The URL can be used to link to this page

Home My WebLink AboutBuilding Plans99AIL .�' 1430 CULVER [DRIVE NE, PALM BAY, I=L. 32907 Tel: (321) 733-7092 Fax: (321) 733-7972 • STATE OF FLORIDA DESIGN CRITERIA: ABBREVIATIONS REVISIONS INDEX OBI' DRAWINGS CERTIFIED BUILDING CONTRACTOR: •nDIMA BUILDING CODE, RESIDENTIAL, ABOVE LAVATORY DESCRIPTION 8LL LOCAL A D STATE AD AIR CONDITIONING M.C.LUMMELUMINOUS m1/m8A8 BID SET ISSUED ARCHITECTURAL SHEET DESCRIPTION *ALL LQCAL AND STATE CODES ADJ. ADJUSTABLE M.C. MEDIC It\E CABINET ALL ALTERNATE MFR, MANUFACTURER 0145/18 2011 FBC UPDATE AMP, AMPERAGE MIN. MINTMT:NI DR HORTON HOMES .00CUPANCY — RESIDENTIAL, GROUP R3 L BOARD MT M I. RESH°LD mIR9A8 BID SET RE-155UEp CPG CI -COVER SHEET T. CT_'NTER LINE MTR MOUNTED 1430 CULVER DRIVE NE oCONSTRUCTION TYPE - VB GAB CABINET MTL METAL 04/1848 FOOTING REVISION PER M. 50UUE5 PG GN— GENERAL NOTES • MIN. INTERIOR FINISH — CLASS B CLG. c: FILING N T.S. NOT TO SCALE PALM BAY FL 32907 CLR CLEAR CENTER m2/22A9 PLAN MAINTENANCE •BASIC WIND SPEED — Vult=160 MPH (ONC. CONCRETE. PL PROPERTY LINE m3(18A9 REVISED LINTEL SIZE At FRONT ENTR1 DOOR PG Al —FLOOR PLAN TEL: (321) 733-7092 Vasd=124 MPH CPT CARPET P.B.PUSHBUTTON G.T. cERAmlc TTLF: PH RECEPTACLE ®4/24/19 ADDED ADDITIONAL CEPTACLE IN CsARAGPE E R WILL BATSON PG A2C—ELEVATION "C" • EXPOSURE — C D. DRYER PLT PLATE FAX: (321) 733-7972 *I —STORY RESIDENCE — DBL. DOUBLE PTYWD. PLYWOOD 04/24/19 REVISED HVAC VOLUMES ON SQFT CALC SCHEDULE PG El —ELECTRICAL PLAN D.G. DI JAL GLAZED PR_ PAIR •2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL DIA DIATVFFTER P.T. PRESSURE TREATED 06/2149 ADDED LED LIGHTS ® KITCHEN E BATHROOMS PER MARK BOWES PG P1—PLUMBING PLAN DIM. DIMENSION R- RISER AND STATE CODES DISP DISPOSAL RAD. RADIUS 01/000 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS FIG Dl —DETAILS DP. DEEP R.A.G. RETURN AIR GRILL DR. DOOR REF. REFRIGERATOR PG D2—DETAILS • STATE OF FLORIDA D.S. DOWNSPOUT RIVI. ROOM PROFESSIONAL ARCHITECT: SQ.FT. CALL. S DIE. DETAIL R.O ROUGH OPENING PG WAl—WALL ASSEMBLY DETAILS U.W. DISHWASHER S.C. SOLTD CORP. EXT DR EA, FAGH S.D. SMOKE DETECTOR PG WA2—WALL ASSEMBLY DETAILS ELEV. ELEVATH)N S.H. SINGLE FLING MICHAEL C. ANDERSON EQ EQUAL SHT SHEET PG WA3-WALL ASSEMBLY DETAILS LIVINGS 16�2 SQ. FT. P.XH. EXHAUST SHTHG. SHEATHING AR No. 17305 EXT EXTERIOR Sim. SHOWTR PG WA6—WALL ASSEMBLY DETAILS GARAGE 432 SQ. FT. F.G.!FX FIXED GLASS SIM. SIMILAR ENTRY 38 SQ. FT. F.G. FUEL GAS SL. SLIDING A.B. DESIGN GROUP, LLC LANAI 96 5Q. FT. FIN FINISH SL SLIDING GLASS FLR. FLOOR STD.. STANDARD 2194 HWY AIA, SUITE 301 TOTAL 2238 SQ. FT. TU I OR FLUORESCENT SWS SHEAR WALL FR. DR. FRENCH DOOR SECTION INDIAN HARBOUR BEACH, FL 32937 FTG. FOOTING TEMP. TEMPERED GLASS GA, GAUGE ELK. THICK Tel: (321) 802-3591 A/C VOLUME 14381b CU. FT. GAR DISP- GARBAGEDISPOSAL T.O.C. TOP OFCURB GET. GROUND -FAULT CIRCUIT T.O.P. TOP OF PLATE INTERRUPTER T.G.S. TOP GFSLAB GL. GLASS TYP. TYPTCAT. STRUCTURAL SHEET # DES RIPT ON GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED H.B. HOLLOW OTHERWISE PG Sl —FOUNDATION PLAN H.C. HOLLOW CORE V.P. VAPOR PROOF DRAWING / CONTRACT DOCUMENT HDR. HEADER W. WASHER HET. OR HT HEIGHT WWITH PG S1.1A—DETAILS REVIEW BY BUILDER ' INS1iL. INSULATION WD. WOOD PG 51.2—DOWEL PLAN THE BUILDER ASSUMES ALL LIABILITY FOR INT INTERIOR DW. WINDOW _ rd E Id .H WATER HEATER PG S1.2A—DETAILS PG S2—LIFT BEAM PLAN AND NOTES� PX21 W' INTERPRETATION OF THE CONTRACT DOCUMENTS. W.I. WROUGHT IRON — — IF ANY ASPECT OF THE CONSTRUCTION (AS �" DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND PG S2.1A—DETAILS IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS _ PG S3—FRAMING PLAN DRAWING SET, THE CORRECT PROCEDURE IS FOR THE PG S3.1A—DETAILS BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR FILE0rINFORMATION) TO THE ARCHITECT OR ENGINEER FOR PG S3.1B—DETAILS CLARIFICATION. PG S3.1C—DETAILS AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN PG SN1—DETAILS RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY ImdforCode MANNER. AB DESIGN GROUP TAKES NOMusrvRESPONSIBILITY FOR INTERPRETATIONS OFCompliance sciCONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE erernne°""g BEEN GENERATED FOR UNCLEAR ASPECTS OF THE �'l �� ONSTRUCTION BASED ON THE DRAWING SET. F W U W O F 0. W 4 F q sUBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL: 4EAB "1672— ARIA" GARAGE SWING: LEFT PAGE: COVER SHEET 160 MPH EXP. C ARCHITECT. STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: Oe 15 20 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 -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BEI' DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTIONR301.2.1.2 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 SAFETYAND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODE 6. THE STRUCTURAL DESIGN JS 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 OPENINGSBETWEEN 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 R3025.2: 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 Yz -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 1/2-INCH GYPSUM BOARD OR EQUIVALENT, SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES, PLANTING AND IRRIGATION. 3, ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT, 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Yz THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYER AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF 3' 0 BEYOND NEW FOOTING LINE. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 10.LCONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY H COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND NTY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED LACE 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 TERMITEPROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." 6. 7. 8. 9. TINDER 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: L STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-20141 E. APA- THE ENGINEERED WOOD ASSOCIATION: I ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS S 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SIN1 6, MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL, 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS, 3. CONDENSATION LINES SHALL BE MINIMUM '/ PVC (SCHEDULE 40), INSULATED WITH w, 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, Q 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903, 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10, DRILLING &NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2. EXTERIOR WALL COVERINGS 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301,2(2) AS MODIFIED BY TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE EXTERIOR FINISHES 1. WKEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, X" 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, 112" 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-Cl063-12a. 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 1" 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 TRANSIT ON E171lu .S 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 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AB DESIGN GROUPS SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S/ CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. Reviewed for Code Compliance Universal Engineering Sciences 2194 H WY AJ A+ SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 I o U {61 Z €i w o w ,� a I; D3 w e I I I 0 d � 1 I I P 1 P I• CREEKSIDE, PHASE 2 , LOT #81 4321.200 081R1 ODEl : t 4EAB "1672-ARIA" GARAGE SWING: LEFT W E: E N kl Fkl GENERAL NOTES 1111.60 MPH EXP. C If" , ARCHrrECT.- STATE OF FLORIDA - OC� 2 7 2020 CAICHAEL C. ANDERSON a A 7 ! SAATE:TE: 08 20 /15 / r ro 11 3'-10° 13'-4" (2) 3052-SH T❑ OSLM W-W GLG. KMM 91 (2) 3052-5H OO G 64, CLG. GROUNDI WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ° OSPEED TOPOGRAPHIC DESIGN WEATHERING' FROST LINE TER'11TE DESIGN LOAD (MPH) EFFECTS" GATAGORYr DEPTH" TEMP' NA 16® C NA JNEGLIGAMLE NA VERY HEAVY 42 FLAME SPREAD'AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL 13E IN ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH NBC R302 S4 2'-0" FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN -4" ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R902.105 Ell-`------------- 0 `r (] C = LANAI ; e �p co 8 -13CLG. I co 3ARRIER FLOOD AIR MEAN TLAYMENT HAZARDS 9 FREEZING ANUAL I =RED11 INDEX' TEMP? NA SEE s)RVEY NA NA a 1 1 �h 9 _ � 3 GAN E, R(x ND 2 -6' 11 9i_6u (2) 3052-SH zs zz 7- � Q' r C._ IR-ISH -S raWLcOLG. I I Lu z 9 fY l IO O A 0 m e 1 L----- Al N 1R-1SI C• I I I I I — V I 9 WC - ---III KrrM 8'-a' GLG. >IU Al ,7) R 3 -6" 3'-0 3'-10° i i 13 0�� II 3 g�� I 3� 8�� I v �� 4'-4" `2X8 ARCH _ BATH 3-SH I \ 8' 8' GLG L® X11 F II I B I I rtY-1 1 Al 36 x60 ® ii iIQ i fKl l 0 SHWR. PAN I I u4 -j I s 1 � '.4 ABLE ROO,FS 101 k 0 � AS' HIP ROOFS GREAT ROOM Y swa, i d%n .:z"0 (0 ,5 TWt, 8'-S' GLG 'NoUs. s ,< 4 i..z:s in �t'l i fGURE i%: 01,2(7) COMPONENT AND CLADDING PRESSURE RE ZONE (K - 0 Lu BDRM #3 6 -z m W/ NC -- ,y 3-SH tt LAUN. ( IR-15H WH. 64, GLG. f—=X-Bxr — I ATTIC r=�iI�I Al Vi�BVH #2 �44 CLOL L �J B 0_ AV. 2'-`n QI1 BOLLARD II AS REQ. 11 PER 5LDG. v_ C.I I IR-1SH CODE -- V. ------ 0 / c0 �6 � N t0 8'FO8' GLG. `� �•8 ,y,� e GARAGE CLG 6' 8" 36'XI2' TRANS. T. 0 BDRM.#2 HB W-8' GLG. ENTRY F_ (2) 3052-SH I6'.-0°Xl'-®°O.H.D. EGRESS 2 - ------------------ �. —ir ARCH 2'- all 6 _01 d -0" 4'-4" -0" 2'-6" - 19'-4" 38'-8° r FLOOR PLAN SCALE: 114' m 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID ORHONEYCOMB-GORE STEEL DOORS NOT LESS THAN 1 3/8" (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET. U-VALUE AND SHCG ARE INFORMATION PROVIDED 5Y THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT SPECIFICATIONS EXTERIOR MASONRY WALL 5W-s. HEIGHTS 101-01 - SQ.FT. CALC. S LIVING 1612 SQ. FT. 432 SQ. FT. 38 SQ. FT. t1 •1 96 SQ. FT. 2238 SQ. FT. A/C VOLUME 14381.6 CU. FT. COMPONENT AND MADDING WIND LOADS BASIC WIND BMW FOR 3 SECOND OUSTS OPEOGS AND TYPE SQUARE FOOTAGE ZONE 160 WH WIND NO RBL4R(8 MIN. WINDOW 10 5 34/-45 CRITERIA � j EXTERIOR, SWING 21 5 32/-42 OR MIN. CRITERIA i S.G.D. MIN. 12 5 30/-31 CRITERIA 8010 O.H.D. 56 5 32.5/-38.0 16010 O.N.D. 112 5 30.9/-34.4 SOFFIT N/A 5 31b/-38.8 -h829/ IF ROOF TILE ,1 N/A 3 _55.2cz APPLICABLE r 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 E .. (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CONTROL DATE. 03120rd N DI3L.1 TOP PLATE m BAR DETAIL A 5CALE:1/2'=1' i ARCM DTL. ®— MUmvers, E^ Sclemes 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngmup.com AA #: 0003325 ti w U rq F 4 V q F § 14 CREEKSIDE PHASE 2 4 LOT 81 PROJECT# 4321.200 081R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: LEFT PAGE: �+ FLOOR F` I PLAN (160 MPH E' Y Nn =y ' RCH F FLORI®/ ;'. Sy 2020 ' MICHAEL C. ANDERSON Aft NO, 17n�5 d fir.