4) 114" X 2 1/4" Z w HOLE. TAPCONS JM o0�, ci, 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) SCALE: 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKY RE B PLATE TO / d MASONRY NAIL TAGGERED. IONAL METAL NECTORS NOT )UIRED WHEN NO _IFT IS PRESENT. E SLAB SCHEDULE .eta I e. b ® SEE SCHEDULE FOR WxD, BAR SIZE D BAR QUANTITY INT IOR FOUNDATION OD WALL SCALE: 3/4"=V-0 (NO L IFT) ADDING BAR TO MONOLITHIC FOUNDATION SCALE: 3/4"=T-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU W < TOP OF SU Z < v SEE SLAB SCHEDULE Z 4 A "ISOLATED COLUMN PAD CENTERED UNDER WALL AND co POURED MONOLITHICALLY WITH -- FOUNDATION AND SLAB A — d SEE SCH ULE FOR WxD, BA SIZE AND BAR QUAN TY MBINED EXTERIO MONO -DOTING AND COL. P 3011 MIN. EACH WAY MONOLITHIC FOOTING .. p 4 D• 4 O D D v FM D a , CORNER BARS, SAME SIZE AS LARGER BAR v DI. IN FOUNDATION WITH 30 LEG EACH $ I WAY AT ALL CHANGES IN DIRECTIONS ° SO THAT THE STEEL REINF. IS CONTINUOUS I .D n of MATCH AMOUNT OF CONTINUOUS BARS + v 'ILL CONTINUOUS STEEL MONOLITHIC v" FOOTING REINFORCEMENT SEE SCHEDULE WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO MONOLITHIC FOUNDATION 3 CORNER BARS DETAIL AP TOP PLATE A MIN. OF 48" A NAIL W/ 16d COMMON NAIL 2-ROWS, 4" OIC BTM. LAP TO CCUR OVER STUD 2x4 OR 2x6 D BEARING —� WALL W/ SYP No 2 STUDS SEE P S FOR SPACING SINGLEBT LATE TO BE PT. PROVIDE DBL. OF 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 SCALE[ 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN (ilCll PROVIDE BLO PLATE TO SLAB W/ KEDGE ANCHOR W/ 2" R SET IN HIGH STRENGTH 5-1/2" EMBED. MIN. @ 16" OC x, 3" K SEE SLAB SCHEDULE TOP OF SLAB D DA. e e. a s; a e . EQ. EQ. SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD WA SCALE: 3/4"=V-0" (W/ I I P L I POURED LINTEL CONT. (TYP.) �:, 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING 1/2" DIA, SIMPSON STB2 BOLTS 5" MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRIG WALL TO SCALE: 3/4' a 2194 H WY A1A, SUITE 301 rr INDIAN HARBOUR BEACH, FLORIDA32 37 PH:321-802- 591 www.abdesigngr up.com RB FOR AA #: 0003325 ,SONRYmm TS SET ELEV: F� m I I t r 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 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 16" O/C STAGGERED ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. -SEE SLAB SCHEDULE +- 0'-0" TOP OF SLAB mod' " <' aid EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY D8INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"=V-9' (NO UPLIFT) a 1« com comp) ary uMve'sal E I MR mar,_ I I I I I I 1 I I 1 1 1 CREEKSIDE PHASE 2 LOT #77 PROJECT* 04321.200 077R1 12"10DELt K' 4EA$ y "1672-A IA"' GARAGE SWING:' wI LEFT ads. ..,.�...,. any `IMAGE: k k 1 �k DETAILS Ps YA j ATE OF FLO D3It � IF .Lb,&TE: 08/15/20 SCALE: 1/4"=1'-0" t FI SKEET Sl.1 a u 17--0" DOWEL PLAN SCALE: 1/4" = T-V RevGwedtor ce cumW'I Universal En9&Iveelie0 sGmoc° 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 4 h U W 0 F g u rn W 4 F�. O 1 1 1 1 1 1 ti i 1 1 1 1 1 1 1 1 1 1 1 SXMDIV. & LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200 077R1 MODEL: 4EAB "1672—ARIA" GARAGE SVfMG: LEFT PAGE: DOWEL PLAN 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDEFMN AR NO 17305 DA 08/15/20 SCALE: 1 /4"=1'— 0" SHEET S1.2 TIE VERTICAL REBAR TO HORIZONTAL REBAR W/10 HOOK IF GROUTED BOND BEAM — VARIES d ` N .e 111 d 0 ZLU CC r) O U a I q HORIZONTALNERTICAL REINFORCING SCALE: 3/4"-V-0" ELEV. CLEAN OUT REQUIRED FOR INSPECTION 0'-0" IN. FLR. TIE ERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" liMAN STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL —SEE SLAB SCHEDULE EXT. PORCH SLAB e 4"CHAMFER (1-STORY) ISOLATION a 6" CHAMFER (2-STORY) JOINT (WHERE. JO NT : � APPLICABLE) Z_ ° MATCH STEEL 6" PVC CHASE REINFORCEMENT N PER SCHEDULE THRU FOOTING SEE SCHEDULE FOR WxD BAR SIZE +_ • i p .. a 'o q' TOP OF SLAB p e ® Ae a pe W "..a. d . i e e , °d e M O. i d q 6" PVC CHASE THRU FOOTING MATCH STEEL REINFORCEMENT PER SCHEDULE ANDBARQUANTITY PVC CHASE 4 THRU FOOTING SCALE: 3/4"=1'_9 " )P OF SLAB�— BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" CMU UNIT DIMENSIONS fl ARE NOMINAL SIZES MASONRY SYMBOLS 3 SCALE:'3/4"=V-0" for C069 ae�compmanco �Univer � ;,. svBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #77 PROJECT#F j 04321.200/077R1 MODEL: 4EAB j "1672—ARIA" E GARAGE SWING: ka LEFT r. PAGE: y DETAILS 160 MPH EXP. G _' ARCHITECT. STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON j AR NO 17305 F.tx PRIG 08/15/20 s3 DATA: SCALE: 1/4" 1' Imo" C� SHEET i p ; s TINATTErerk WE 1.U.NO. ALL STRAPS FOR ROOF TRUSSES T]BE CONCRETE TOWOOD ROOF: S|MP3ONHETA10VW(9)1Odx1i/2'HDSNAILS. CONCRETE TOWOOD FLOOR: S|yWPSONL77\2VW/(8)l8dxl1{Z"HDGNAILS, WOOD T[}WOOD: S|MPSONH10AORLGT2N0lUdr1 1/2"HDGNAILS, FILL ALL HOLES. 2.ALL PLYWOOD FOR WALL AND ROOF SHEATHING |3TOBEPER FASTENER SCHEDULE 3.ALL PLYWOOD FOR FLOOR SHEATHING SHALL 8EPER FASTER SCHEDULE MEETING THE REQUIREMENTS [}F/\FG'Q1AND APPLIED |NACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4.ALL NAILS FOR TRUSS T0BEAM AND TRUSS TOTRUSS METAL CONNECTORS ARE TOBEGALVANIZED. 5 LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ONCAST'CRETE. CONNECTERS ARE TOBEGALVANIZED. 5.LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ONCAST'CRETE CONCRETE LINTELS. 