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Home My WebLink About7788 Davie Ray Dr99 99 72 04EAB -ARIA J pW,�Y W1�H L\N09 ® ��gU11.00 E,®D , NPS\O H� CVO FpH � I xices HOLES OP FzEv��p' 12602 TELECOM MRIVE, TAMPA, F1 33637 T4&1. (813) 740-9720 Fax: (813) 740-9715 • STATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR: DESIGN CRITERIA: ABBREVIATIONS REVISIONS INDEX OF DRAWINGS .na ► B�JB,= CODE, nmzm ul, ARV. ABOVE LAY. LAVATORY DATE DESCRIIMON DR HORTON HOMES CH Epg[pg ( 7) • AM LO M MATZ Mtl�f� WwW MY WYi� .00CUPANCY - R&SBIENTlAL GROUP R3 A/C AIR DJUSTA FDONIN6 MUM. LUMINOUS ADI. ADJUSTABLE MF MEDICINE CARNET AM ALTERNATE MFR. MINIMUM TUER AMP. AMPERAGE M N. MINIMUM BD. BOARD M.T. METALTHRESHOLDpv9gg CENTER E METED y CPS *&AD ARCHITECTURAL SHEET DESCRIPTION � 2� F�' ��(J� PG Cl—COVER SHEET CDs RE.I p C41WO FOOTMG REVI! M PER K aOM 12602 TELECOM DRIVE •CONSTRUCTION TYPE - VB cnB. MTD. PG GN— GENERAL NOTES 02MAB F�1"AN TAMPA, FL 33637 TEL: (813) 740-9720 FAX: (813) 740-9715 •YIN. INTERIOR FINISH - CLASS B -BASIC WIND SPEED - Yult=(60 MPH vaea=l24 MPH • �� - C •I- RESIDENCE - •2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL CLO. CEILING N.T.S. NOT TO SCALE GLR CLEAR D.C. ON CENTER CONC. CONCRETE PL PROPERTY LINE CPF. CARPET P.B. PUSHBUTTON E RA IC TILE PH. PLATE ICJ.T. CERAMIC DBL. DOUBLE PLYWD. PLYWPIL PAIR OOD nw. DDIIAMETERLAZED PT. PRESSURE TREATED PG Al —FLOOR PLAN PG A2D—ELEVATION ' D" PG El -ELECTRICAL PLAN PG P1—PLUMBING PLAN ®3/18/19 183VISED LINTEL SIZE AT FRONT ENTRY DOOR 064VIS ADDED LED LrjH% • KITCHEN 4 BATHRO" PER MARL WM 01MAS ADDED 6TC E 0•n0a ELEVATIOVB V 4 v 04bft ADDED OPT. V-irCEILINGHE*4T AND STATE CODES DIM. DIMENSION R. RISER DISP. DISPOSAL BAD. RADIUS DP. DEEP RA. O. RETURNAIRORILL DR. DOOR EP DS DOWNSPOUT REFRIGERATOR . . ROUGH OPENING DTL. DETAIL RSO ROOM .O D.W. DISHWASHER S.C. SOLID CORE EXT DR EA. EACH S.D. SMOKE DETECTOR EELEVATION S.H. SNO EQ.Q. EQUAL SHT. SHEETHEET PG MI —MECHANICAL PLAN PG DI -DETAILS PG D2—DETAILS PG D3—PRODUCT APPROVAL LISTINGS PG WAi—WALL ASSEMBLY DETAILS OMM REPLACE UOP C00ECT010 MTH 8 l"M CONNECTORS • STATE OF FLORIDA PROFESSIONAL ARCHITECT: ROLAND A. ABOUCHACRA 04A34V OFT. V-0-CLG.NGT.ELEVATION'C'-REVISEDIE&RO<ARCMAY SQ.FT. CALC.'S LIVWj 1,612 SGL FT. GARAGE 432 60. FT. AR No. 93723 VTR' 38 Sa FT. LANAI 56 Sa FT. EXH . EXHAUST SHTHO. SHEATHING EXT. EXTERIOR SNWR. SHOWER F(LITX. FIXEDGLASS SIN. SIMILAR PG WA2—WALL ASSEMBLY DETAILS A.B. DESIGN GROUP, LLC. 1441 NORTH RONALD REAGAN BLVD. TOTAL 2$36 S(I•FT• F.O. FUEL OAS SL. SLIDING FIN. FLOOR STDG SLIDING GLASS FLR. FLOOR STD. STANDARD FLUOR. FLUORESCENT SWS SHEAR WALL PG WA3—WALL ASSEMBLY DETAILS PG WA4—WALL ASSEMBLY DETAILS LONGWOOD, FLORIDA 32750 SECTION FIG.FR.R FOOTINGFRENCHD�R TEMP. TEMPERED PG WA5—NOT USED Tel: (407) 774-6078 GA. GAUGE TTHICK GAR. DI9P. GARBAGE DISPOSAL T.O.C.O. TOP CUE PG WA6—WALL ASSEMBLY DETAILS Fax: (407) 774-4078 O.F.I. GROUND -FAULT CIRCUIT T.O.P. TOP OF PLATE ERR INTUPTER T.O.S. TOP OFSLAB . GL. cuss rYPTYPICAL STRUCTURAL SHEET DESCRIPTION PG SI—FOUNDATION PLAN PG S1.lA—DETAILS PG