^"3' k � ie"4"$Fs`✓ PRINK' 08 15 20 DA` TE / / SCALE: 1 /4"=1' — 011 SHEET Al 5LDG. HGT.,,_—_ _—_ _ ___ -- 4' RAISED SAND I;m 0 OF'T. COACH ' LIGHT 0 0'-0" FIN. FLR. I II 8'-8' BRCS. �-IGT.i, -- EQ. I� 11111 ■■ �■OJI Min F!,,� G, NOTE: FENESTRATION — — G R-103.4 — 4 EO. A� e 1�6 SHINGLE ROOF FOAM DRAIN TILES 4" FRIEZE BAND 8'-8" BRCS. HG7. 8'-S" SRCs. NCz71 SRC.' HGT. 4B aa I' 'n"P• IWX62' DEGORATI VE SHUTTER 4' RAISED BAND (TYR) -0" FIN. i. LR ® ® FIN. FLR., OFF RIDGE VENT OFF RIDE VENT 1�6 0 II TYP p— - — - — - — - - — - — - — - — - — - — - — - — - — - - REAR ELEVATION, ATIOla SCALE: 1/4 = 1'-0' TEXTURED FINISH 8'-S" BRGz HGT. _ �8 -8" BRCS. NGt. 1'-0' 4B A � Tt'I'.I I _ II 0'-0" F(N. FLR. - - — - - -- — - — - — - — - — - — - — - — - — - — - — - — - — -- - �m _0 FIN. FLR: LEFT ELEVATION 0'-0" FIN. FLR.) - ----4 _ - — - _ --_ SCALE: 1/4 = 1'-0" TEXTURED FINISH OFF RIDGE VENT OFF RIDGE VENT 12 IL I v r — — - — — j — — — — — — r A131-8" 5RS. HGT. - Q 1' 0 4B A P7 II I .0'-0` FIN. FLR. e L81 DECO. DETAIL A SCALE: 1/2 = 1'-0' oS'-8" BRG. HGT. BRCS. HGT. oV-0" FIN. FLR. 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 SO, IN. (BALANCETO BE PROVIDED IN SOFFIT VENTS) OFF RIDGE VENTILATION, AREA = 138SSQ. IN. PER VENT (net free area) TOTAL#OF VENTS REQUIRED 3-23 TOTAL ttOFVENTS PROVIDED = 4 SOFFIT VENTILATION AREA 7 SQ. IN. PER LINEAR FT (netfree area) LINEAR FEETQFSOFFIT REQUIRED 63.58 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 I PH: 321-802-359� www.abdesigngroup.0 om AA #: 0003325 / F w U w 0 a M4 4 F A SS UBOI'V. 8e LO I CREEKSIIIE PHASE LOT #81 I ROJECT# 4321.200 081R1--,a MODEL. 4EAB 1672— ARIA" GARAGE S WING: LEFT PAGE: .. ELEVATION? »c» t ° MPH EXP. C ARCHFECT: STATE OF FLORI®A I AUG 16 2020 �J`mI HAEL C. ANDERSON AIR "NO 17305 =' ,„J`: yea. '-u.,"o-_''.✓. 0 -TAM DATE: 08/15/20 sky Reviuviedrorc4ae SCALE:1/4"=1'-0" Com{Niance Univemal. Enyvww" SHEET A C ELECTRICAL LEGEND SYMBOL DEFINITION NOTES 125V OUTLET 20 AMP SINGLE POLE IIVV OUTLET 110V OUTLET 1/2OF OUTLET WIRED TO SWITCH 110V OUTLET EQUIFED FAULI GI INTERJPTER(TAMPER RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION UIP EXT. WAGROLIND �� AULT GFI OUTLET INTERRUPT R SWITCH SWITCH 3-WAY OPER �74 SWITCH 4-WAY OPER WALL MOUNTED LIGHT CEILING LIGHT © LED CLG LIGHT O LED VAPOR PROOF LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN ® VENT. PAN 1 CFM PER SO. FT. VENT. FAN I CFM PER 8Q. FT. W/L IGHT VANITY LIGHT FIXTURE (SPECS TMD BY BUILDER) FLUORESRES WRAP ® LIGHT AROAdD AROUND (RECESSED) FLUORESCENT RES UAFAP ® LIGHT AROUND AROUND (SURFACE MNT.) /--'� T FLUORESCENT 4'FLUORESCENT 4' TRACK LIGHT 0 PANEL Nib METER OSMOKE S.D. DETECTOR W/ FIATT. BACK-UP W/ HARDWIRE WALL MOUNTED MATT. BACK-UP _. SD. SMOKE DETECTOR W/ HARDWIRE BATT. BACK-UP W/ S/GO CARBON MONOXIDEd SMOKE DETECTOR HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE CP SO OF NOT LE88 THEN 4' FROM WALL PENDANT LIGHT NATURAL GAS (V OUTLET ' TELEPHONE JACK WWh WATER HEATER IGNITION SOURCE TO BE ELEVATED DISCONNECT AIR CONDITIONING TO 15E 210V UN.O. DISCONNECT SH B AHU ON TV TELEVISION JACK CEILING BOX R=UIRr= O TO BE SUPPORTED IN ACCORDANCE W/ BOX J-BOX MARKED AS SUCH FOR INSPECTION CEILING BOX REQUIRED TO BE SUPPORTEDININ CEILING FANLIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION 24' INCANDESCENT •R LIGHT STRIP nno 36' INCANDESCENT LIGHT STRIP nn�n��nn ® 48" INCANDESCENT LIGHT STRIP FLOOD LIGHT OPT. SECURITY KEYPAD P9. PUSH-BUTTON FOR CHIMES �-�* usB PORT • LOCATION OF TV JACKS t PHONE OUTLETS 4 FANS TO BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF FBCR 6TH EDITION (2011) 4 NEC 21012 2014 EDITION • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI • ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • 5AT14ROOM EXHAUST FAN TO HAVE MN. CAPACITY OF 50 GFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION M150'13 FHCR 6TH EDITION (20I1). • LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR 6TH ED (201T). • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6TH ED (2011). • ALL LAMPS SHALL BE SELECTED BY BUILDER AND 15% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER F15.0 ENERGY C014SERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2011, 6th EDITICM R404.1 METEF FIELD VERIF' LOC. OPT- COACH _ LIGHT ---------- ELECTRICAL PLAN SCALE: 1/4' = 1'-0' WP Panel MAIN - A PANEL: 8116wp crt. breaker VOLTAGE: 120 f 240 V -1 Ph MAIN: 150Amp MC.B FEEDER3-#1 Cu TNWN & 1-#6'Cu (G) in 1 1/2" C. OR 342/0 AL THV4'N & 146 Cu (G) in 1 1/2" C. Wire. Pole Bkr Description Watts Circuit GrouR I Watts I Description Bkr Pole Wire. #12 1 20 Exterior Receptacle GFI for TUG 1200 1 2 Space #12 2 20 Iirigaticri Pump 1000 3 4 Space 6 4BB0. A/C C JA 30. 2 r. 1111, Space H75 8 PANEL - A PANEL: 42 crt. breaker VOLTAGE: 1201240 V-1Ph MAIN: 150 Amp M..LO. FEEDER: 3- 01 Cu THVUAI & 1- #6 Cu (G) in 1 112" C. OR 3- 42/0 AL THWN & 1- #6 Cu (G) in 1 1/2" C. :Wire Pole Bkr Description Watts Circuit 1 Circuit Watts. Description Bkr Polo Wire # 12 1 20 Small Appliance 1500 1 2 8000 Range 50 2 #6 # 12 1 20 Mermaee / Hood GFI 1800. 3 4 #12 # 12 _ 1 1 20 20 Small Appliance Refigerator GFI 1500 1500 5 _ 7 6 8 4500 Water Heater 25 2 #10 # 12 1 20 Dining Receptacles AFCI 1500. 9 10 1200 Disposal: GFI 20 1 #12 #12 #12 1 20 20 Bath GFI Receptacles Foyer / Hall / Laundry AFQ 1200 1200 11 13 12 14 1500 5000 Gshwasher GFI Dr/er GFI 20 30 1 :2 #12 1 #1'0 #14 1 15 GreatRoom, Lanai & Dining Lights AFCI 900 15 16 Space 17 1500 Washer GF1 _ 20 1 #12 #14 1 15 SD & 0/0 AFCI 900 '19 1)CO Garage Door Opener GFI 20 1 #12 #12 1 20 Bed.#2 B #3 F Bath #2 AFCI 1200 21 1200 Garage Us & Receptacles GFI 20 1 #12 _ .Space 23 r226 900 Owners Suite AFCI 15 1 #14 Space Space 25 27 900 1000 Ownet=_ Bathroom AFCI Extenor Lights and Recpt. GFI 15 1 #14 #12 20 1 Space 29 1000 Irrigation controls only 20 1 #12 pace 31 Space .... pace 33 35__. 34_ _._.-Space Space Apace 36 Space 37 38 Space #8 2 35 A/CAHU-1 (HeAter .5 KVA at 65w 5120 39 41 GO 42 Space Space 1 Load: aubject to de. man factor c alcul ations./line. 15400 27700 Loadsubject to demand factor calculations line Demand Factor Calculations. ABBREVIATIONS: AFCI: ARC FAULT CIRCUIT INTERRUPTER NC :NON -COINCIDENT LOAD GFI. GROUND FAULT INTERRUPTER Total load subject to demand factor 43100 First 10000 watts at 100% 10000 Remaining watts at 40% 13240 Total. NO load 9800 100% for futcre growth LOAD CALCULATION IS. BASED ON A/C NON -COINCIDENT LOAD Total Connected Load Watts 33040 Total Amps (watts / 240 wits) 137.7 4 0 0 0 LED LIGHTING LED LIGHTING @ DOUBLE LAV. SINGLE LAV. OWNER'S BATH a 5ATH 02 PROVIDE 302/0 CU, THWN + 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) 150AMP ELECTRICAL RISER NOT TO SCALE. GENERAL NOTES: A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR lbtH EDITION (201-1 LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/THWN UNLESS NOTED OTHERWISE. POWER COMPANY TRANSFORMER GRADE PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDAR'F ELECTRICAL SERVICE. PROVIDE 3 it COPPER (CU) IN 1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 a2/0 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. COMBINATION SERVICE 150 AMP DISCONNECT SWITCI I AND 120/240 VOLT ELECTRIC METER IN I PHASE M NEMA 3R ENCLOSURE 0PMLO ANEL 15OA/2P MC5 TELEPHONE SERVICE ENTRANCE EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS CA5LE TELEVISION SERVICE ENTRANCE EQUIPMENT J Re ie:'+ed for Coda COmp{:an+re 1 04 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE F5CR btH EDITION (201-1). 5/5" DIA X 8 FT LONG COF�PER CLAD GROUND ROD 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W 0 Cz 0. V W 4 E-. a 64 ti r r r i i i SU'BDIV. 8a LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: LEFT PAGE: ELECTRICAL PLAN 160 MPH EXI). C ARCHITECT STATE OF FLORIDA AUG 14 203 WCHAEL C. ANDERSON AR NO T7305 08/15/20 1 sCAL'E:1/4"=1•-0"' SHEET EI C 0 0 o a oo - I I I II I II I II II I � II I II I ❑ m 6f r I0'-71 r i I I !_Sil I 0 I OlO II • I� I I • II L------ I El I I �-� T i LL J XVT R -1 1 II LL J II 7 O F OND I I II El II ° 7Q II Q a El ---- �❑ ❑ ---- ' uji ILI ------ —�---___-- � � PLUMBING PLAN SCALE: 1/4 = 1'-0' KITCHEN SINK W/ _ (LEFT ALTERNATE) ISER DIAGRAM 2194 H WY A1A, SUIITII INDIAN HARBOUR gE FLORIDA 32937 PH: 321-802-359 www.abdesigngroup, AA #: 0003325 rk v, w U w FA 4 U I; w 4 ' rkt w F A 1 1 1 1 1 1 1 1 I 1 1 1 v:Vot .. ISUBI&I� 8e LOTi GREEKSIDE PHASE 12 LOT #81 PROJECT# 4321.200 081R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: PLUMBING PLAN 160 MPH EXP. C ARCHrmcT STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 Reviewed for Code Compliance SCALE: 1/4n =1 -0el Universal Engineering pI i MECHANICAL PLAN SCALE: 1/4 = 70' R-VALUE SCHEDULE FLOOR SLAB ON GRADE R-0 EXTERIOR WALLS CMU - INT INSUL R-4.1 FRAMED WO - ADJACENT R-13 FRAMED WD - EXTERIOR R-13 CEILING UNDER ATTIC R-30 EQUIPMENT 5CHEDULI= 2b TONS MFG CARRIER C.U. 25H5C530A*030* A.H.U. FX4[)WB FM031L HEAT 5 KLU SEER 15 SEER TOTAL GAP 28400 ELECTRIC 208/230/IPH BRKR C.U. 30 A.H.0 35 REF LINES 3/4" 4 3/8" Reviewed for Code I Compliance Lid Universal Engmeering Sciences F W W V W 0 F C.1 W 4 F A E-4 SLJSDIV. & LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: MECHANICAL PLAN 160 MPH EXP. C PRINT 2015 DATE: 08 / / SCALE: 1/4"=1'-O" sIiEET PER FLR PLAN 1/2' CLG. 1/2' DRYWALL SECURE BT. — PLATE TO SLAB W/ 10d MASONRY NAIL a 32' O.G. MAX FIN. FLR. 2X4 TOP PLATE PRE-FAB TRUSS 2X4 WOOD STUDS ®24' O.C. SLAB PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURE5 AND WALL CAP 1NETS 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—BRG. SCALE: 3/4' = I'-0' FIBERGLASS SHINGLES OVER SO FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON,al 0.6.5. SHEATHING 5/8' GYPSUM B( OR J' CDX PLYWOOD OR I/2' HIGH SECURED PER STRENGTH CLG. FASTENER SCHEDULE BOARD PRE -ENO TRUSS � SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL MTL. DRIP EDGE PER ELEVATION 2x FASCIA PER TYP. ELEVATIONS R-4.1 INSULATION GJ - � VENTED SOFFIT WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0" FIN. FLR.JiiiI Ix2 P.T. FURRING — STRIPS a 24' O.G. 8' CMU 1/2' GYP. WL. BD. - WOOD BASE a.. a H W/ WINDOW OPENING FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON J' OS$. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN. FLR a a : a a a a d a' B TYP. WALL SECTION NO OPENING NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 2:12 TO LESS THAN 4:12, A —STORY HIP BLOCK WALL (2) LATER UNDERLAYMENT SYSTEM SCALE: 3/4' =1' -O' 15 REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT 15 PERMITTED BUT MUST PE PER ASTM D22ro TYPE 11, ASTM D 48F.9 TYPE Iv, OR ASTM D (075-t AND SEAL �QAs LNE `1;' PVC SLEEVE FOR GAS LNE _e' CMl —V1' GYP. al. BD. 2 GAS LINE THRU BLOCK D 1 SCALE: In'.I'-®• FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON �&' O.S.B. SHEATHING OR J' 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 GOAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-O" FIN. FLR. L 8' CMu — 1' - 0' T 'P- o.N. 1/2' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODuGt GALV.STEEL APPROVAL RI=a VERTICAL T 1' MIN. BY MAUF. SLIDE FASTENED TO ROOM TRACK BRACKETS W/ PRODUCT APPROVAL REQ. CORNER BEAD S' 0-tu SEE STRUCTURAL FOR RENFORCEMer 2x& P.T. I10 ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REa SEALANT BACKER ROD WEATHER STRIP MOULDING ALL AROUND MY DOOR MANI.F.) OVERHEAD DOOR BY OTHERS GARAGE DOOR JAMBS SCALE: 1 1/2' = i'-0" —2X4 SPF 24' O.G. MAX.—� SECURE W/ (2) 12d NAILS a EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS— STIFFBACK AT ALL UPRIGHTS PER STRUCTURAL DETAILS PRE-ENG WE). TRUSS ' PER ELEVATION CONT. 2x RAT RUN SECURED I STRUCTURAL DETAILS SEE ENERGY CODE FORMS Fl 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 a e,. a W/ WINDOW OPENING FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R,305.1.1 ON 116' O.S.B. 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 8' CMU — iL 0'-0' FIN. FLR a d a' B TYP. WALL SECTION NO OPENING 1—STORY GABLE BLOCK WALL SCALE: 3/4' =1' -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 AAMA 111. All exterior fenestration products shall be sealed at the juncture with the building wall with a sealant complying with AAMA 800 or A5TM C920 Class 25 Grade N5 or greater for proper joint expansion and contraction, ASTM C1281, AAMA 812, or other approved standard as appropriate for the type of sealant. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 114. The flashing shall extend to the surface of the exterior wall finish. Reviewed rot Code I CompildwA LLJUniversal EnpaaMiip en sac.. 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdeSigngrOuP.COM AA #: 0003325 mood w h U 0 a U h W 4 F A SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT# 4321.200 081R1 MODEL: 4EAB "1672— ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHrrECT: STATE OF FLORIDA AUG 14 2020 Wu FIAEL C. ANDERSON AR NO 17305 J PRINT DATE: 08 15 20 SCALE: 1/4"=1' — 0" SHEET JLJ TOP: 2X6 P.T. ® CENTER OF POOR HEADER SECURED W/ (U 14' x 8' J-6OLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN_ EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT- 0 SECURE 2x4 ONE' 0 ® FLAT TO BLK W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/2' X 8' J-BOLT OR ANCHOR a 0 BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2' X 2' X 1/9' WASHER 4 NUT. (U WITHIN 8' OF TOP, (1) WITHIN 8' OF THE BTM, (3) EVENLY SPACED. IEI iicr NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 1 BUCK ATTACHMENT p SCN E: I/!'-V-V I 8' CMU DRYWALL 1'X4" OR 1'X2'P.T. NAILER 1x4 P.T. OR %'X4' MIN. SECURE THRU FRAME 4 EXTEND 1-)14' INTO BLOCK W/ �(6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1-44' WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3/4 OR +5/4 WINDOW TO BLOCK +3 4 OR +5 4 A Scat = N.TS. 2X4: SECURE TO BLOCK W/ 3(6 TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6:® SECURE TO BLOCK W/2-%l TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') - WITHIN 8' OF EACH END 4 IV O.C. MAX SPACING. 2xa: cm SECURE TO BLOCK W/2-V TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y49 WITHIN 8' OF EACH END IS' O.G. MAX SPACING. ., 8' CMU 14" DRYWALL 1'X4' OR 1'X2' P.T. NAILER rDOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-1/2" WINDOW TO BLOCK +1-1 2" B)SCALE: N.T.S. 2X4 SECURE TO BLOCK W/ NW 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 BE ON OUTSIDE 4 2x6cm SECURED THROUGH SECURE TO BLOCK W/2 -Wr-' NON-STRUCTURAL Wb' TAPCONS TAPCON MIN. 1-Y4' (MIN. SHANK SIZE J45 EMBEDMENT INTO BLOCK - MIN. HEAD SIZE 300 8" CMU MIN. EMBEDMENT I Y4') �' DRYWALL WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. I'X4' OR I'X2' P.T. NAILER 2XB:® ❑ SECURE TO BLOCK W/2-%' N6' O.S.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT I Y4') ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O.G. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-15/16" WINDOW TO BLOCK +1-15 16" C SCALE: N.TS. 2X4:® SECURE TO BLOCK W/ Wb' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X6zm SECURE TO BLOCK W/2-% TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 _ MIN. EMBEDMENT I Y4') WITHIN 8" OF EACH END 4 IS' O.C. MAX SPACING. 2xaczm SECURE TO BLOCK W/2-Wt, TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8" OF EACH END 4 V O.C. MAX SPACING. --/ NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL �(6' TAPCON MIN. I-Y4' EMBEDMENT INTO BLOCK 8' CMU V DRYWALL i'X4' OR I'X2' P.T. NAILER r DOOR CASING DOOR JAMB OR WINDOW .ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Ya') DOOR JAMB TO BLOCK +2 1/4" i1 WINDOW TO BLOCK +2 1/4" " SCALE: N.T.S. 2X4cm SECURE TO BLOCK W/ 34t,' TAPCONS (MIN. SHANK SITE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4") WITHIN 8' OF EACH END < NOTE: STRUCTURAL 2X 18' O.C. MAX SPACING. MUST BE ON OUTSIDE 4 SECURED THROUGH SECURE TO BLOCK W/2-' NON -STRUCTURAL 3�&' TAPCONS TAPCON MIN. 1-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT 1 )14') DRYWALL WITHIN 8' OF EACH END 4 1'X4' OR I'X2' P.T. NAILER 18' O.G. MAX SPACING. ❑ 2X8cE= SECURE TO BLOCK W/2-%' TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8" OF EACH END 4 ATTACH TO 2X PER IVO.C. MAX SPACING. MANUFACTURES DETAILS. NOTE: SWM AS NMPM TO FV t% JAMp (PO NOT EXCEEP)V) DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +3" E SCALE: N.T.S. 2X4= SECURE TO BLOCK W/ TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN a' OF EACH END 4 NOTE: STRUCTURAL 2X 18" O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® SECURED THROUGH SECURE TO BLOCK W/2-%' NON-STRUCTURAL 3(6' TAPCONS(MIN. SHANK SIZE TAPCON MIN. 1-Y4' .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8 CMU WITHIN W OF EACH END 4 %�° DRYWALL 18' O.C. MAX SPACING. ❑ I'X4' OR 1'X2" P.T. NAILER 2X8:® SECURE TO BLOCK W/2-)(W 2ND 2X SECURE TO TAPCONS(MIN. SHANK SIZE STRUCTURAL MEMBER 145 W/(2)12d WITHIN a' OF EACH MIN. HEAD SIZE 300 END 4 6' TO 8' O.G. MAX MIN. EMBEDMENT 1 Y4') OOR CASING WITHIN 8' OF EACH END 4 DOOR JAMB OR WINDOW 18' O.C. MAX SPACING. ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMS (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +T F' SCALE: N.T.S. — 2X4= SECURE TO BLOCK W/Y4' TAPCONS(MIN. SHANK SIZE -145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') NOTE: STRUCTURAL 2X WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4 18" O-C. MAX SPACING. SECURED THROUGH SECURE TO BLOCK W/I-i/4' NON-STRUCTURAL -%6" TAPCONS(MIN- SHANK SIZE Em5r=D MIN.MENT INTO BLOCK. .145 MIN HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8' CMU Yt' DRYWALL WITHIN 8' OF EACH END 4 18, O.G. MAX SPACING. ❑ 1"X4' OR I'X2" P.T- NAILER 2X8c� SECURE TO BLOCK W/1-1/4' }(�' OS.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN a' OF EACH END 4 ATTACH TO 2X PER IS' O.C. MAX SPACING. MANUFACTURES DETAILS. NOTE, SWIM AS NffMXV TO M- MM JM5 (PO NOT EXCEED YV DOOR JAMB TO BLOCK +3-7/16" �1 WINDOW TO BLOCK +3-7/16" `I SCALE: N.T.S. 2X4 SECURE TO BLOCK W/Y4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1144') WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X IS' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® SECURED THROUGH SECURE TO BLOCK W/1-1/4' NON-STRUCTURAL TAPCONS TAPCON MIN. I-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SITE 300 MIN. EMBEDMENT 1 Y49 8' CMU WITHIN 8' OF EACH END 4DRYWALL 18' O.G. MAX SPACING. ❑ I'X4' OR VX2' P.T. NAILER 2X8cm SECURE TO BLOCK W/1-1/4' ' P.T. X 4' MIN. TAPCONS OOR CASING (MIN. SHANK SIZE .145 MIN- HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 TTACH TO 2X PER 18" O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOORJAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3 4" H SCALE: —N.T.S. Reviewed for Code Compliance „,. Universal Engin"IV . Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W y U W 0 F 0. v rn W 4 F 64 SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHrrECT- STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 08 15 20 SCALE: 1/4"= V — 0" SHEET �2 (D 1. FOLD INWARD + PT. A OI. FOLD INWARD + PT. A 2. CREASE + K. B 3. CREASE + PT. C SHINGLE ROOFING PRIP EPEE= OVERLAP 3_ EMEND 1/2' BELOW SHEATHING, MECHANICALLY FASTEN 4' O.G. MAX. n I. FOLD INWARP + Pr. A 2. CREASE + Imo. B FO C 1. FOLD INWARD + PT. A 2. O EASE + PT. B 3. CFIEASE + PT. c 4. FOLD PT. C OVER PT. B TILL PT. C TOUCHES BOTrOM FLANGE 3 COAT CEMENT (FRAME), 1,2' 2 COAT ASTER (cmu) WRB LAYER "2, FORTFIBER BUILDING PAPER(FRAME ONLY; WRB LAYER 01, STUCCO WRAP (FRAM ONLY) LAP LAYERS OF BUILPING WRAP OVER NAILING FLAW-e, STOP UM Ate. R)Y ABOVE SHMGLES (FRAME ONLY) FRAME OR GIMIU EXTERIOR KICK -OUT FLASHING (SEE DETAIL) WATER TIGHT SEAL FOLD, 22 I14I CUT. ® KIC KO UT DETAIL WATER TKhIT REAL (BEND OR SOLDER DO NOT CUT) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES I T " 5 N.T.S. 1/16' ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING OR CMU WR5 LATER 01, STUCCO WRAP (FRAME ONLY) B' THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) AL LATH (FRAME ONLY) LAP WR5 E TAPE OVER ROOF/WALL SCREED 5"X5" "L" TYPE CONTINUOUS GALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS FLASHING DIRAINAGE FLANE (WIR5 LA*rE1R 1*1, STUCCO LURAF) WIR5 LAB 'E1R 02 (POIRTIPIBER .