6.BOTTOM OFLINTELS ARE TOBEPLACED ATTOP OFWINDOW, DOOR AND CLEAR SPAN OPENINGS. . 7.LINTELS SHALL HAVE 4''NOMINAL BEARING /4"\. 8.THE TRUSS FRAMING SHOWN |SSCHEMATIC |NNATURE. 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 REV|EVVANO APPROVAL Q.PLACE 2x4PTTOALIGN WITH TOP AND BOTTOM CHORDS OFROOF TRUSSES SECURE 2xMEMBERS TOWALL WITH H|LT|X'ZF.POWDER ACCTUATEO � FASTENER, 2F72P8S30..177""x27/D' LONG, WITH WASHER @16'O.C. � 1D.TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ONEACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11.WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. l2.ALL ELEVATIONS ARE REFERENCED FROM [y'8''F|N|SHFLODRUNLESS ' � NOTED OTHERWISE. � LL LL GT 00 co W ��l LIFT U��|� PLAN. ~~�� .� Ftwewod tor Cm* comoiarce ARCHFrECT- OF FLORIDA AR NO 17305 PRINT DATE: 08/15/20 SHEET r'" Ott NOTES TO THE INSPECTOR/CONTRACTOR is TYP co 1#5 1 BE 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. r �OF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND 1::1 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" cp 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 #5 CORNER BAR W/ 30" LAP FOR EACH REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE #5 COURSE OF BOND BEAM TOP OF THE LINTEL. 8" / A\\\. O 6 LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. Fr VERTICAL REBAR W/ 10" HOOK / P�5 F�� 8x16 DBL. BOND TOP OF BEAM W/(1)#5BAR :::. BOND BE EACH COURSE G 8x8 BOND BEAM TOP OF WI (1) #5 BARIND .y�: BOND BEAM F = FILLED W/ GROUT 30" TYPICAL I ��U = UNFILLED GROUT SOLID FROM TOP S1\� NOMINAL LINTEL TO TOP OF BOOF OPENING WIDTH # OF #5'S, IN 2ND BOND BEAM, IF FILLED LINT #5 BAR IN BOND BEAM SEE COURSE SEE NOTE 5 ; 16-1 T/ 1 M /0 B 8x8 PRE -CAST CONCR NOMINALJ� LINTEL W/ (1) #5 BAR ( r FL� LENGTH OF BAR— WIMASONRY OPENING-2"HEIGHT # OF #5'S, TOP CORNER-ITISTHISENGINEER'S:INTENT BOND BEAM COURSE ORTHAT XFXX-1T/lM/0B INDICATES A DOUBLE BOND BEAMOF #5'S, BOTTOM 8x8 PRE -CAST CONCRAND XFXX - 1T70M/OB INDICATES ASINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (LIT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATI TOP AND XUXX - 1Tl7M/06 INDICATES ADOUBLE BOND BEAM ABOVE UNFILLED µ OF O �y LINTEL PENING s AND XUXX - 1T/OM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL PRECAST HEADER(MIN) R., — DBL. BOND BEAM 2x4 (MIN 2 X, 3) 1 3/16 AT HIGHER ELEVATION € r- PCON OR DRIVE PIN (MIN S K SIZE.145 MIN HEAD 1` I DBLBOND BEAM AT LOWER ELEVATION SIZE . MIN EMBEDMENT 1 s �$ WINDOW 1/4") 8" FR EACH END AND 18" O.C. MAX. 1-1/4" gi #5 BAR BENT EMBEDMENT ASSHOWN 2x6 (MIN 2 X 3) 2-3/16 TAP r� OR DRIVE PIN (MIN SHANK �I y PRE -CAST fts SIZE.145 MIN HEAD SIZE.300 WINDOW zMIN EMBEDMENT 1 1/4") 8" SILL FROM EACH END AND 18" LOPE O.C. MAX. MIN 1-1/4" EMBEDMENT O 2x8 (MIN 2 X 3) 23/16 OPEN FACE SHELL SO TAPCON OR DRIVE 5� AS TO ALLOW BENT SHANK SIZE.145 MIN AD BAR TO BE PLACED IN wr UPPER AND LOWER 1S/4") 83FROM EACH END AND 2X4 SOLID BLOCKING #5 MIN. REQUIRED IN ) SECURE TO SHEATHING W/ k BOND BEAM EACH CELL HOOKED IN 18" O.C. MAX. MIN 1-114" MIN. 2-12d PER BLK. EA. END TOP BOND BEAM Wi EMBEDMENT - ^, STANDARD ACI HOOK 7/16" OSB SHEATHING 3 CMU WALL CORNER BARS TYPICAL MASONRY WINDOW �' AT CORNER STEP SILL CONSTRUCTION ARCHWAY FRAMING DETAIL SCALE: 1 11T" V-0" 1 I \ PROVIDE 3" DIA. HOLE IN LINTEL SO', THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL I �> r� t SINGLE #5 CORNER BAR, 30x3O TURNED Up OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM �s k F �If 8x8 CMU PIER PROVIDE #5 BAR W/ I SINGLE OR DOUBLE REINF BAR(S), AT EACH SIDE I SEE PLAN. STEEL REINF. OF OF ELEVATION fff ENSURE THAT PIER GROUTS BENEATH BOND. BEAM LINTEL. CHANGE CHANGEIN �; ELEVATION OF BOND BEAM l I SINGLE LLNTEL, MULTIPLE OPENINGS 3,111 `a1Universal nnc SCALE: 3I4n=1 _D„ sty, y �e r"- CREEKSIDE PHASE 2 LOT #77 PROJECT* 04321.200 077R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: IM DETAILS I� 160 MPH EVE. 1 ^a z �- r 'u ARCHITECT - STATE OF FLORIDA 1 ' AUG 19 2020 5ACHAEL C. ANDERSON AR NO 17305 s- AA. x DATE: OS 15 20 SCALE: 1/4"=1'-0" SHEET —� A S2 } `a e n � rl FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. 13. BOTTOM CHORD BRACING; DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. 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 O THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS 13OMPANY / 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. � GIR ISS I I TRUSSES W/2X4 nnn BOTTOM CHORD 2x4 SCAB NAILED TO DIAGONAL :ND JACK TRUSS BOTTOM BRACING/BOTTOM ICH�ORDWMIN(4)10d CHORD BRACING RE APPLICABLE NA LS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ END I SCALE: PLT2 W/2X4 CHORD IVI DIAGONAL BRACING/BOTTOM VN CHORD BRACING DISSIMILAR BOTTOM CHORD GIRDER/TRUSS W12X6 BOTTOM CHORD TRUSSES W/2X4 BOTTOM CHORD 2x4 SCAB NAILED TO IAGONAL TRUSS BOTTOM CHOR `BRACING/BOTTOM W/MIN (4) 1Dd NAILS CHORD BRACING FOR EACH CHORD CONNECTION ACING @ MID RUN a.nao: ni.e. CONNECTOR SCHEDULE CONTROL DATE: 01/27/2020 MITek USP SIMPSON MiTek USP SIMPSON DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER 2 FASTENER - HTA 1618"1625 META 16 1450 (8)10d X 11/2" 1-PLY, (7) 16d 2-PLY, EMBED 4" (8) 10d x 11/2".1-PLY, (6)16d 2-PLY, EMBED 4" (2) HTA 16182430 (2) METAd6 1985 (12)10d x 1112" 1-PLY,-EMBED 4" " (10) 10d x 11/2 1-PLY, EMBED 4" '. HTA 16 1870 HETA-16 1810 8 16d 2-PLY EMBED 4" (10) lOd X 11/2 O 9 10d x 112" 1 PLV 8 16d 2-PLY, EMBED 4" O / HTA 20 1870 HUA-20 LED) (10)10d.1.1/2', (8)16d'2dPLY EMBED 4" (9) 10d x 11/2" 1—PLY, (8) 16d 2-PLY EMBED 4" 2 !) HTA-20 2430 12I HETA-20 2035 (12) lOd x11/V, 1-PLY, EMBED 4' I : (10) 10d x 11/2 1-PLY, EMBED 4 ' 2500 JD 16d 2-PLY, EMBED 4" (12) Ad 2-PLY, EMBED 4" LUGT-2 1655 LGF-2. 