S1.2-DOWEL PLAN PG S1.2A—DETAILS GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED H.B. HOSE BIB OTHERWISE H.C. HOLLOW CORE Y.P. VAPOR FROG HDR. HEADER W. WASHER IHNSUOR Iff I. INSULATION Wo. WITH INT. INTERIOR WDW. WINDOW WATER HEATER W.I. WROUGHT IRON DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS PG S2—LIFT BEAM PLAN AND NOTES DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND PG S2.lA—DETAILS IN ORDER TO BUILD THIS PROJECTGOR BASED® ON THIS PG S3—FRAMING PLAN PG DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUI.DER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR PG S31A—DETAILS PG S3.1B—DETAILS CLARIFICATION. PG SNl —DETAILS AS DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFYs IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AS DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE ONSTRUCT[ON BASE ON THE DRAWING SET. 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH:407.7744078 FAk 407-7744078 www.abdeslgngrcup.com AA #. 0003326 1 aNil 11111 817HDiV. Ac I.oT. ABBOTT PARK LOT #12 BLK #10 PROJECT 04181%M-12101 moDzu 4EAB "1672- ARIA" GARAGE OWING: LEFT PAGE: COVER SHEET 160 MPH EXP. C GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR 6TH EDITION (2017) UNO. 2, WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1- MIN. RIGID ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN % -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 518 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN % INCH GYPSUM BOARD OR EQUIVALENT. STE WORK i. 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 %THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95%MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) B. EXCAVATIONS TO BE A MINIMUM OF 3- 0' BEYOND NEW FOOTING LINE. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS. 10. THIS BUILDING IS NOT DESIGNED TO BE CONSTRUCTED WITHIN A FLOOD ZONE, UNO. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISDICTION, INCLUDING ALL APPLICABLE STATE, CITY, AND COUNTY BUILDING AND ZONING CODES. 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWING. 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TP11-2014) E. APA- THE ENGINEERED WOOD ASSOCIATION: 1. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOFAVALLIFLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24' AND THE MINIMUM AREA SHALL BE 8 FT . SO. PLUMBNO 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 %' 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. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P29D3. 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 GOVERNGS 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 FNNBHEB 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %' THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN 2 COATS, 1/2' THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 & ASTM-C1063-12s. 3. LATH & ACCESORIES PER ASTM-C-1063.11A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: - ALL STUCCO CONTROL JOINTS - KICK -OUT DETAILS - "L" FLASHING - HORIZONTAL LATH AND PAPER DETAILS - PIPE PENETRATION DETAILS - VENT PENETRATION DETAILS - WEEP SCREED DETAILS - CONDUIT PENETRATION DETAILS - CASING BEAD DETAILS - DRIP EDGE DETAILS - CANTILEVER DRIP EDGE DETAILS - CORNER BEAD DETAILS - WINDOW CASING DETAILS - STUCCO TO SIDING TRANSITION DETAILS - WINDOW FLASHING DETAILS 4. SHALL BE INSTALLED PER ASTM-C1063 -15A AND R703.7. FNtE REMANT 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 112" 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 SERVCES ARE NOT A PART 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 SERVCES WILL BE PROVIDED BY THE BUILDER THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. EXTERIOR SOFFITS 1. EXTERIOR SOFFITS (ALL REQUIRED SUPPORTS, BRACING, SUPPORT BRACING, ATTACHMENTS, ETC.) ARE TO BE INSTALLED SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 61h EDITION, (2017) R703.1.21.1 SUCH THAT THE SOFFIT IS CAPABLE OF WITHSTANDING THE PRESSURES. 1441 N. RONALD REAGAN BL LONG WOOD, FL 32760 PH: 407-7744078 FAX: 407-77440TS www.abtlaslgngroup.e m L AA M: 0003325 1 = � .. a [PIROJECTO U33DIN. As LOT BBOTT PARK LOT #12 BLK #10 04181.000-12101 MODET- 4EAB "1672- ARIA" GAXRAGE 8lWnM: LEFT PAGE: GENERAL NOTES %160 MPH EXP C - i olttlltl',o ottlltllltltttl'a allllttlo o F nIo a - - - 11 0 - - OIIt i7 nallact o - - - - 0 - - - - - - 1 II 1 o, ® �. -m - m _ LAJ= - REGL- Y7�6 - - - FOYER I �- - GARAGEmy - - - - oltlllol ---- o'Itllo alnF o;111t1111'0 0`lll0 olltlo I FLOOR PLAN . 1/4' . I'-V' Itttttttttttl SQ.FT. CAM'S LKIM 1,612 SO. FT. GARAGE 432 Ga FT. ENTRY 36 Sa FT. LANAI 116 SQ FT. TOTAL 2,238 $a. FT. CMrOM 1NDCLAC=WDLOXA SMMDEF=M FOR IEE WIg N OFE111rho $12m ZOE NWHMDMD RtWKB AwTvE FWrABE MIN. WINDOW 5 34/-45 CRITERIA EXTERIOR SWING 18 5 33/-43 DR. MIN. CRITERIA S.GD. MtK 41 5 31/-39 CRITERIA 16010 0.4.0. 112 5 28.2/-3M BASIC RIND SPEED MPH — 160 (Vint) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 13'-0" PRESSURES HAVE BEEN MODIFIED PER SECTION R301.2.1 OF THE FBCR BTH ED. (2017) TO MEET TESTED WABLE OR NOMINAL ND LOAD VALUES FROM THE ffWI PRODUCT MANUFACTURER. CONWALDAWEWO C TOP PLATE 0 �n BAR DETAIL A SCALE: 1/2 V-m' 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH:407.7744078 - FAX: 407-7744078 www.abdeslgngroup.com AA M: 0003325 J -4 2 O W 0 BUBDM as LOT: ABBOTT PARK LOT #12 BLK #10 PROJECT# 04181.000-12101 MODEL& 4EAB "1672- ARIA" GARAGE BWRING: LEFT PAGE: FLOOR PLAN %160 MPH EXP. C FOAM a AQQVqKAMf AR NO D 28/20 EICALtk 1/4"=1'-O" t18EET Al N-IS'-0' BLDG. HGT. FTPON LV12X24 OR EQJIVALENT BRAKE SIDING AS SPECIFIED (TYPJ 6' RAISED DAND (TYPJ ZE TTPJ I > (TYPJ ROOF . QUIVALENT FRONT ELEVATION SCALE: 1/4 . 1'-0' TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FIWR R103.4 M OFF RIDGE VENT W- 0'-0' FIN. FLR. OFF RIDGE VENT LEFT ELEVATION SCALE: V4 • I'-C' TEXTURED FINISH I OFF RIDGE VENT OFF RIDGE VENT by,? —/ OFF RT AREA OF ATM 2235 9O FT. NET FREE VENTILATION AREA RE CURED - 1/DD REQLFREDVENTILATIONAREA = 2235/300 7 45 VENTILATION AREA X SC, INCHES PER FT.