- _,_,_,_,_ 5IUILDINC; FAFER) 1"iETAL LATH X X X X STUCCO a, . WOOD SHEATHING OR 1/16' ZIP 5HEATHING SYSTEM ( INSTALLED PER MANUF. SPECS-) 5ELP—ADHESIVE FLASHING — — — — — NOTE: 1"1ETAL LATH: LATH TO BE FER SECTION IR103.1.1 / A57-1 C-84-1-0S, i" 11N. 2.5 L55. 1=E1Q- SCE. IrAIRD (UT I L I T`I' OR N01„I INAL LATH DOES NOT t"IEET SFECIPICAT1 1Eno � ,_gf5al En9rtA^89 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 E, W U W O ti U W 4 F A I I 1 I 1 CN a aQn 2 � a � SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 V T08 15 20 : //E: 1/4"=1' - 0" SHEET ril "Wall LEGEND DRAINAGE PLANE CURB LATER #I/ STUCCO WRAP) WRB LAYER #2 (FORTIFIBER BUILDING PAPER) METAL LATH STUCCO WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SELF-ADHESIVE FLA5HING - - - - - NOTE: METAL LATH: LATH TO BE PER SECTION ASTM G-84-1-09, MIN. 2.5 LSS. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET 5PECIFICATION5) 6B DRYER BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH WALL 6' SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER — UNDER 'QUICK FLASH' ELEC. METEF VERIFY LO STUCCO FINISH (o' SELF ADHESIVE OVER TOP E SIDES SELF FLASH INCs UNIT PREMANUF. DRYER VENT CAP (SET IN CONT. SEALANT) WOOD CONSTRUCTION SEALANT 9 8, CMU TOP S SIDES (BLOCK) VENT PENETRATION SCALE: N.T.S. H1<iH ICJ 1C=L. r—1 ym STUCCO SCRATCH COAT d 1 COAT OF PAINT W/5ACK- ROLL PRIOR TO ELEC. METER INSTALLATION METER FIELD =Y LOCATION Y STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO 5E FILLED WITH RIGID POLYMERIC ISOCYANOTE-POLY5LEND FOAM nt cti ice .)R SIMILAR) APPLY A SILICON EASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES .O SCRATCH COAT LARGER THAN THE ELEC, METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER 01, STUCCO WRAP WOOD SHEATHIP APPROVED HOUSEWRAP BELOW CUT SUCH THA NO MEMBRANE ENTERS 50X, APPLY TO FAc EDGE STEF "I STEF #3 APPLY E-Z 5EAD a. a.°.a OVER 60 MIN °' °' ° GRADE 'D' "; FELT -PROVIDE ° - SEALANT AT ALL e a ° JOINTS AND o: ° INTERSECTIONS o ° , ° . ° . ° ° 7/16' ZIP SHEATHING SYSTEM LINSTALLED PER MANUF. SPECS.) OR -WOOD SHEATHING WRB LAYER "I, STUCCO WRAP /-WRB LAYER 02, FORTIFIBER 5UILDING PAPER METAL LATH 1/0' TEXTURED �, FrmSI-I a WOOD FASTEN TO WOOD STRUCTURAL MEMBER a l' O.C. MAX %' TO 1 l MID -WALL WEEP SCREED 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING • MASONRY B HORIZONTAL WEEP SCREED (FRAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WR5 LAYER "I, STUCCO WRAP CUT 'X' INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER MI In 5TI 4*2 WRB LAYER "I, STUCCO WRAP APPLY 60 MIN SELF-ADI-IERING GRADE "D' FELT MEMBRANE FLASHING OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP WRB LAYER 02, FORTIFI5ER BUILDING PAPER STEF *14 ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH STEF #5 5T E F '*(o ELECTRICAL RECEPTACLE MRwie"d for Code Compuance Universal Engme "Rg 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w 0 ti 4 a r7 4 F A ku QO SvsDIV LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO T7305 DATE: a 08/ 15/ 20 DAT SCAT .E: 1/4"=1'-0" DRAINAGE PLANE (WRB LATER 11, STUCCO WRAP) WRB LA1-ER *2 (FORTIFIBER BUILDING PAPER) METAL LATH rlpr w l WOOD SHEATHING OR -1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) SELF-ADHESIVE FLASHING X X X X a �/ 2 1/2 114- CORNER BEAD (FASTENER 4 SPACING 10 -1" O.G.) CMU V THICK, 3 COAT CEMENT PLASTER APPLIED DIREGTLi TO MASONRY 146 CORNER BEAD OP BLOCK wd rw co" compliance Univer E " 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W V rA 0 F 0. v h W C F A 1 1 1 1 1 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT# 4321.200 081R1 MODEL 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT- STATE OF FLORIDA AUG 14 2020 WCHAEL C. ANDERSON AR NO 17305 rscaa.. DATE: OS 15 20 sCALE: 1/4"=1'-0" SHEET WA3 2x6 SUB -BAND W/1 "x4" NOTCH a END, WRAPPED IN PEEL 4 STICK DRIP EDGE 1/8" TEXTURED FINISH a WOOD 1/2" TEXTURED FINISH a CMU 11 II II I 1 I 1 I 1 I 1 / 1 / 1 METAL FASCIA 1 WRAP Y8" FROM 1 STUCCO, 1" FROM 11 WOOD WALL 1 1 EXTERIOR WALL 1 (FRAME OR CMU) 11 \\\ NOTE: NOTCH FOR 2X(o \\ SUB BAND ONLY \ \ \ \ \\ I \\ 1 A)ELEVATION AN A METAL FASCIA WRAP 2X6 SUB BAND 4)f=LAN. 1 ROOF KICK OUT REMOVED 11 FOR CLARITY ROOF DECK (BEYOND) 1 DRIP EDGE, 1" OFF WALL NOT INTO STUCCO) �1/8" TEXTURED FINISH Q / WOOD, 1/2" TEXTURED FINISH g CMU 2x6 SUB -BAND W/I"x4" NOTCH 6 END, WRAPPED IN PEEL 4 STICK METAL FASCIA WRAP 1" OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL 1/8' TEXTURED FINISH ® WOOD, 1/2' TEXTURED FINISH 0 CMU METAL LATH WOOD SHEATHING OR CMU WRB LAYER el, STUCCO WRAP (FRAME ONLY) WRB LAYER 02, FORTIF15ER BUILDING PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT x x x x x x x x x x x x x x x d.. x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x i x x x x x x x x x x x x x x x x x x x x x x x x x x x x x .' x x x x x x j NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PRE-ENG'D TRUSS TO BE CUT 6 WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' -0" SCABBED TO TRUSS W/126 NAILS 6"-8" O.G. MAX. 2x SUB -BAND W/lY"x4" NOTCH 6 END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL ® WALL SUB BAND DETAIL OP WALL W/KICK- OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W4/22"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF- SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/tYHx4" NOTCH -a END, WRAPPED IN PEEL B STICK *ROOF CEMENT -s ROOF EDGE OMITTED FOR CLARITY -'-,€ Remwed for Code Compliance k Universal Enpmeedng screnCes 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti w w U W 0 E4 U w Q F q SVHDIV. & LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT* 4321.200 081R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS: SUB -BAND 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 J rsuav a 08 15 20 DATE: / / SCALE: 1/4"=1'-0" 1 SHEET WAIG v uo I, 26-8" „ 12'-0" I, 3'-10" 13'-4„ 11 i 9'-6„ I, 101-91 V-4" I, FOUNDATION PLAN SCALE: 1/4" = l'-0" EXTEND SLAB 1 1/2" 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.OINDICATED #5 BAR, OINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF, BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90" HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS, 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30", #6 =36"), AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14, VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm = 1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT(3000 PSI), UNITS LAID IN RUNNING BOND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER J OF SLAB SUPPORTED 3'-0" O/C MAX. SEE PLAN FOR WWM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 6th EDITION SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1:4xW1.4 OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY. MARK WIDTH LENGTH REINF. TOP REINF. T.O.F. SHORT LONG FM-12x18 12" CONTINUOUS 1TNHICKNESSBOTTOM (2) #5'sFMC-12xl8 12"CONTINUOUS (2) #5's #5 IN CURB VARIES F-24x24 24" 24" (2) #5's (2) #5'sFM-12xl2 12" CONTINUOUS (2) #5's (-)0"-4 TE-1 8" SEE PLAN 8" (1) #5's (- 0'-0" SECURE STRAP TO A/C SIMPSON WB CONC. W/ UNIT ROLL STRAP (2)-3/16'XV OR E(2UAL TAP -CONS EACH CORNER OF UNIT CONG.--z `SECURE STRAP TO SLAB UNITS W/ (2) 48x1 1/4 SHT MTL SCREUS A/C CONNECTION TO PAD DETAIL_ Reviewed fa Code Co p" u� Urirversw Enpn WM ScienWft 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F y U W 0 0. 4 F O s~ SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT# 4321.200 081R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: LEFT PAGE: FOUNDATION PLAN 160 MPH EXP. C ARCHITECT STATE OF FLOPMA AUG 14 2020 MK;I-ML C. AEON AR NO T7305 DATE- 08/15/20 SCALE: 1/4"=1'-0" sfiEET Z � STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND " 0- SPACING REQUIREMENTS r m W U_ d J Of CO Z 8" CMU WALL O Fo 0 SEE SLAB SCHEDULE EXT. PORCH SLAB L 4" CHAMFER (1-STORY) W/ 112" ISOLATION ° 6" CHAMFER (2-STORY) JOINT (WHERE 0 • " APPLICABLE) Z ° - SEE SCHEDULE g FOR WxD, BAR SIZE iv AND BAR QUANTITY BAR SIZE 48 BAR DIA. #3 181, #4 24" #5 30" #6 36" #7 42" %4�EXTERIOR MONO -FOOTING ` � SCALE:3/4"=V-9' 2"CAPPED GALVANIZED PIPE W/FLANGE @ BASE 0 io SECURE FLANGE TO SLAB W/(4) 1/4" X 2 1/4" TAPCONS i BOLLARD LAP NP PLATE A MIN. OF 48" AND NN W/ 16d COMMON NAILS, 2- WS, 4" O/C BTM. LAP TO OC R OVERSTUD 2x4 OR 2x6 WOOD JEARING - WALL W/ SYP No 2 UDS SEE PLANS FOR SPACING. INGLE BTM. PLATE TO BE PT PROVIDE DBL. TOP PLAT +- 0'-0" TOP OF SLAB 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKU ?eNRE BYPLATE TO LSLABVV/lgd MASONRY NAIL TAGGERED. ONAL METAL NECTORS NOT QUIRED WHEN NO PLIFT IS PRESENT. SEE SLAB SCHEDULE d° a. SEE SCHEDULE FOR WxD, BAR SIZE D BAR QUANTITY INT IOR FOUNDATION OD WALL 9 SCALE' 3/4"=T-0" (NO LIFT) Z At'" STEEL REINFORCING IN GROUTED e(a CELL SEE PLAN FOR SIZE AND } SPACING REQUIREMENTS Q W � � J U) oO Q ' 8" CMU WALL Z co ro - ii +- 01_0„ TOP OF SLAB n % VARIES ° a SEE SLAB SCHEDULE TOP OF GARAGE 11:74" EXT. PORCH SLAB CHAMFER (1-STORY) I W/ 1/2" ISOLATION �, �e ' 6" CHAMFER (2-STORY) JOINT (WHERE •? SEE SCHEDULE APPLICABLE) Z _` Q. FOR WxD, BAR SIZE AND BAR QUANTITY N EXTERIOR MONO —FOOTING 2 GA RAGE SCALE: 3/4"=1'-0" W U. 0a Q Q, J J Q ao = K = m co Zv uj J 0 co NEW REINF. BAR SECURED W/ 2- PART EPDXY. MIN. EMBED 8" LINO' FOLLOW ALL MANF SPECIFICATIONS FOR USE AND PREPARATION OF HOLE. 0 0-� 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLITHIC FOUNDATION 6 . STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS as . f } F" Q w mU V J �co � p 8" CMU W 0 MZ F--�•If—� d.