1885 14"x3"Wed e-Bc1t+Anchors WOOD 16 l0d BLK ISj / 8 � ( ) 7 -14"x2 4 TITEN WOOD 1616d O / 1/ ( ) LUGI 3380 LGT3-SD525 3480 CONIC (4) 3/8" X 5"Wedge-Bolt+ Anchors, WOOD (12) M25 (12)SDS 1/4"x3 TO GIRDER,(413/8 x 5' TITEN HD TO WALL. DHTA-20 2430 OETAL-20 2480 (16) - 10d x 11/2, 1 PLY ALTERNATE USE OF (2) HI 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), (7,2)lOd TO WOOD) (115/8'A:T. A.T.R. IN HIGH STRENGTH EPDXY ( MIN. 12' EMBED), (22 )10d TO WOOD. HUGT2+ 9575 HGF-I+ 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 HGF-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) 10d TO WOOD EFTA 1510 PARALLEL TO WALL 1470 PERPENDICULAR TO WALL. LTA2 1210 PARALLEL 1210 PERPENDICULAR WALL TO WALL TO (10)10dx 11/2" (10) 10d x 1-1/2 MUGT15 3945 VGT 4940 (1)5/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12 EMBED), (4) 10dTOP/(6)10d FACE/112)10d RACKO TRUSS (1)5/8A-T.B. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16) SDS 1/4"x3" POET 9575 (2) VGT 7185 (2)518"A.T. R. IN HIGH STRENGTH EPDXY IN. 12 EMBED), (8) 10d (2)5/8 &T.R: IN HI GH STE EN GTH EPDXY (MIN. 12" EM BED),(32) SDS 1/4"x3" MTW 12 965 MTS-12 990 (14). 10d x 11/2", (14) 10d (14)10d X 1112 HTW 16 1355 HTS-16 j 1310 (16)10d X 11/2", (16) 10d (16)10d X 11/2 HTW 20 1355 HTs20 1310 (24)10dX 11/2", (20)10d (24) 10dX 11/2 HTW 24 1355 HTS-24 1310 (24)10d X 11/2", (20)10d (24) 10d x 11/2 LSTA 12++ 930 LSTA-12++ 925 (10)10d (10) lOd LSTA 19+ 1235 LSTA-18++ 1235 (14)10d (14)10d ' MSTA-18. 1310 MSTA-18++ 1315 (14)10d (14)10d M5TA-24 ++ 1640 -MSTA-24++ 1640 (18)10d (18)10d MSTA-30++ 2065 MSTA-30++ 2050 (22)10d (22)10d MSTA-36« 2065 MSTA-36++ 2050 (26)10d (26)10d KSTI236 2765 MSTI-36 3800 (36)10d%11/2" (36)10d X 11/2 KTS1248 5105 MSTI.48 5070 (48)10d X 11/2" (48)10d %11/2 LFTA6 990 H6 1055 (16) Sd x 11/2", (1618d) R) 8d TO PLATES, (9) 8d TO STUDS SPT4 975 SP4 825 (6)10d TO STUDS (6)10d TO PLATE (6( 10d x 11/2" TO STUDS MP34 52S IN F1 @ 160% A34 430 (4) Sd x 11/2" TO. BEAM, (4) 8d x 11/2' TO POST (4) 8d x 1`1/2" TO BEAM, (4) Bd x 11/2" TO POST. HHCP2 680 HCP2 590 (10110dx 11/2" TO TRUSS, (10) 10d% 1112"TO PLATE (12)10d X 1112 RT16A 1020. H10A 1040 ' 910dx 112"TO TRUSS 810d X112"TO PLATE O / , O / 1810d X 112 ( ) / MUGT15 & PHD4A ` 4175 VGT &.HbIW 4940 28 1Dd TO TRUSS, 10 W 3 WOOD SCREWS TO POST W 5 8" THREADED ROD ( I 5 , ( ) S W 0 / / 16)-SDS 1 4"x3 TO WOOD 10 1 4"x21 2" W THREADED ROD d NUT WASHER 2 PLY { ) ( , (. I / / / , (1 5/ / MUGT15&PH04A '4175 VGT g.HD70 4940 WOOD SCREWS TO POST W 5 8" THREADED ROD (28I IOd TO TRUSS, (101 WS3 (/ 16 SDS 1 4"x3 TO WOOD(3)-3/4" STUD BOLTS W THREADED ROD 2 NUTS ASHER 2PLV 1 I / ... / .O PM / PAU44 2535 6775 ABU 44Z 2300 T50 (1) 518" A.T.R. IN HIGH STRENGTH EPDXY, (MIN.7 EMBED) IN CONC,(12) 16d TO W000 (1)5/8 A.T.R. INHIGH STRENGTH EPDXY, (MIN.]" EMBED.( IN CONC.,(12) 16d TO WOOD PAU66 2455 16005 ABU 66Z 2190 18205 EPDXY, (MIN. EMBED IN ONC. 1216d. TO WOOD (1J 5/8' A.T.R. IN HIGH STRENGTH E , ( I. ) , ( ) 1 3 8 A.T.R. IN HIGH STRENGTH EPDXY MIN. T' EMBED. IN CONC. 12 16d TO WOOD (I / , ( 1 , ( ) LTS19 +++ 120S LTT19+++ 1310 (1)3/4"A.T.R IN HIGH STRENGTH EPDXY,(MINJ"EM BEDj IN CONC.,(8)10d TOWOOD (1)3/4 A.T.R. IN HIGH STRENGTH EPDXY, (MIN.7 EMBED.) IN CONC,(B)lOd TO WOOD y.L c LTS208+rr 1100 LTT20B+++ 1500 (1) 3/4" A.T.R.IN HIGH STRENGTH EPDXY IZW 7" EMBEDj IN ONC, (10)10dx 1-1/2TO WOOD (1)1/2 A T R. IN HIGH STRENGTH EPDXY, (MIN. 7' EMBED.) IN CONC., (10)10d TO WOOD HU45 4160 H74 4455 (1)5/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED) IN OrONC.,(18)1GdX 21/2" (1)5/8 A.LR: IN HIGH STRENGTH EPDXY (MIN.7" EMBED,) IN CONC., 126) Ad X 21/2'. H745 50G5 H"fi5 5090 (1).5/8" A.T.R IN HIGH STRENGTH EPDXY {MIN.? EMBED) IN CONIC.(26) 16dX 21/2" ', (1)5/8 A.T.R. IN HIGH STRENGTH EPDXY.IMIN.7" EMBED,) IN CONC.,(26) 16d X 21/2' UPHUll+ 14395 HHD01.1-SDS 2.5+ 11810 (1) 1" A.T.R. IN HIGH STRENGTH EPDXY,(MIN. 10" EMBED) IN CONIC, (24) WS3 WOOD SCREWS Ill) I" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONIC., (24) SDS $" x 2'h" W000 SCREWS PHDSA TD%8 6525 ]8]0 HD78 6645 (1) 5/8". A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC.(14) WS3 WOOD SCREWS (1) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (3) 3/4" STUD BOLTSTO WOOD (I) 7/8'''A. B. IN HIGH STRENGTH EPDXY, (MIN. ]" EMBED) IN CONIC. (3) 7/8" STUD BOLTS TO WOOD NFM35X12U 2580 ]130 MBHA12° J 3475. 5330 MIN 6"EMBED NOTS LESS 4I FROM EDGE OF CONIC W/3/4" DIA NW RAMSET p2-BBOLT YNAB0 OR INSTALLED IN FACE. (14)10d ATJOIA REDHEAD (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. TOP, (1)3/4" A.TA IN HIGH STRENGTH EPDXY, (MIN.6,75"EMBEDMENTI IN CM.U. FACE, (18) 10dTO BEAM HUS4121F 3615 2710 (100%) HUSC412 WOOD. ( ) 3435 2635 (100%) (10) 16d TO HEADER, (10) 16d TO WOOD (10116d TO HEADER, (10) 16d TO WOOD 3325(125%) 3220(125%) HD4101F (CMU) 1950 3080 HUC410 (CMU) two 4500 (18)1/4"'x3' WS3 SCREWS, 10d TO WOOD USP (20I3/16"'TAPPER+, (10)101 TO WOOD (18)1/4 x 2-3/4. TITEN (9 PER FLANGE)TO CMU, (10) lOd TO WOOD: HD210-21F (CMU) 1950 3080 HUC210-2 (CMU) 1800 4500 (18)1/4 x3'. W53 SCREWS, (10) 1Dd TO WOOD. USP 12013/16"" TAPPER,, (10)10d TO WOOD (18) 114" x 2-3/4 TITEN o PER FLANGE( TO CMU, (10)10d TO WOOD, HD210-31F (CMUI D95 5015 HUC210-3 (CMU) 1800 4500 (18)1/4"" x 3"" WS3 SCREWS, (10)10d TO WOOD. USP (20) 3/16"" TAPPER., (10) lOd TO WOOD (18) 1/4 x 2-3/4" TITEN (9 PER: FLANGE) TO CMU, (10)10d TO WOOD: LGUM26-2 2125 6065. LGUM26-2-SDI,1430 5595 FE 3/8"%4"Wedge-Bolt+ Anchors; WOOD (4) WS3 WOOD SCREWS (4)3/9 x 4 TITEN HD ANCHORS (2 PER FLANGE)To CMU, (4)114X 2-1/2 SDS SCREWS TO WOOD I I........_..........._., ._...,.:....._ www.wwm.._w_...e._.w�..n......www:.w:ww:.::w:ww_ww.::_....�........__.._._._......_ I 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/(2)16d COMMON NAILS &SECURE TO BM. W/ SIMPSON LTA2 USED TO M yvj O U C) BRACE TOP OF WALL. U CJ1'711(1- rlLI ER O CJ3 II II II II II II IL Wpli j WWIARUSS W/ 10dONAlS I@ 6" O.C1 CAB OCJ5 On FROM EA. END) A II II �� GT 1) 11 11 11 _I ee A4 PRE-FABRICATED — — T — v RUSSES a 24.O.C. 4 f1 (e (D A1A I f- 1A 3.1 I el s r h i Alb"._, 0 ATTIC A3 ACCESS A4 ,fie tiiA __ _ A5 _ — A7 V4 ee to 1A A11G — — — 1 GT Q 1A j Ilm II II - _ II _ II q m 1A I II n u II T u II II II I IL ...J o-m FRAMING PLAN SCALE:1/4" = V-0" CA CJ3 CJ5 2 U O 0 o m o � N 0 @ LL J(� Z z U O `� Qm o� 0 x 0 I FTA CJ5 CJ3 CA ReNReovd tot oode UT11V �DETI�IMELYL� 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 329371 PH: 321-802-3591 www, a bdesigngrou p1'com AA #: 00033251. !T q i x I di o U ,i FI � kf14a FF W IP � i1 L A, V p x AN Rk I! Iti \ IJ I I 14�1 LI w " 1 ET 4 'e.d X+ E J 4 . se J.n. T 's OR E SIDE PHASE 2 LOT #77 PROJECT* Vsj Kf 04321.200 077R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: r' LEFT k PAGE: FRAMING r PLAN k II A "�' IAA, a , I/ i STATE OF FL'n , , rjA T; AUG 1'9 2020 c w{ i! EL C. ANDERSON lj .> AR NO T7305 "wA X)ATTT OS 15 20 SC A : 1/4"—l'—O" STREET S 3 ENGINEERED WOOD TRUSSESPLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP "ROOF/WALL/FLOOR ' DRAWINGS FOR REVIEW SHEATHING 3* AND APPROVAL FASTENER SCHEDULE" 4 A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH PLYWOOD SHEATHING, SEE 1 SIMPSON HETA16 # 1100 UPLIFT SIMPSON hI (9) 1Od x 1 z" NAILS TO TRUSS "ROOF/WALL/FLOOR TRUSS ANCHOR WITH NOTE: A PT SYP #2 2" x 4",TO k B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH SHEATHING HTSM20 AND O 1/ "x (12) 16d x 1 NAILS TO TRUSS (9) 1 Od x 1 q NAILS TO 6", 8" x 4'-0" MAY BE ADDED TRUSS AND (4) 1/4" x 2 1/4" z FASTENER SCHEDULE" GIRDER. PROVIDE 5" W/ 1 Od NAILS, 2 ROWS, 3" TITEN 2 ANCHORS TO DBL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE CONT POURED LINTEL C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO NOTE: APT SYP #2 2" x4", CONJUNCTION WITH ACCOMMODATE GIRDER # 1900 UPLIFT (2) SIMPSON (16) 10d x 3 4" NAILS GIRDER AND 6", 8' x 4'-0" MAY BE ADDED HEAVY UPLIFT 3 TIEDOWN REQUIREMENTS. HTSM20 INSTALLED ON PRE-ENG TRUSS s. (2) SIMPSON HETA16 TRUSS ANCHORS W11 Od NAILS, 2ROWS, 3" CONNECTOR OPPOSITE FACES OF WITH (12) 16d x 3 Z" NAILS TO GIRDER oo O/C TO FACILITATE ONE BLOCK WALL W/10 1 Od TO Fill ADDITIONAL PLY MAX. TO TRUSS AND (4) 1/4" x 21/4" P A-(1) SIMPSON.LGT3-SDS2.5 GIRDER TIEDOWN CONTINUOUS BOND BEAM t ACCOMMODATE TRUSS TITEN 2 ANCHORS TO Il 1x2, 2x WOOD FASCIA WITH (4)8" x 5" TITEN HD TO CMU AND (12) SDS CONT POURED LINTEL SEE ARCHITECTURAL ANCHOR REQUIREMENTS. a ' 1, 1 " 2x SECURED W/ (3) 16d a z 2 z TO GIRDER GALV. COMMON NAILS. ENGINEERED WOOD B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH lx2 SECURED W/ 10d TRUSSES @ 24" O/C, WOOD FASCIA (2) z`x 5" TITEN HD TO CMU AND (18) SDS y" x 1 x2, 2z 3" TO GIRDER r GALV. COMMON NAILS i - SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL FOR REVIEW C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH 3 16d _m 12" O/C 2X SECURED W/ „ °i AND APPROVAL GALV. COMMON NAILS. (2) �" x 5'TITEN HD TO CMU AND (18) SDS y x 3 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV; COMMON NAILS EAM ENSURE THAT CELLS ARE GROUTED MASONRY BOND BEAM 12" O/C EE SCHEDULE, SOLID, 8" EACH WAY OF BOLTS �r1 1 SEE SCHEDULE L4 I A ALLOWABLE UPLIFT = U:1810 LBS. L770 LBS (1 PLY) A AL OWABLE UPLIFT 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = U2365 LBS, L:1430 LBS (2 OR 3 PLY B ALL WABLE UPLIFT = 4725 LBS (2 PLY MIN.) TITEN 2 ANCHORS MIN. " C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) 2" COVER 8 2" APART - C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) REPAIR OF MULTIPLE TYPICAL TRUSS/ TYPICAL ROOF MISPLACED EMBEDDED TRUSS ANCHOR 1a 1b" 1C GIRDER CONNECTORS) SCALE:3,4- 2a Zb 2C SCALE:3/4"=1'-0" 3 SCALE:3/4"=V-9' �y GIRDER CONNECTORS) 1 (2) 2X4 No.2 SYP DIAG: 2x4 BLOCKING BETWEEN BRACE W/ (3) 12d @ EA TRUSSES WHERE TRUSS DIAG. BRACE TO COVER 5 TRUSSES) X-BRACING IS PRESENT AT 4'-0" O.C. (AT SHEATHING 0'4" TO 30'-0" (1) "X" BRACE SEAMS) 30'-l" TO 60'-0 (3) "X" BRACE SECURE 2x8 PT. PLATE (1) "X" BRACE @ CENTER TO BILK W/ 1/2" DIA (2) "X" BRACE DIVIDED EQUALLY FROM CENTER TO END. ANCHOR BOLT WASHER SET IN HIGH 10" MAX MAX(W/2) STRENGTH EPDXY 6H OR 10' 0° X W/2X4 ollV MIN. EMBED. AT 32" OC ( ) 2x WOOD FASCIA, SEE ARCHITECTURAL MAX. 1 x4 DIAGONAL PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" BTM. CHORD BRACING, SEE STIFFBACK (AS PER O.C. MAX " PLAN FOR LOCATION TRUSS ENG) CONT. 2x4 SECURED W/ v F a REQUIRED E TO BE INSTALLED @MAY NOT BSS _z/ 10'-0" O.C. MAX. CDI BTM. CHORD OF kWOOD ROOF TRUSSES KI SEE SCHEDULE FOR •f v BOND BEAM REQ. lx4 BTM. CHORD BRACING 6'-0" O/C END WALL OR OTHER 7 MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF 1 U-0" O/C MAXSECURED Wl (2) 1 Od DEPICTED SEE PLAN /� /� A' COMMON NAILS AT EACH CHORD BLOCq / K WALL VV� GABLE END INTERSECTION TYP. BTM. CHORD BRACING 7 PRE—ENG'D TRUSS SCALE:3/4=V-0" NOT USED 6 SCALE: 3/4„=1'-0" 5 i IE �� NOT USED L. 4 NOTCH DEPTHI/4*D THE USE OF ALTERNATE MATERIALS MAY BE HOLE EDGE >5/8" USED SO LONG AS THEY CONFORM TO THE �1 HOLE DIAMETER FOLLOWING < 2/5`D SGL. STUD 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS OUTERU/30 A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS 1; SPAN ONLY i„ EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES HOLE EDGE >5I8" 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. �a BTM. HOLE DIAMETER PLATE < 3/5*D DBL. STUD €1 STUD NOTCHING 9 NOT USED NOT USED 11 ALTERNATE3MA°TERIALS I=; [a AND BORING LIMITS 10 ^I"°`s ti7 SCALE: 1 1I2"=1'-0" i 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 s�= W I W r, U G i 0 E 0. Chi w hq 1 � :v �r E4 1 P @ A 1 1 y Ank y` r `* a a 0Ift � um a ( CREEKSIDE PHASE 2 LOT #77 e PROJECT# 04321.200 077R1 MODEL: 4EAB "1672—ARIA" GARAGE S WING: LEFT PAGE: DETAILS 160 MPH EXP C :. ARCHITECT; STATE OF FLOPJDA IA10�1� AUG 19 2020 ICHAEL C. ANDERSON AR NO 17305 p� 08/15/20 1 SCALE:1/4"=1'-0" SKEET //�� Sae IA PRE-ENG GABLE TRUSS- 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) I2X4 DIAGONAL BTM. CHORD iBRACING. SEE PLAN FOR (LOCATION SECURE 2x6 PT. PLATE TO BLK W/ 112" DIA. ANCHOR BOL� W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN' EMBED AT 32" OC MAX. SECURE GABLE TO 2x8 P PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN PLATE W/'12d's 8" O.C. MAX CONC.POURED LINTEL COURSE CONT. 2x4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10--0" O.C. MAX. GABLE END BRACING WI PRE-ENG �� GABLE TRUSS @ CMU WALL SCALE: 3/4"=1'-0 Fleviewed Ccd� urevers>il°Sl�""'rw s' 2194 H WY A1A, SUITE 301 INDIAN'HARBOUR BEACH, FLORIDA 32937, PH: 321-802-3* www. abdesigngroupicom AA #: 0003325 F f q rr� A 1 3 1 I 1 I P 1 r s �"LT:BDIV. & LOT: CREEKSIDE PHASE 2 LOT #7� PROJECT# 04321.200 077R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: LEFT PAGE: DETAILS r ➢'d-J 1 1 a. .. AFi� HITEGT- STATE OF FLORIDA I I, F: ct I�e I I AUG 19 2020 MICHAEL C. ANC E 7N AIRT NO 7020t- DA E� OS/15/20 SHEET S3.1 (2) 2X4 No.2 SYP DIAG. BRACE W/ (3) 12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 2x SUB -BAND 0'-0" TO 30'-0" (1) "X" BRACE 30'-l" TO 60'-0 (3) "X" BRACE (1) "X" BRACE @ CENTER PRE-ENG GABLE TRUSS (2) "X" BRACE DIVIDED EQUALLY STIFFBACKATALL FROM CENTER TO END- UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG) PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" SEE TYR. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. — 2x6 OUTLOOKER @ 24" O.C. SECURED W/ SIMPSON H10A 1x2, 2x WOOD FASCIA L CONNECTION PER SEE ARCHITECTURAL TRUSS MFG. 2x SECURED W/ (3) 16d ENGINEERED -WOOD GALV. COMMON NAILS. TRUSSES @ 24" O/C, 1x2 SECURED W/ IOd SUBMIT SHOP DRAWINGS GALV. COMMON NAILS FOR REVIEW CONT. 2x4 RAT RUN 12" O/C AND APPROVAL SECURED W/ (2) 12d's @ MASONRY BOND BEAM EACH TRUSS SEE SCHEDULE GABLE END PRE-ENG'D TRUSS W/ HIP RETURN SCALE' 3/4"=1'-0" VTCR SPACING (1) AT EA! . .r..,., ANr] S,_o,. n SIDE VIEW PRE-ENGINEERc:Ll 2 VALLEY TRUSS CONNECTION SCALE: N.T.S. Reviewed W coo 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W h W V W o 4 v W I\�� Ifs ?�� \: f a " .p Y ' BDIV 8 OT- CREEKSIDE PHASE 2 LOT #77 PROJECT# 04321.200, 077R1 k 4EAB "1672-ARIA" w SAGE SWING: LEFT t E DETAILS WO&P ARCH CT- ; STATE OF FLORIDA AUG19 2020 A MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 08/15/20 :+ SCALE: 1/4"=1'-0" SHEET S3. 1� i A GABLE - ND HIP ROOF ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 23.79 PSF 33.79 ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77 16) "A"= 4-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT +- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF. USE MIN 7/16" O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE ROOF/ WALL/ FLOOR MIN. 5/8 CDX EAT. PLYWOOD, WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT SUPPORTED SHEATHING PANEL EDGES AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE FASTENER SCHEDULE DETAIL. _ ROOF SHEA' :SING TO GABLE END FRAME USE 8d GUN NAILS @ 4" O.C. EDGEWISE 2X4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE NAIL SCHEDULE END. SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING (16-20 RINGS SCREW SHANK PER INCH) 8d SCREW SHANK 2 1/2" 0.12W PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4' 2 INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST FRAMING ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END. RAFTER OR TRUSS ROOF SHEATHING ,EXTERKM SHEATHING UE E 112" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND Bid RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND Sid RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. L BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING 8d RING SHANK GUN NAILS @ 4" O.C. FOR GABLE END FRAMING TOP & BOTTOM EDGES J ..