° . a SEE SLAB SCHEDULE Z Z "ISOLATED COLUMN PAD CENTERED UNDER WALL AND °D r POURED MONOLITHICALLY WITH • . •T FOUNDATION AND SLAB d 9 ° SEESCH ULE FOR WxD, BA SIZE AND BAR QUAN TY MBINED EXTERIO MONO- OOTING AND COL. P 1 � SCA : 3/4"=1'-0" 30 MIN. EACH WAY MONOLITHIC FOOTING °pTr7— p vp FM 1 v . CORNER BARS, SAME SIZE AS LARGER BAR IN FOUNDATION WITH 30" LEG EACH $ " I WAY AT ALL CHANGES IN DIRECTIONS s SO THAT THE STEEL REINF.IS CONTINUOUS >•,vl I MATCH AMOUNT OF CONTINUOUS BARS v CONTINUOUS STEEL MONOLITHIC p . FOOTING REINFORCEMENT SEE SCHEDULE s WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO MONOLITHIC FOUNDATION CORNER BARS DETAIL AP TOP PLATE A MIN. OF 48' A NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM. LAP TO CCUR OVER STUD 2x4 OR 2x6 D BEARING - WALL W/ SYP No 2 STUDS SEE PL S FOR SPACING. SINGLE BT LATE TO BE PT. PROVIDE DBL. OP PLATE SIMPSON SPH4 OR SPH6 — BTM AND TOP PLATE ANCHORS W/ 1Od x 1 1/2" COMMON NAILS FILL ALL HOLES, DO NOT USE 1 Od x 3" RECESS AROUND GARAGE DOOR OPENING SCALE:3/4"=V-9' \ / SCALE:3/4"=l'-0" LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON VERIFY HEIGHT NAILS, 2-ROWS, 4" O/C BTM. VERIFY HEIGHT WALL W/ PLAN LAP TO OCCUR OVER STUD OF WALL Wl PLAN PROVIDE BLO NG 2x4 OR 2x6 WOOD BEARING - PROVIDE BLOCKING WALL W/ SYP No 2 STUDS SEE E R B . PLATE TO SLAB W/ PLANS FOR SPACING. SINGLE 1/2"x DGE ANCHOR W/ 2" BTM. PLATE TO BE PT. " R SET IN HIGH STRENGTH PROVIDE DBL. TOP PLATE SECURE BT. PLATE TO XY 5-1/2" EMBED. MIN. @ 16" OC SLAB W/10d MASONRY NAIL 16" O/C STAGGERED. d ADDITIONAL METAL SLAB SCHEDULE 6LAE1 d.� EQ: EQ. SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD WO SCALE:3/4"-1'-O" (W/ UPLI POURED LINTEL CONT. (TYP.) ;:�;• 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING 1/2" DIA. SIMPSON ST132 BOLTS 5" MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRIG WALL TO BLOCK WALL CONNECTION LE: 3/4"=V-0 FOR NRY SET EV: CONNECTORS NOT REQUIRED WHEN NO rn UPLIFT IS PRESENT. w_ (Y SEE SLAB SCHEDULE Q d ° { e °. d . EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"-1'.-0" (NO UPLIFT) aevita1 cwpi Univars:oeno�1°°��9 2194 H WY A1A, SUITE 301 3 INDIAN HARBOUR BEACH.. FLORIDA32937 7 PH:321-802-3591 www.abdesigngroup.com AA # 0003325 > 11 k, Q4 ) F U p w B e f k, 0. I� f✓7 i. 3 P CREEKSIDE PHASE 2 LOT #81 -PgtOJECT# 4321.200 081R1 ' MODEL• Ll 4EAB "1672-ARIA" €<:;AFLAGE SWING: LEFT PAGE: a DETAILS arc a.¢.� a ' 61) MPH FYR 6 �. v1 7--1 I STATE a OF FLORIDA E rk AUG It 2W a cx aVHAE C. ANDERSON tt� ®/ ; O8/15/20 SCALE: 1/4"=lf —0" SHEET � DOWEL PLAN SCALE: 1/4" = 1-0" Reviewed for Code ID conrvuarlce I>> Universal Erga�ee�!' Scone 2194 H WY A1A, SUITE 301 INDIAN{HARBOUR BEACH, FLORIDA 32937 PH: 321-802-359� www. abdesigngroupJcom AA #: 00033251 F W y W U I W F8 h li I 1 I 1 N I > PPP p i p0M,4 & LOT-% CREEKSIPE PHASE 2 F LOT #81 fu C z �?ROJECT* ' 4321.200/081R1 4EAB "1672-ARIA" C ARAGE SWING. LEFT Y f� T ' a.GE: 2 DOWEL PLAN A41 Y� Y� ` 160 MPH EXP C 1,�,,� ARCHfTECT Z'TE OF FLORI® AUG 14 2020 ICHAEL C. ANDERSON AR NO 17,3505 / / SCALE: 1/4"=1'-0" mSHEETJ S1. 2 it TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK r— GROUTED BOND BEAM PER ELEV. — CLEAN OUT REQUIRED FOR INSPECTION 0'-0" FIN. FLR. TOVERTICAL REBAR TO HORIZONTAL •4 REBAR W/ 10" HOOK 4A Z LLI 0 HORIZONTALNERTICAL REINFORCING SCALE, 3/4"=1'-0" BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 301, #6 36" #7 42" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL rA� \—• SEE SLAB SCHEDULE EXT. PORCH SLAB �-4" CHAMFER (1-STORY) W/ 1/2" ISOLATION 6" CHAMFER (2-STORY) JOINT (WHERE APPLICABLE) z . �MATCH STEEL REINFORCEMENT 6" PVC CHASE PER SCHEDULE C14 THRU FOOTING SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY +-o'-o' )P OF SLAB BAR SIZE 48 BAR DIA. f3 181, #4 24" #5 30" #6 361, 47 42" + — .4- TOP OFIZB* A z of 4 VA LLI > Ci 0 4 z A 6" PVC CHASE THRU FOOTING MATCH STEEL REINFORCEMENT PER SCHEDULE PVC CHASE -�THRU FOOTING SCALE: 3/4"=1'-0" #5 BARS F E -00 —1 , I. 81, 1, IN CMU UNIT DIMENSIONS ARE NOMINAL SIZES MASONRY SYMBOLS 3 SCALE: 3/4"=V-0" Reviewed For Cade Cmplkinoe Universal EngwWwwV ID scorn 2194 HWY AJA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 wwwabdesigngroup.com, AA #: 0003325 11 RIMZ"o SUBDIV. & L017. CREEKSME PHASE 2 LOT #81 01 PROJECTIf 4321.200/081R1 E, 4EAB "1672-ARIA" -;GARAGE SWING: LEFT PAGE: DETAILS rl IP 6 t"i 14 Ar S S I ATE AUG ? 4 2020 i MICHAEL C. ANDERSON I TE: 08/15/20 t" 1 SCALE: 11d =1, —011N SHEET A S 1. 2 - ILA P'k f", ��8��U�� o/v�-�:nm/�^.^�n��x�~�� 1.U,ND.ALL STRAPS FOR ROOF ` TRUSSES TO8E CONCRETE TOWOOD ROOF: 5|MPSONHETA10W/(&)1Udx11/2"HD8NAILS. CONCRETE TOWOOD FLOOR: S|WYPSONLTA2W/(8)1Odx11/2'HOGNAILS, WOOD TOWOOD: S|MPSONH1UAORLGT2NK1Udx1 1/2"HD8NAILS, FILL ALL HOLES. 2.ALL PLYWOOD FOR WALL AND ROOF SHEATHING |STOBEPER FASTENER SCHEDULE. 3 ALL PLYWOOD FOR FLOOR SHEATHING SHALL BEPER FASTER SCHEDULE MEETING THE REQUIREMENTS OFAFG^O1AND APPLIED |NACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4.ALL NAILS FOR TRUSS TOBEAM AND TRUSS TOTRUSS METAL CONNECTORS ARE TOBEGALVANIZED. 5.LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ONCAST'CRETE. CONNECTERS ARE TQBEGALVANIZED. 5.LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ONCAST-CRETE CONCRETE LINTELS. 8.BOTTOM OFLINTELS ARE TO8EPLACED ATTOPOFWINDOW, 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|EVVAND APPROVAL. &. PLACE 2x4PTTOALIGN WITH TOP AND BOTTOM CHORDS OFROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF72P8S38'177"°x27/8''LONG, WITH WASHER Ob1G"[}.C. 1O.TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME <7NEACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11.WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12.ALL ELEVATIONS ARE REFERENCED FROM U'^O".FINISH FLOOR. UNLESS U � NOTED OTHERWISE. HEADER SCHEDULE slzr=& REMARK LMARK BEAM SCHEDULE RRRZM INDICATES OPENING BELOW/ T.0-B. =TOP OF BEAM/ B.O.L. =BOTTOM OF LINTEL IT.O.A. =TOP OFARCH /T.O.S =TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION fc SIZE REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING "CAST-CRETEw SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST& PRESTRESSED U-LINTELS SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT SAFE LOAD SAFE LOAD - POUNDS PER LINEAR FOOT IT f2W 17"-C (M PRESTRENED N.R. PRBTRESSED N.R. 194 84 Ir-C Wn PRESTRIESM jW- Go m 122B low 1840 2D47 102 308 ON a 740 1005M INIM rl b1473 129 TO THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE ADDED PERCENT REBAR, THE REDUCTIONS NUMBERS IN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. - ALL VALUES TAKEN FROM 6SAFE LOAD TABILES' BY CASTCRIETE MALY 2015 EDMON - PRECAST PRODUCTS BY OTHERS TO MEET OR EXOM VALUES STATED ABOVE - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM r OF BEARNG PAST EACH SIDE OF MNDOW OPEN= PRODUCT CONT�01_ NOTICE OF ACCEPTANCE F.E,C,P, CORPORATION-CASTE-CRETE 01 04 LL co LINO, PROVIDE BB1 WHERE-,,,, ROOF TRUSSES BEAR, TOP compwvco SCALE: 1/4" = V-0" rnunlv"'WE 2194HVVYAI&.SUITE 381 |ND|ANHARBOUR BEACH, FLORIDA32937 PH: 321-802-3591 www.abdesigngroup.com AA#:O003325 MCI 11 CREEKSIDE LOT #81 MOIDELa LEFT LIFT BEAM PLAN AND NOTES STATE OF FLORDA ALIG I t 2w ��C ANDERSON /,� ��A,T��: °��°�1"�'~��/�0 SCAIX:1/z1»=1^- - U:'/ #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 10" HOOK II 30" TYPICAL #5 BAR IN BOND BE, CORNER REINFORCING OF BOND BEAM SCALE: 3/4"=V-0" DBL. BOND BEAM AT HIGHER ELEVATION DBL. BOND BEAM AT LOWER ELEVATION #5 BAR BENT AS SHOWN 70,,Z o OPEN FACE SHELL SO r AS TO ALLOW BENT BAR TO BE PLACED IN UPPER AND LOWER #5 MIN REQUIRED IN BOND BEAM EACH CELL HOOKED IN TOP BOND BEAM W/ STANDARD ACI HOOK CORNERBARS AT CORNER STEP 3 SCALE: 3/4"=l'-0" PROVIDE 3" DIA HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL. m .E REINF. BAR(S). ;ROUTS BENEATH i'„"\\ SINGLE LINTEL, MULTIPLE OPENINGS S.CALE:. 3/4"= OF NOTES TO THE INSPECTOR/CONTRACTOR 1. PLACE LINTEL ACROSS TOP OF OPENING. 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING PLACE STEEL HEIGHT. REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM COURSE OF BOND BEAM 1S OMITTED AND A LINTEL IS PLACED. THE STEEL REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE TOP OF THE LINTEL 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. 8x16 DBL. BOND — Qp� BEAM W/ (1) #5 BAR EACH COURSE • G 8x8 BOND BEAM TOP OF • OQ�\� W/ (1) #5 BAR BOND BEAM F = FILLED W/ GROUT U = UNFILLED GROUT SOLID FROM NOMINAL LINTEL TO TOP OF BOND OF #5 S, IN 2ND BOND WIDTH L BEAM, IF FILLED LINTEL. BEAM COURSE 1 �� T,� 8x8 PRE —CAST CONCRETE 1 1 v 1 v LINTEL W/ (1) #5 BAR (L2) HEIGHT L LENGTH OF BAR = WIDTH OF 0 # OF #5'S, TOP OPENING —2" ' IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR THAT XFXX — 1T/lM/0B. INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8x8 PRE —CAST CONCRETE AND XFXX - 1T/0M/0B INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS AND XUXX - lT/1M10B INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED LINTEL . AND XUXX- 1T/OMIOB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL WINDOW PRE —CAST WINDOW SILL Z a SLOPE TYPICAL MASONRY WINDOW SILL CONSTRUCTION SINGLE #5 CORNER BAR 30x30 TURNED UP OR TURNED DOWN INTO FILLED CELL i STEEL REINF. OF BOND. BEAM PROVIDE #5 BAR AT EACH SIDE OF ELEVATION CHANGE CHANGE IN ELEVATION OF BOND BEAM bUALL: T BOND OF OPENING SEE NOTE 5 MASONRY 2 BEAM DESLGNATION 1 SCALE: 3(4"=1'-0" TOP OF OPENING PRECAST HEADER(MIN) 2x4 (MIN 2 X 3) 1-3116 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x6 (MIN 2'X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING 114") 8" FROM EACH END AND SECURE TO SHEATHING W/ 18" O.C. MAX. MIN 1-1/4" M1N.,2-12d PER BILK. EA. END EMBEDMENT 7/16" OSB SHEATHING CMU WALL ARCHWAY FRAMING DETAIL SCALE: 3/4"=1 -0" —,—I Reviewed fw C°do cwnvllawo ;Mv.sw Engwamw-, _. SCOW" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BiACH, FLORIDA 32933 PH: 321-802-35 1desig www.abngrou .com AA #: 0003325 ,M a 'C IBDIV: CREEKSIDE PHASE 2 LOT #B1 PROJECT# 4321.200/081R11 MODEL: f 4EAB "1672—ARIA GARAGE AGE SWING: LEFT g PAGE: �3 DETAILS R. f4� < Lh Ada x c S AF�f;�i�"ECT STATE OF FLORID pJ x AUG 14 2020 14 s WCHAEL C. ANDERSON t AR NO 17305 R�i2I1�' DATES OS 15 20 SCALE: 1/4"=1'—O" SHEET ET ,(a'�l �jIIIII iTom/ a ._JL . FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10dx 1 1/2" 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 TORE 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. I 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/A2x6 BTM. CHORD (MIN.) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHIT CTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS F LAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY/ ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTI DNS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN. 2X4 SCAB. NAILED TO END JACK TRUSS BOTTOM CHORD. W/MIN (4) 10d. HERE APPLICABLE NAILS FOR EACH CHORD CONNECTION TRUSSES W/2X4. BOTTOM CHORD DIAGONAL BRACING/BOTTOM CHORD BRACING RD BRACING @ END FOR EACH CHORD CONNECTION 30TTOM CHORD BRACING @ MID RUN CONNECTOR SCHEDULE CONTROL DATE: 01/27/2020 MIT&USP SIMPSON MiTek USP . SIMPSON DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER FASTENER HTA 16-18 1625 META 16 1450 (8) 10d X 11/2" 1-PLY, (7) 16d 2-PLY, EMBED 4" '.i (8)10d x 11/2" 1-PLY, (6)16d 2-PLY, EMBED 4" (xi HTA 16-18 2430 (2) META-16 1985 (12) 10d x 11/2" 1-PLY, EMBED 4"', (10)10d x 11/2" 1-PLY, EMBED 4" HTA16 1870 HETA-16 1810 (10)10d X11/2", (8) 16d 2-PLY, EMBED 4" 1 (9)10d x 11/2" I -PLY, {8)16d 2-PLY, EMBED 4" HTA 20 1870 HETA-20 1810 (10) lOd x 11{2', (81 16d 2- PLY, .EMBED 4" (9) lOdx 11/2" 1-PLY, (8) 16d 2 PLY., EMBED 4" (2)HTA-20 - 2430 (2)HETA-20 2035 (12) 10d x 11/2", 1-PLY, EMBED 4", (1D)10dx 11/2"1-PLY, EMBED 4" 2500 (10)16d 2-PLY,EMBED 4" 'p (12) 16d 2-PLY; EMBED 4' LUST -2 1655 LGT 2 1885 ELK (5) 114N 3" Wedge-Bolt+Anchors, WOOD (16130d (7) -1/4"x 2 1/4" TITEN WOOD (16) 16d LUGT-3 3380 LGT3 SDS2.5 3480 CONC (4) 3/8" X 5' Wedge-Bolt+Mchors, WOOD 12) M25 ( GIRDER, TO WALL (12) SD x 5 TITEN HD DHTA-20 2430 DETAL-20 2480 (16) 10dx 11/2,1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE 1/2,1 PLY ALTERNATE USE OF 2 HETA-20 ACCEPTABLE (18 10d/411/ ,1 TE O MUG715+ 3945 MGT+. 3965 (1)5/8'A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12 EMBED),(22)..,Od TO WOOD) 1 5 8 ()i"A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12". EMBED),(22) 10d TOWOOD HUG72+ 9575 HGT-2+ IM90 WOOD (8) 10d, MASONRY (2).3/4"A.T.R 12) 3/4" A.T.R. IN HIGH STRENGTH .EPDXY (MIN. 12" EMBED), (16) 10d TO WOOD HUGT3+ 9950 HGT-3 ♦ 10690 WOOD (8) IOd, MASONRY (2) 3/4" A.T.R (2) 3/4". A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (16)10d TO WOOD LPTA 1510 PARALLEL TO WALL 1471510 PARALLEL TO TO WALL LTA2 1210 PARALLEL 1210 PERPENDICULAR WALL TO WALL TO (10)10d x 11/2" (10) 10d x 1-1/2" MUGTIS 3945 ' VGT 4940 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/(6) 10d FACEA12) 10d BACK OFT USS (1)5/8"A:T.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED), (16) SD51/4"x3" HUGT 9575 (2)VG7 7195 (2)5/8"A,T.R. IN HIGH STRENGTH EPDXY (MIN. 12". EMBED), (8) 10d (2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED),(32) SIDS 1/4"0" MTW 12 - 965 MTS-12 990 (14)10dx 11/2',(14)10d (14)10d X 11/2" HTW 16 1355 HTS-16 1310 (16) IOd X 11/2', (16) 1Dd (16110d X 11/2 HTW 20 1255 HTS-20 1310. .(24) 10d X 11/2", (20) 10d (24)10d X 1112" HTW 24 1355 HTS-24 1310 (24110d X 11/2", (20)10d (24)10d x 11/2" LSTA 12++ 930 LSTA-12++ 925 (10)10d (10) 10d LSTA 18 ++ 1235 LSTA-18++ 1235 (14)10d (14) 10d MSTA-18++. 1310 MSTA-18++. 1315 (14) IW (14) 10d MSTA-24++ 16AD MSTA-24++ 1640 (18)10d '.. (18) 10d MSTA-30++ 2065 MSTA 30+ 2050 (22)10d (22)10d MSTA-36++ 2065 MSTA 36 ++ 20SO (26)10d (26) 10d KSTI236 2765 MSTI 36 3800 (36)10dX 11/2" (36) 10d X 11/2 KTS1248 5105 MSTI-48 5070 (48) 10dX 11/2" (49) 10d X 11/2 LFTA6 980 H6 loss (16)8d x 11/2".,(16)Ed) (8) Ed TO PLATES, (8) Ed TO STUDS SPT4 875 SP4 823 (6) 10d TO STUDS (6).10d TO PLATE I (6)10dx 11/2 TO STUDS MP34 5251N F1 @ 160% A34 430 (4) Ed x 11/2" TO BEAM, (4) Ed x 11/2" TO POST. ' I 14) Ed x 11/2 TO BEAM (4) 8d x 11/2" TO POST. HHCP2 680 HCP2 590 (10)10dx 11/2" TO TRUSS, (10) 10d X 11/2" TO PLATE 112)10d X 11/2 RT16A 1020 H10A 1040 (9110d x 11/2" TO TRUSS, (8) 10d X 11/2" TO PLATE (18) IOd X 11/2 MUGT15&PHD4A 4175 VGT&HDU4 4940 (28)10d TO TRUSS,(101 WS3. WOOD SCREWSTO POST W/5/8"THREADED ROD (16)-SDS 1/4"x3"TO WOOD, (10)-SDS 1/4x21/2"W/THREADED ROD,(2) NUTS/WASHER12 PLY MUGT15&PHD4A 4175 VGT.&HD78 494D (28110d TO TRUSS,(101 WS3 WOOD SCREWSTO POST W/5/8"THREADED ROD (16)-SDS 1/4"x3"TO WOOD, (3)-3/4"STUD BOLTS W/THREADED ROO.(2) NUTS/WASHER/2PLY PAU44 2535 6775 ABU 44Z 2300 7750 (1) S/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONE, (12)16d TO WOOD (1) 5/8 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONIC, (12)16d TO WOOD PAU66 2455 15005 ABU 66Z 2190 18205 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (12)16d TO WOOD (1) 5/8" &T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC.,(12)16d TO VJOOD LTS19+++ 1205 LT719 +++. 1310 (1)3/4" FCT. R. IN HIGH STRENGTH EPDXY, (MIN. 7" EM BE D) I N CONC.,(8)10d TO WOOD (1) 3/4" A.T.R. I N HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) I N CONC.,(8)10d TO WOOD LTS20B +++ 1100 ❑T20B+++ 15DO (1) 3/4' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (10110d x 1-1/2 TO WOOD (1)1/2 A T R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (10110d TO WOOD HTT45 4160 HTT4 4455 (1) 5/8' A.T.R. IN HIGH STRENGTH EPDXY (MIN. T' EMBED) IN CONC., 118)16d X 21/2"Ill) 5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONC.; (26)16dX 21/2" HTT45 SOBS HITS 5090 (1) 5/8' A.T.P. IN HIGH STRENGTH EPDXY (MIN. ]"EMBED) IN CONC., (26)16d X 21/2" (1) S/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. T' EMBED,) IN CONC., (26)16dX 21/2'. UPHDII+ 14395 HHDQ11-SDS 2S+ 11810 (1)1 A.T.R. IN HIGH STRENGTH .EPDXY, (MIN.10"EMBED) IN LONG, (24) WS3 SCREWS (1)1"A.T.ft. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONIC., (24) SIDS Y"x@x"WOOD SCREWS PHDSA 6525 HD78 6645 (1).5/8"A.B. IN HIGH STRENGTH EPDXY, (MIN T' EMBED) IN CONIC. (14) WS3 WOOD SCREWS (1) 7j8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (3) 3/4" STUD BOLTSTO WOOD TDX8 7870 (1) 7/8' A.B.IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONE. (3) 7/8" STUD BOLTSTO WOOD NFM35X12U 2580 7130 MBHA 3.56/11.25 3475 5330 "' (1)1/2 J-BOLTWMIN 6"EMBEDMNOT LESSTHAN 4" FROM EDGE OFCONCW/3/4"DIA 17WRAMSET/F DYNA BOLT SLEEVE ANCHOR OR EQ W/MIN 5"EMBED INSTALLED IN FACE. (14)10d ATJOIST OHEAD 13/4" A.T.R. IN HIGH STRENGTH EPDXY,MIN. 6.75' EPDXY, (MIN. 6.75".EMBEDMENT) IN C.M.U. FACE, (18 EMBEDMENT) IN C.M.U. TOP, (1J 3/4" A.T.R IN HIGH STRENGTH )IOd TO BEAM HU54121F 3615 2710(300%) HUSC412 (WOOD) 3435 2635(100%) (10) 16d TO HEADER, (lO) 16d TO WOOD. ". (10) 16d TO HEADER, (10) 16d TO WOOD 3325(125%) 3220(125%) gHM410 HD41011(CMU) 1950. 1181 (CMU)' 1800 45W (18) 1/4"" x 3"" WS3 SCREWS, (10)10d TO WOOD. USP (20) 3/16"" TAPPER+, (10)10d TO WOOD (18) 1/4 x 2 3/4. TITEN (9 PER FIANCE) TO CMU, (10) lOd TO WOOD: ii Hb210-21F (CMU) 1950 3080 HIIC210-2 (CMU) 1800 4500 (18) 1/4"" x 3"" WS3 SCREWS, (10)10d TO WOOD. USP (20) 3/I6"" TAPPER+, (10)10d TO WOOD (18) 1/4" x 2 3/4 TITEN (9 PER FLANGE) TO CMU, (10) lOd TO WOOD: HD210-31F (CMU) 2795 5015 HUC210-3 (CMU) 1900 4500 (18)1/4 ""x 3"" WS3 SCREWS, (10)10d TO WOOD. USP (20) 3/16"" TAPPER+, (10)10d TO WOOD (18)1/4 x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (lO) lOd TO WOOD: LGUM26-2 2125 6065 LGUM26-2-SD 1430 5595 LA) 3/8" X 4" Wedge -Bolt+ Anchors, WOOD (4) W53 WOOD SCREWS (4)3/8 x 4 TITEN HD ANCHORS (2 PER FLANGE)TO CMU, (4)1/4X 2-1/2 SDS SCREWS TO WOOD �,S U 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 BRACE TOP OF WALL. Lu C0 0 FRAMING PLAN SCALE: 1/4" _ V-0 2 U 0 o ED o N O (Jd O x U Reviewed for Code owl Fn tiUnivCrszlerTage 2194 HWY A1A, SUITE 301 INDIAN HARBOUR HEAE H. FLORIDA 32937 PH: 321-802-3691 www.abdesigngro6p.com AA #: 0003325 D CREEKSIDE PHASE 2 afflnwim —" X%4914 a �.) DATE: 0 81 � / / SCALE: 1/4P1_11__0IP SEE ENGINEERED WOOD TRUSSES— PLYWOOD SHEATHING, @ 24" O/C, SUBMIT SHOP "ROOF/WALL/FLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH PLYWOOD SHEATHING, SEE (1) SIMPSON HETA16 (9) 10d x 1 2' NAILS TO TRUSS ' ROOF/WALL/FLOOR TRUSS ANCHOR WITH NOTE: APT SYP #2 2" x 4", B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH SHEATHING 1 1Dd x 1 z NAILS TO 8" x ADDED (12) 16d x1 3" NAILS TO TRUSS FASTENER SCHEDULE" GIRDER. ',PROVIDE 5" GI NAILS, ROWS, 3" W/ 10d NAILS, 2 RO W DBL STRAP, 1 EACH SIDE WRAPS UP AND MINIMUM CONCRETE O/C TO FACILITATE ONE OVER TRUSS (NOT SHOWN) EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE: A PT SYP #2 2" x4", CONJUNCTION WITH ACCOMMODATE GIRDER (16) 1 Od x 3 �' NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED HEAVY UPLIFT TIEDOWN REQUIREMENTS. (2) SIMPSON HETA16 TRUSS ANCHORS W/ I Od NAILS, 2 ROWS, 3" CONNECTOR WITH (12) 16d x 3 z" NAILS TO GIRDER O/C TO FACILITATE ONE ADDITIONAL PLY MAX. TO A-(1}SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN 1 x2, 2x WOOD FASCIA ACCOMMODATE TRUSS ANCHOR REQUIREMENTS. WITH (4) g' x 5" TITEN HD TO CMU AND (12) SDS SEE ARCHITECTURAL ' y' x 2 Z" TO GIRDER 2x SECURED W/(3)16d B_(j)-SIMPSON FGTR GIRDER TIEDOWN WITH GALV. COMMON NAILS. ENGINEERED WOOD Z' x 5" TITEN HD TO CMU AND (18) SDS 4' x tx2 SECURED W! 10d TRUSSES @ 24" O/C, 1 x2, 2x WOOD FASCIA 3" TO GIRDER 3" GALV. COMMON NAILS SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL /MASONRY C (2) SIMPSON FGTR GIRDER TIEDOWN$ WITH 12" O/C FOR REVIEW 2x SECURED W/(3) 16d 1„ 4� - TO CMU AND 18 SDS x 3" 2 x 5"TITEN HD ( ) a O z AND APPROVAL GALV. COMMON NAILS. BOND SCREWS TO GIRDER (EACH TIEDOWN) 1x2 SECURED W/ 10d BEAM GALV. COMMON NAILS ENSURE THAT CELLS ARE GROUTED MASONRY BOND BEAM 12„ O/C SE SCHEDULE SOLID, 8" EACH WAY OF BOLTS SEE SCHEDULE A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) ' B ALLOWABLE UPLIFT = U:2365 LBS, L.1430 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) TYPICAL TRUSS/ TYPICAL ROOF 1a 1b 1c GIRDER CONNECTOR(S) SGALE3/4"=''- 2a 2b 2c GIRDER CONNEGTOR(S) (:5D-NOT USED 4 NOT USED n OUTER 1/3OF SPAN ONLY L'� BTM. --J PLATE NOTCH DEPTH 1/4*D HOLE EDGE >5/8" HOLE DIAMETER <2/5*D SGL. STUD HOLE EDGE >518" HOLE DIAMETER < 3/5*D DBL. STUD p STUD NOTCHING p AND BORING LIMITS I� C7 SCALE: i 1/2"=1'-0" x 6-0" MAX (W/lX4) OR 10--0" MAX (W/2X4) —�K- C. # 1100 UPLIFT SIMPSON — HTSM20 W/10 1Od TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON OPPOSITE FACES OF BLOCK WALL W/10 1 Od TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONT POURED LINTEL PRE-ENG TRUSS CONTINUOUS BOND BEAM TITEN 2 ANCHORS MIN. 2" COVER & 2" APART REPAIR OF MULTIPLE MISPLACED EMBEDDED TRUSS ANCHOR 1x4 DIAGONAL BTM. CHORD BRACING, SEE PLAN FOR LOCATION MAY NOT BE REQUIRED BTM. CHORD OF WOOD ROOF TRUSSES 1 x4 BTM. CHORD BRACING 6-0" O/C �— END WALL OR OTHER MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF 10'-0" O/C'MAXSECURED W/ (2) 10d DEPICTED SEE PLAN COMMON NAILS AT EACH CHORD INTERSECTION TYP.,BTM. CHORD BRACING c SCALE: 3/4"=V-0" 82�OT USED SCALE: 3/4"=1 (2) 2X4 No.2 SYP DIAG. — BRACE W/ (3) 12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 0'-0" TO 30'-0" (1) "X" BRACE 30'-l" TO 60'-0 (3) "X" BRACE (1)"X" BRACE @ CENTER (2)'W' BRACE DIVIDED EQUALLY FROM CENTER TO END. 2x WOOD FASCIA, SEE ARCHITECTURAL PRE-ENG GABLE TRUSS STIFFBACK (AS PER TRUSS ENG) SEE SCHEDULE FOR BOND BEAM REQ. ., BLOCK 2x4 BLOCKING BETWEEN TRUSSES WHERE X-BRACING IS PRESENT AT 4'-0" O.C. (AT SHEATHING SEAMS) SECURE 2x8 PT. PLATE TO BILK W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX —CONT. 2x4 SECURED W/ (2) 10d's @EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX L W/ GABLE END PRE-ENG'D TRUSS SCALE: THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON H10A OR LGT2: ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES. ALTERNATE MATERIAL a 11 SCALE 3/4"=V-0" Unl� 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, sj FLORIDA 32937, PH: 321-802-3591 s www.abdesigngroupjcom d AA #: 0003325' r I I 9 e r I 1 ! I I 1 1 I I 1 I i I 9 I 1 1 I 1 MV. & LOT- CREEKSIDE1 PHASE 2 LOT #81 'ROJECT# 4321.200 081R1 MODEL 4EAB "1672— ARIA" GARAGE SWING: LEFT PAGE: DETAILS T I :1 1 P1.1 TA ,' ARCHffECT STATE OF FLORIDA AUG 14 2020 a i � MET 3.1 PRE-ENG GABLE TRUSS 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK W/ 1/2" DIA: ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX 0 ril CONC.POURED LINTEL COURSE PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/TRUSS PLAN CONT. 2x4 SECURED W/(2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. GABLE END BRACING W/ PRE—ENG GABLE TRUSS @ CMU WALL SCALE: 3/4"=1'-0" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH:321-802-3591 U www.abdesigngroup.com I AA #: 0003325 F" rA p w w ^�v u I gib Y 1 I� G x �Q a+y A hey ffy NEE � w r eel r t SUBDIV. 8e LOTP , k CREEKSIDE PHASE 2 LOT #81 PROJECT# r 4321.200 081R1 MODEL:; 4EAB I "1672—ARIA" ARAGE SW3[NG: LEFT ,a SAGE: i DETAILS 'a Nu r x 160 MPH 2 P, DATE: 08/15/20 SCALE:1/4"=1'-0' � SKEET S3.1B ppppppppp pppplpppp (2) 2X4 Not SYP DIAG. 2x6 OUTLOOKER @ 24" O.C. BRACE W/ (3) 12d @ EA. SECURED Wl SIMPSON H10A VTCR SPACING (1) AT EACH END GpGplpppp TRUSS (DIAG. BRACE TO VTCR AND 6-0" O.C. MAX. p p p p 1 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 llllppp O i STIFFBACK AT ALL \ pppII FROM CENTER TO END- pppppplpp UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG) ppppppppG PLYWOOD SHEATHING, SEE "ROOFIWALL/FLOOR o ® SHEATHING III FASTENER SCHEDULE" h SEE TYP TRUSS CONNECTOR \� DETAIL FOR STRAPPING INFO. : ir—I CONNECTION PER 1x2, 2x WOOD FASCIA TRUSS MFG. SEE ARCHITECTURAL 2x SECURED W/ (3) 16d ENGINEERED WOOD SIDE VIEW GALV. COMMON NAILS. e RUSSES @ 24" O/C, lx2 SECURED W/ 10d 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 0__GABLE END PRE-ENG'D TRUSS PRE-ENGINEERED SCALE:3/4"=V-0" VALLEY TRUSS CONNECTION W/ HIP RETURN 2 SCALE N.TS. tw Cod' UAUnlvereai,En 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroul3.corn AA #: 0003325 F W U W 0 F 0. U h W 4 F A x , SVSDIV. & LOT: CREEKSIDE PHASE 2 LOT #81 PROJECT# 4321.200 081R1 MODEL: 4EAB "1672-ARIA" GARAGE SVfMG: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHrrECT- STATE OF FLORIDA AUG 14 2020 MICHAEL C. ANDERSON AR NO 17305 DAZE-: 08/15/20 SCALE: 1/4"=1'-0" SIMET S3. 1 C GABLE - EN(/ HIP ROOF ROOF WIND DESIGN PRESSURES SS ASCE 7-10 NET(GROSS) ) 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 PRESSU RE COEFFICIENT +- 0.18 ROOF DUPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7116" O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE ROOF WALL FLOOR MIN. 5/8 CDX EXT. 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 SHEATHING TO GABLE END FRAME USE 8d GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/JN 4' QF GABLE NAIL SCHEDULE END. SIZE TYPE MIN LENGTH MIN. DIA SHANK TENSILE STIR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING RINGS SCREW SHANK PER INCH) PER I 8d SCREW SHANK 2 1/2" 0.120" 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 rjl ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END. RAFTER OR TRUSS ROOF SHEATHING EXTERIOR SHEA71 IM USE 1/2" CDX OR 7/16" O.S.B. PLY WITH Ed RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. 8d RING SHANK GUN NAILS @ 4" O.0 TOP & BOTTOM EDGES @ U J Q� ......... ZW Z U � 0 Ci LU YUa < U • O � Z f •. Q • Z.� -d 0D TYP Z :) LU0LL Y = Z U U Q u O <t Z Y z • j 2 LEI LU K Y Z LU W U �.(J. 2 U U H U U) O Z 00 W z 00 o BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING 8d RING SHANK GUN NAILS a� 6" O.C. IN FIELD VT FOR ROOF SHE fWL bRHUC) C8d RING SHANK GUN NAILS @ 12" O.C. IN FIELD or 8d x 2 1/2" SCREW SHANK PNEUMATIC SCREW -NAILS @ 12" 0.6.jN FIELD J\ GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33, MAXIMUM AGGREGATE SIZE SHALL BE 3/4". WOW' STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND PROVIDE 6% AIRENTRAINEDCONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT ARCHITECTURAL ON STRUC DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN -URAL DRAWINGS. APPLICABLE BUILDING. CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4". ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 31 8-14 BUILDING CODE REQUIREMENTS Q CRIPPLERS SILLS ETC. SHALL BE SOUTHERN PINE NO 2 OR BE _ NMODULUS OF BETTER. Fb 1100 PSI AND A M FOR STRUCTURAL CONCRETE; ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF E, NE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON OUS POLYETHYLENE VAPOR BARRIER MEMBRANE PROVIDE 6Id IL CONTINUOUS - ELASTICITY - 1 400 -000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE � COLD-FORI IIED STEEL STRUCTURAL MEMBERS 2011. ASCE 7-10 AND AISC SPECIFICATIONS. DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE. PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAI SAND SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORMWORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL BE =STRUED 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 EXCEPTWHERE 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 DIMEN SIONS 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 AT rENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART - WATERPROOFING, FLASHING,SOUND ISOLATION, FIRE SEPARATION, OR OTHER NONSTRUCTURAL 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 BUTARE BY OTHERS. SYP #2 THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLE E. 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 SEQUENC S TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS . WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. DURING EF ECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES: TEMPORARY BRACING, GUYS OR TIE -DOWNS. TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2" CHAIRS SPACED T-O" OC, EACH WAY. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND REQUIREM NTS AND SLAB -ON -GRADE LOADS. N-GRADE THICKNESS TO HANDLE SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. DO NOT SALE 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 ERFORMED 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 DETAILSA OF THE CI 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 "TPI/WTCA BCSI1" 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 ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf REVIEW. WOOD TRUSSES. 20 psf TOP: CHORD -non-concurrent TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" 10 psf BTM'CHORD -non-concurrent #5 BAR - 30" #7 BAR - 42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF CD = Z C) m PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR DEAD LOAD DEAD LOAD FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR. LOWER. ROOFS IN ACCORDANCE WITH ANSI A58.1-1982 15 psf TOP CHORD 20 psf TOP CHORD SHINGLES) swo (7 psf w/ ASPHALT SHIN ) (10f/ NGYPCRETE p ) 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 BTM5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH RESIST WIND UPLIFT: 10psf DEAD LOAD TOO RESIST MINIMUM 10 INCH HOOKS OR BENDS AND SHALL. BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT BALCONY LIVE LOAD 60 psf WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL '., STAIRS LIVE LOAD 40 psf 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 WIND:. DEAD LOAD SPEED =160.MPH 3- SECOND GUST INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL (ASCE 7-10 (FBCR2017) EXPOSURE C, RISK CATEGORY II) - LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT LIVE LOAD 3: UNINHABITABLE WITHOUT STORAGE! 10psf, UNINHABITABLE ATTIC WITH LIMITED P 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 T TH A S SHA N IED 0 E , STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) - WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL AND DECKS: DIN -FILL COMPONENTS: 50 sf PASSENGER 40psf, GUARDS AND HANDRAILS: 200psf, GUAR p PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND AFULLY DIMENSIONED ERECTION . VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS: MASONRY' PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA 40psf MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER. SHOP DRAWING REVIEW: "SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE ' SHOP DRA INGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS OF THE CON TRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF CONTRACTOR TO VERIFY PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. PROVIDED BY THE TRUSS ENGINEER. COMPLIANCIE 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 MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE I'm = 1500 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE TO SUBMITTAL TO THE ARCHITECT. RUNNING BOND UNLESS OTHERWISE NOTED: LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR I DRAWING SUBMITTED WITHOUT REVIEW WILL BE RETURNEDUNCHECKED. SHOP DRAWINGS IN THE FORM RETURNED UNCHECKED. PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ALL TRUSS TO TRUSS CONNECTIONS OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE. STRENGTH OF 3000 PSI AT.28 DAYS, UNLESS WITHOUT THE EXPRESS WRITTEN PERMISSION. FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3181, DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION WRITING BY THE ARCHITECT. 