-........ ZW z (0 (D LU 8d RING SHANK GUN NAILS z � 6" O.C. IN FIELCF _. U) 0 U U) T J / \ / z F J Q Q Z -6 00 TYP. EXT. SHEATHING ATTACHMENT FOR F z W z z 0 Z) LU TO BE STRUCTURAL GRADE) (7 LLl Y U Z Z Q J - V L) O Z yZ _ (0 io Z U z Z = uJ Z Y z WU LU �. W -6 °o Q _ U_C U F U Sd RING SHANK GUN NAILS @ 12" O.C. IN FIELD or 8d x 2 1/2" SCREW SHANK U) O PNEUMATIC SCREW -NAILS @ 12" O. N Z m LU W (0 FIELD z 00 a TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED III z m L 1aa NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTMC33. MAXIMUM AGGREGATE SIZE SHALL BE 314". 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 DRAUVINGS,APPLICABLE CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 34', ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-14 BUILDING CODE REQUIREMENTS CRIPPLERS SILLS, ETC. SHALL BE SOUTHERN PINE N - O. 20R BETTER. Fb - 1100 PSI AND A MODULUS OF FOR ST UCTURAL.CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF '. PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE?-10 AND RISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED INCHES AND SEALED WITH ADHESIVE TAPE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES FORMWORK: SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF.OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAdLS 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 B E CONSTRUED TO ;APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,. FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPT WHERE A DIFFERENT. DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED. IN ACCORDANCE WITH ACI 347, W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN ""%" OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS. TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION,FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS OF THE WORK. ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING PROVIDE SOLID BLOCKING UNDER ALL. POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2 THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMP _ ETE.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 SEQUEN ES TO INSURE SAFETY OF THE. BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES DURING RECTION THIS WORK INCLUDES THE ADDITION. OF NECESSARY SHORING, SHEETING TEMPORARY BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOW TRUSSES: DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL. BE THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH 2" CHAIRS SPACED 3'-0".00, EACH WAY. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA, SEE NOTED FOR SHOP DRAWINGS. DO NOT SCALE DRAWINGS.: THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF.0.036" AND BE. MANUFACTURED FROM STEEL TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. 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 "TPINVECA BCSI 1" : : ROOFLIVE LOAD FLOORLIVE LOAD 40 psf AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED 20 psf TOP CHORD -non-concurrent REVIEW. TYP. MIN LAPS SHALL AS FOLLOWS: #4 BAR - 25" #6 BAR -36" WOOD TRUSSES. 10 psf BTM CHORD -non-concurrent 3 #5 - BAR 30" #7 BAR - 42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF ° PROVIDE 36" x36" CORNER BARS, BOND BEAM ONLY, .AR AND TIED TOEACH BEAM REBAR, SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR DEAD LOAD DEAD LOAD - FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. j, 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:IOpsf .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 f WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. WIND: DEAD LOAD SPEED -160 MPH 3-SECOND GUST STAIRS LIVE LOAD 40 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF &FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING (ASCE 7-10 (FI3CR2017) 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: 10psf, UNINHABITABLE ATTIC WITH LIMITED LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING ANY DISCREPANCIES FROM THESE LAYOUTS THAT STORAGE: : 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE AND DEC KS: 40psf, GUARDS AND HANDRAILS: 200 sf GUARD IN -FILL p p ILL COMPONENTS: 5PASSENGER WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIG R TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR TOR 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 aopBf MASONRY: WI PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BYA FLORIDA MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER. SHOP''IDRAWING REVIEW "SPECIFICATION MASONRY STRUCTURES" (ACI.530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES AS THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE CONSTRUCTION SCHEDULE AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROVIDED BY THE TRUSS ENGINEER. COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE f'm = 1500 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND. UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED VALUES HAVE ENGINEER SHALL BE RESPONSIBLE FOR DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE ALL TRUSS TO TRUSS CONNECTIONS. OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS {CON -TRACT DOCUMENTS) ARE PROHIBITED GROUT USED TO FILL MASONRY CELLS SHALL COMPLY PLACING CONCRETE FOR IN . PLY WITH M WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT .ASTM C-476 AND SHALL PROVIDE AMINIMUM 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" WRITINGS BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. FOUNDATION/ SITE PREPARATION: TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS EXCAVA}IONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557 TREAT ALL CELLS TO BE FILLED. SOIL FOR TERMITE PROTECTION THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY FILL CMU CELLS SOLID WITH GROUT ATALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS: LOCATIONS FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THATTHE LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. MINIMUM DESIGN BEARING CAPACITY, AND THATTHE COMPACTION: REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY THE GEO TECH. ENGINEER. -- THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE CONCRETE: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION STRUCTURAL STEEL SHALL BE ASTM CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BEASTM-53, GRADE B, TYPE. E OR S, Fy= 35 ksi. TUBE AND PIPE 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 3 OD0 PSI REGULAR WEIGHT FOR BEAMS COLUMNS AND 5" STRUCTURAL TERRACE SLAB, 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 I OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT, BOLTS SHALL CONCRETi PLACEMENT CONCRETE SLUMP SHALL NOT EXCEED 5"+1- PRIOR TO THE ADDITION OF PLASTICIZER.. BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS QU ENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL, J-BOLTS ARE TO BE STEEL, CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN 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' _ OR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER -1/2"FOR#5 AND SMALLER - 2" FOR #6 AND LARGER - C. FO� CONCRETE NOT EXPOSED TO WEATHER 3/4 FOR SLABS, WALLS AND JOISTS 1-1 "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 lx2 PT FURRING TO CASE HARDENED COIL 81, O!C GARAGE DOOR BUCK 114 DIA TAPCON MASONRY 1 12 EMBED., 4" END DIST, MASONRY f CONC NAIL 1 1/2" LONG. TO NIASONRYlCONC. NO WASHER. FASTENER 8"O/C 1 1i2" EDGE DIST SGD, AL EXT DOORS CASE HARDENED COIL - 9" O/C WINDOW/DOOR! FASTENED GARAGE DOOR BUCK 12" DIA WI EXPANSION BOLT 4" EMBED., 4" END DIST. ix PT SEE NOTE 6 NAIL 1 1/2" LONG. STAGGERED INTO MASONRY/CONC. TO MASONRYICONC. WASHER P4�� OIC 3" EDGE DIST WINDOW BUCK CASE HARDENED COIL 91 O/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR SPACING Ix PT, SEE NOTE NAIL 11/2"LONG STAGGERED INTO MASONRYICONC. MASONRV.CONC. EQ LI.REMENTS Gl+f lJ IVI 1V J REQUIREMENTS EXT. SWING DOOR (2)3,16MIA. "TAPCON" 18" OIC 11/2"EMBED 8 END: NON -BEARING WOOD 12" EXPANSION 4" EMBED 4"END BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER DIST., 1 1/2" EDGE DIST. WALL TO CONC. SLAB W/ WASHER .:BOLT 24" DEC DIST., 3" EDGE DIST. 2x PT WINDOW BUCK 0.130" PAF x 21/8' 9"O/C 4 END, DIST, 1 1/2" PT TO STEEL COL., SEE W/ WASHER STAGGERED EDGE DIST. NOTES NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS - - 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND I OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAME® 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE'. 6. WINDOW AND DOOR BUCKS SHALL. BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lX MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR OAF TO THE SUBSTRATE. WrC00 Compw" Uluversal EE119r1�N 2194 HWY A1A, SUITE 301 INDIAN HARBOUR, BEACH, FLORIDA 32g37 PH: 321-802-1591 www.abdesigngroup.com AA #: 0003�25 ) I W I h W � w 0 r U s 1 I,I. E11 4 v W Q t N w -p ^a 1 1 II 3 P 6 i i[[ Y PER I� h pp .a �,.J1n.. TJ' DIA. tie s TINE,, CREEKSID11-1 I PHASE 2 ji, LOT #77A PROJECT# x 04321.200 077Rl_ MODEIz n 4EAB G "1672-ARIA" GARAGE SWING LEFT PAGE: DETAILS 160 MPH EXP. C; - STATE OF FLORIDA // // i ff, _ 0 lu1ILoCa 011 8HA�E. ANDERSON AR NO 17305 PRINT 2015 DATE: 08 / / SCALE: 1/4"= V — 0" SHEET =:. SI Planning &Development Services Department; •f Building &Regulations givision. ......._ . Product Review Affidavit FL# Or Miami -Dade FLORIDA PRODUCT REVISION EXPIRATION Product Model # Manufacturer Glass Description Method of Attachment' Building Design Pressure Product Design' Pressure. APPROVAL REVISION DATE 1/4 concrete screw 6" edge distance @ head, 4" edge distance @ jamb, 4" each side of transom centerline to bucking. Fastener spacing @ 15" °/c max. @ head and jamb: R6 12/31/2021 :Swing door Smooth Star Thermo-Tru N/A Min. embedn-entof all anchors to be 11/4° (+36) / (47) (+67) / (-67) FL5891.2 Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6" max: from comers, 11 3/4" o/t atiamb, 16" @ head. 1 1/4" embedment. Type Ii: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 7 1/4' o/c atdamb, 101/4" @ head 1'1/4"embedment. Two additional tapconslmidspan and one at lower frame required vertically each side: FL16103.1 R141_ 2/28/2021 SH Window Ply Gem 1500 Ply Gem Non Impact Install per manufacturers recommended requirements. {+38) { (48} (+50) / (-S0) Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6' mail. from corners, 14" o/c:atdamb„10" @ head, 1 1/4" embedment.. Type 11: 3116" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 8 V2" p/c at ja mb, 6" @ head. 1 1/4' embedment. Eight additional tapcons top and bottom required hontontally, one midspan vertically each FL16100.1 R7 11/30/2022 Vertical Mullion Ply Gem 1500 Ply Gem Non Impact side Install per manufacturers recommended requirements. N/A NIA Type 1: 3/16' or 1/4" ELCO Ultracon anchor 6" max. from corners, 14" 0/c at iamb, 16" @ head / sill. 1 1/4" embedment Type ill 3/16" or 1/4" ITW concrete tapcon anchor.. 