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 EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO - MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED. SOIL FOR TERMITE.'ROTECTION. FILL CMU CELLS SOLID WITH GROUTAT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING. SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEETTHE - GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED ATTHE LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O.. CONTRA: iOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT WRITTEN CERTIFICATION THATTHE 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 - SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, CONCRETE; 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM CONCRETE SHALL ACHIEVE MINIMUM28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: . A36, Fy = 36 ksi FOR ANGLES, PLATES, AND NASHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500,.GRADE B, - E B TYPE E OR S F 'Fy - - 46 ksi. STRUCTURAL PIPE SHALL ASTM GRAD _ y = 35 ksi. TUBE AND PIPE 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE COLUMNS SHALL BE CONCRETE -FILLED S IN THE SHOP. 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. "ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL CONCRETE PLACEMENT CONCRETE SLUMP SHALL NOT EXCEED 5"+/-PRIOR TO THE ADDITION OF PLASTICIZER. BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS 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 ANDTHECONTRACTOR OF ANY NON COMPLIANCEWITH THE ABOVE REQUIRED CNCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS A. 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): & FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER. - 1-1/2 FOR#5 AND SMALLER 2 OR #6 AND LARGER IN C. FOR ONCRETE NOT EXPOSED TO WEATHER 3/4" FOR SLABS, WALLS AND JOISTS - 1-1/2"'.FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS 1X2 PT FURRING TO CASE HARDENED. COIL GARAGE DOOR BUCK 114" DIA. TAPCON MASONRY 1 1/2" EMBED., 4" END DIST, MASONRY! CON:. NAIL 1 12" LONG. e" olc TO MASONRY/GONG. NO WASHER FASTENER a" o/c -0 1/2" EDGE DUST SGD, AL. EXT DOORS CASE HARDENED COIL 9" O!c WINDOW/DOOR/ FASTENED GARAGE DOOR BUCK 112" DIA W/ EXPANSION BOLT. 24" O/C 4" EMBED„ 4" END DIST., I PT, SEE NOTE 6 NAIL 1 7/2" LONG. STAGGERED .INTO MASONRY/GONG. TO MASONRY/GONG: WASHER 3" EDGE DUST. WINDOWBUCK CASE HARDENED COIL 9"O/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT CONTACT THIS ENGINEER FOR SPACING I PT, SEE NOTE NAIL 11/2"LONG. STAGGERED INTO MASONRY/GONG. MASONRY I CONC. REQUIREMENTS EXT. SUING DOOR (2) 3/16"DIA "TAPCON" 1 112" EMBED, 8" END. NOWBEARING WOOD la- EXPANSION 4" EMBED. 4" END BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER IS, O/C. DIST, 1 1/2" EDGE DIST WALL TO CON: SLAB W/ WASHER BOLT 24" O/C DIST, 3" EDGE DIST. 2x PT WINDOW BUCK 8.138" PAP x 2118" 9" O/C 4" END. DIST, 1 1/2" PT TO STEEL COL., SEE WIWASHER - 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 ASPER MANUFACTURER'S SPECS AND / 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 THE STRICTER REQUIREMENT OFTHE NOA OR THE SPACING DETAILED ABOVE 5. FASTENER SPACING FOR THE BUCKS SHALL DI= Q 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. tx MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAP TO THE SUBSTRATE. t i Fad. ed for Gode I; ersw Eno"NLn9 i � En OrNve 8� 2194 H WY AIA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA # 0003325 - I7 W h n V W Wx o H;l `y 0. V D) I q I i ° a I � Q II` ati i C 1 f ry 3 i 5 y I Y = I ri CREEKSIDE µ PHASE 2 1", rs LOT #81 U", PROJECT# 4321.200 081R1 r -7 ODET : 4EAB "1672—ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXIR . m - A's-K: A-L:C�D STATE OF FLORIDA AUG 14.2020 NT a ,, ° -08/15/20 SC � :1/4"=1'-0" SHEET Planning& Development Services Department Building & Regulations Division Product Review Affidavit -FL # or Miami -Dade FLORIDA. PRODUCT- REVISION EXPIRATION' Product. Model# Manufacturer Glass Description Method of Attachment . BuildingDesign Product Design APPROVAL REVISION DATE - : Pressure Pressure. 1/4" concrete screw 6' edge distance @ head, 4' edge distance @ jamb, 4" each side of transom centerline to bucking. Fastener s pacing @ 15' o/c max. @ head and jamb: FL5891:2 R6 '12/31/2021 Swing door Smooth Star Thetma-Tra N/A Min. embedment of all anchors to be 1 1/4' (+36) J (-47) (+67) J (-67) Type 1: 3/16' or 1/4" ELCO Ultracon anchor or 6' max. from comers, 113/4" o/c a L jamb; 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 at jamb, 10 1/4" @ head. 11/4' embedment. Two additional tapcon midspan and one at lower frame required vertically each side, FL16103.1 R14 2/28/2021 SH Window Ply Gem 1500 Ply Gem Non impact Install per manufacturers recommended requirements. (+38) J (48) (+50) f (-50) Type 1: 3/16' or 1/4" ELCO Ultracon anchor 6" max. from comers, 14 o/cat jamb, 10" @ head. h 1/4" embedment. Type II 3/16" or 1J4" ITW concrete tapcon anchor. 6" max from corners, 8 1/2" o/c at jamb, 6":@ head. 1 1/4' embedment. Eight additional tapcon top and bottom required horitontally, one midspan vertically each FL16100.1 R7 11/30/2022 Vertical Mullion Ply Gem 1S00 Ply Gem Non Impact side. install per manufacturers recommended requirements. N/A N/A Type 1::3/16" or 1/4" ELCO URracon anchor 6" max. from corners, 14" o/c at jamb, 16" @ head / sill. 11/4" embedment. Type h:3/16" or 1/4" ITW concrete tapcon anchor. 6' max. from corners, 8 1/2" b% atjamb, 10 1/2" @ head / sill. 1 1/4 embedment. Five additional tapcons Lop and bottom required horitontally,two midspan vertically FL16104.2: RS 11/30/2022 Fixed Window Ply Gem 1500 Ply Gem Non impact each side. Install ermanufacturers recommended requirements, p (+38) / (-48) (+55) J i i I 1/4' concrete Lapcon anchor. 2 1/2" minimum edge distance. 6" max a/c from comers Builders Series 4780 W/ and 203/4' max o/c elsewhere top, vertically and bottom. 2112" min embedment. FL14634:1 R4 12/31/2022 Sliding Glass Door Ply Gem Non Impact (+33),J ( 41) (+50) / (-50) Sill Riser 1/4' concrete screw 6' edge distance @ head, 4" edge distance @ jamb, 4" each tide of transom centerline to bucking. Fastener spacing @ 15" oJc max. @ head and jamb. FL20461.17 R4 :12/31/2021. _Opaque single Smooth Star Therma-Tru N/A Min. embedment of: all anchors tobe 1.1/4' (+36)':/(-47) (+47)./ (-.47) door with transom Double Garage 3/8" x 2-3/4' Hilti sleeve anchors 6'fromends 22' O/C FL16107.3 R11 12/31/2020 16;2x7 73 W6, Clopay N/A {+29 )/ (-35) (+36) / {42} Door Use galvanized (zinc coated) roofing nafls,11 or 12 gauge, with at least 3/8" dia. heads, long enough to penetrate through plywood or3/4' into boards. Use 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 above each cutout. -Drive nails straight so that nail head is flush with, but not cutting (+36)1(-47) N/A into shingle surface. Miami Dade approved corrosion risistant tin caps and 12 ga 1-1/4" annular ring FL15216.1. R7. 12/31/2020 Underiayment .Rhino U-20 Interweb N/A shank nails spaced G'O.C. at all laps and three staggard rows fastened 12"O.C. In the N/A field, Position Vent Flange beneath loosened shim ;les aligned wJ deck opening. Apply ASTM D 4586 orASTM D 3409, Type I.roofing cement/mastic to the underside of the vent flange a L both the Inside and outside perimeter and to continuously surround and seal the flange. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to fie on top of the shingles. Attach the vent with galvanized orstainless 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 e gt p g g( g b used in the HVHZ). Nails shall be located 1" from the edge of the flange and 8"O.C. along all FL16918.3 R2 4/9/2026 Off Ridge Vent OFF -RIDGE VENT' WITH TAMCO N/A four sides of the vent. All exposed fasteners shall be sealed with roofing NIA N/A 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 responsible for Errors, Omssionsorinterpritations of this Installation Method, 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 w/(1) 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 Roof Vent Bottom using (3) nails spaced a nominal511 apart ands" from edge fora total of 22' FL3792.4 R11 8/16/2021 (alternate)770-D Lomanaco N/A nails. Seal all seams and nail heads and loose shingles. Referto and follow ALL N/A N/A Manufacturers installation instructions. AOR is not responsible for Errors, Omssions or interpritations of this installation Method. AOR is not responsible for£rrors, Omssion or misinterpretations of this Installation Method. FL24161.1 '.NONE. 12131/2020 soffit Variform Soffits PlyGem NJA. FL24161.1 (+31.6) ((-38.8) {+77.0}/{-73.6} 1/4" x 20stainless steel or ELCO Panelmate with minimum embedment @ 1 3/4" in Hurricane Panels Hurricane Storm concrete / masonry, 2 1/2" min.. edge distance, 12" o/c max. spacing. Can be headed FL16293.1. R2 12/31/2020 Less than 6' span `.24 GAGE. :panel MFG. N/A screw or all thread but with wing nuts. - N/A + or - 20 ps.f. 1/4' x 20 stainless steel or ELCO Panelmate with minimum embedment @ 1 3/4" in Hurricane Panels Hurricane Storm concrete / masonry, 2 112" mina edge distance, 12 o/c max. spacing. Can be headed FL16293.1 R2' 12/31/2020' 6: span or more24 GAGE panel MFG. N/A screw orall thread but with wing nuts. N/A + or - 20 ps F. Install per manufacturers recommended requirements, Reviewed for QWW i Compliance FL17147:1 R4 6J27J2021 Z System p y Wall Sheathing Huber ,N/A EA Universal NJA N/A Sheathing 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEAOH, FLORIDA 32937 PH: 321-802-3591', www.abdesigngroup.com �WnAA #: 0003325 Mel DZUB.0 r. ST LUCIE N COUNTY MASTER P. o. ZL• EXPRESS SHINGLE FIi P Via;' I L 6 0 MPH E, .d', AUG 14 2020 Y 01 MICHAEL C. ANDERSON AR NO 17305 8.3.20 a; r m 1 4 =1 u —{} 43 a s CONTROL DATE 8320