6" max, from comers, 81/2"o/c at jamb; 101/2" @ head / sill 1 1/4' embedment: Five additional Lapcons Lop and bottom required horitontally,two midspan vertcally FL16104,2 R5 "11/30/2022 Fixed Window Ply Gem 1500 Ply Gem Non impact each side. Install per manufacturers recommended requirements. {+3$) / (-4$} (+55) / (55} 1/4" concrete tapcon anchor. 2 1/2" minimum edge distance. 6" max o/c from corners and 20 3/4' max o/c elsewhere top, vertically and bottom 2 1/2' min embedment. FL14634.1 R4 12/31/2022 Sliding Glass Door Builders Series 4780 w/ Ply Gem Non Impact (+33)((-41) (+50) / (-50) Sill Riser 1/4' concrete screw 6" edge distance@ head, 4" edge distance @ jamb, 4" each side of transom centerline to bucking Fastener spacing @ 15" o/c max. @ head and iamb; R4 12/31/2021 Opaque single Smooth Star' Therma-Tru N/A Min: embedment of all anchors to be 1 1/4" (+36) / (47) (+47) / (-47) FL20461.17 door with transom 3/8' x 2 3/4" Hilti sleeve anchors 6" from ends 22' O/C FL16107.3 R11 12/31/2020 Double Garage 16.2x7 73 W6 Clopay N/A {+29 }/ (35} (+36) { (-42) Door, Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8' dla: heads; long enough Lo penetra Le through plywood or 3/4''into boards. Use 4 nails per shingle placed 6-1/8' above the butt edge, approx. 1" and 13" from each end and 1/2" FL7006.1 R10 12/31/2020 Roof IKO Cambridge N/A aboveeachcutout. Drive nails straight so that nail head is flush with, but not cutting {+36) / (-47} N/ . into shingle surface. Miami -Dade approved corrosion risistant tin caps and 12 ga.1-1/W annular ring shank nails spaced 6' O C. at all laps and three staggard rows fastened 12" O.C. in the . 1 FL1521fi.1 R7 12/31/2620 Underlayment Rhino U-20 InlenNeb N/A field. Position Vent Flange beneath loosened shingles aligned w/ deck opening. Apply ASTM -- D 4586' or ASTM D 3409, Type I roofing cement/mastic to the underside of the vent flange at both the inside and outside perimeter and to continuously surround and seal I the flange. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with galvanized or stainless steel roofing nails having;a min 12 ga shank, min 3/8" diameter head and sufficient length to penetrate through the sheathing (ring shank nails shall be used in the HVHZ). Nails shall be located 1" from the edge of the flange and 8'O.C. along all R2 9/9/2026 Off Ridge Vent OFF: -RIDGE VENT WITH TAMCO N/A four sides of the vent. All exposed fasteners shall be sealed with roofing. N/A FL16918.3- BAFFLE cement/mastic. all loosened shingles shall be adheared down: with roof cement/mastic. Refer to and follow ALL Manufacturers installation instructions. AOR is not Iponsik iefor Errors, Ornssions or interpritations of this installation Method. j I II Apply; Roofing Sealant on all`seams inside the Roof Collar. Apply Roofing,Sealant along all (4) sides of the bottom of the Vent Flashing. Install in location under shingles to roof deck Fasten Base Flang to Decking using 1 1/4" Ring Shank Nails. Fasten Base Flange wf jl) nail ea comer @1' from edge. Fasten each Side of Base Flange using (3) nailes spaced nominal 5' apart and 1' from edge Fasten Top and Bottom using (3)' nails spaced a nominal 5" apart and 1" from edge for atotal of 22 FL3792.4 R12 8/1611021 Roof Vent 770-D Lomanaco N/A nails. Sea] all seams and nail heads and loose shingles. Refer to and follow ALL N/A N/A (alternate) Manufacturers installation instructions. AOR is not responsible for Errors, Omssions or interpritations of this Installation Method. AOR is not responsible for Emors, Omissions or misinterpretations of this Installation Method: FL24161.1 NONE 12/31/2020 Soffit Variform Soffits PlyGem N/A FL24161.1 (+31.6) / (-38.8) (+77.0)/(7716) 1/4" x 20 stainless steel or ELCO Panelmace with minimum embedment @ 1 3/4"' in, concrete / masonry, 21/2" min. edge distance, 12" o/c max. spacing Can be headed FL16293.1 R2 12/31/2020 Hurricane Panels 24 GAGE Hurricane Storm MFG. N/A screw or all thread but with wing nuts. N/A + or - 20 ps.f, Less than 6`span panel 1/4" x 20 stainless steel or ELCO Panelmate with minimum embedment @ 1 3/4" in Hurricane Panels Hurricane Storm concrete / masonry, 21/2" min, edge distance, 13 o/c max: spacing, Can be headed N/A + or ZOpa.f, FL16293:1 R2' 12/31/2020 '6' span or more 24 GAGE panel MFG. NSA screw oral[ thread but with wing nuts. tw � riea,ewna Install permanufacturersrecommended :requirements. 0 ufiner FL17147.1 R4 6/27/2021 Zip System Wall Sheathing Huber N/A N/A N/A Sheathing:,. /`/lAltonl ndTK MAIR90 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEAChir FLORIDA 32937 PH: 321-802-3591 wwwabdes igngroup.com AA #: 0003325 i 9 ST LUCIE COUNTY MASTER PA MODEL• EXPRESS ki MINGLE i i ki h X O lM4PH EXPam �`�TE OF FLORIG€� MI EL C. AN RS+)tl� AR NO 1730 4 ri' 08.18.20 SCAI.M. 1/4-"=1'-0" Al