(1") = IW185O. IN. MN. REONRED VENTILATION = .5X =L8 IN UPPER PORTION OF ATTIC 538A SIX IN. OFF RIDGE VENTILATION AREA 11.5 SQ IN. PER VENT 536A /115 TOTAL 4 OF VENTS REQUIRED 4.EE435 TOTAL B OF VENTS PROVIDED = 5 'AROI OF ATTIC 15 THE PERIMTER OF THE HOUSE, LESSTNEOVERNANG EXT RIOR OF WALL TO EXTERIOROF WALL. NO OVERHANGS INQUDEO M FEW M r M-- I m lli�" MAI m ME REAR ELEVATION SCALE: 1/4 • I'-m' TEXTURED FINISH 0'-O' 5FW.. HGT. B' -m' 2'-4 I 46 eD i0 0'-O' FIN. FLFto ----------------------------'-- — - — - — - — - — - — - 0 RIGHT ELEVATION SCALE: 1/4 " 1'-0' TEXTURED FINISH S'-0' 5Fr3;. HGT. 0'-m�-- FIN. FLR. 2- I .0 \� I I LOUVER DETAIL -- 0�0 FIr1 FLR A SCALE: I!1 . I,-0• 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-7748078 FAX 407-7744078 wwwAbdealgngroup.eom AA S: 0003325 lu 1y 33 svea:v. a/ :4o'r: ABBOTT PARK LOT #12 BLK #10 PROJECTp 04181.000-12101 MODE 1 4EAB "1672- ARIA" GARAGE srRATG: LEFT PAGE: ELEVATION "D" 160 MPH EXP. C E F07128 20 1/4"=1'-0"P 2 D ELECTRICAL LEGEND SYMBOL DEFINITION NOTES -� 125Y OUTLET 20 AMP SINGLE PCLE IIOV OUTLET WY OUTLET NTWOOUTLET "RE' MBTOI 4 OPI -�Y IIOV CUTLET NAW'� YMIIIO FAIL j NOWA TYPE) RINSTANT TTPG 27eV CUTLET (41 MM w ommaywhi Ourw iOlRCCF T SWITCH BUTCH B-WAY onst BATCH 4-WAY OPM V ' V NG.L MOUNTED LgIR CEILING LIGHT © LED CLG LIGHT LED VAPOR ©VP PROOF LIGHT O VF' VAPOR PROOF LIGHT OIMiCEMlD CAN eVB4T. PAN I CTM PER BG FT. aWL10WLN FM4 11r 1 CR7 PER SIi FT. ,R/TIT�T V FO(IIE! (NPOCo TBD BT FLUORESCENT 7-!CIEs UreAP ® qH� (RECESSED) .11UCIW UI2ppI1��g IGHH AROUID (SELIA1aLACETFNT! ~—t r PLUOPEOCEW J 4' FLuolsacaw 1•+�-e-o G®� W TRAM LOW PANEL TIETER Sflpe O!TlCTOR llf-� IT yO��SIi. Id✓•1Olom DETECTOR SII(�MA112182111111, p/p11 1O7 SKO CAPOW M26000!MR-CwNCTtD « ° CCPBO SHALL N A DISTANCE OF NOT LEAP TIN 4• PFQM WALL PODANT LIGHT NATURAL OAS . TaLBI-IC E JACK 1W WATER M2Ala neVAMM AIR CONDITICKM ff U.. eat Aw ON OMCONNICT I� TRENBION JACK CELM REW TO s BUPPPPORTED N J O J-Box ACCOODM,41111010 AS Suo�4 FOR OEL now CRLM FANA.WIT TO M SUPPORT® N ACCORDANCE MF BOK ASOU04FOR 24• NCAaoacert LIONT STEP x• WACAroOBCMW LOW STEP nnn® M, W40ANDROCEW LIGHT STEP —LIGHT KP Orr. GOGM Y KEYPAD FEI Pa Nsl-e-ow MR CNFIS 11E, PORT • LOCATION OP TV JACKS 4 PHONE CUTLETS 4 FANS TO EE VIEWED • wOMLOWICR PIS-GQNTEICTION MEETING. • ALL Is, 4 20 AMP ERASCM CUBNITS TO 04 ARC FAULT PISD1LCTtD P!R ELECTEG4L PRDVI I" OFto= ATH aDIT1Oi (OBII) & NtO 216J2 2dA lDIrIOl • 20 AMP DEDICATED LAUNDRY CIROST. GFI F ISLAND (NOT ON KITCHEN ClRcwr2 • DISNAIAS M DISCONNECT TO IN LOCKQ3T N RAW L • BATHROOM EXHAUST PAN TO HAVE MN. CAPACITY OF Be OM INTERMITTENT PER ELECTRICAL PROVIS10NS OF SECTION IM1010T3 Z ATu EDITION (26M1 • LAUNDRY ROOM RtCEPTACL! SHALL BE GRAND FAULT CURLER-NTEPN%PTER PROTECTION FOR • EBBING FETHODOD SMALL BE NON METALLIC CABLE FM ELECTRICAL PROVISIONS OF FBCK &RI 105 (mill • ALL UGRG TO COMPLY WITH ELECTRICAL PROVISIONS OF THE PBOS ATII RD BE IN • AI 1 1 dPYM Wu i (♦E Y FMn BY ! ANI> lNa LtlHr&VO EW - B.RM1Y TTP! FRFR L-TkM (m AL ENERGY METER FIELD VERF'r LOC. COACH�� LIGHT ' ELECTRICAL PLAN SCALE: 1/4' a I'-®' WP Parlei MAIN - A PANEL: aM8vpert breaker VOLTAGE: 120124OV A Ph MAN: 150 Amp M.C.B FEEDER 341 Cu TMAN & 1- #$ Cu (G) in 1 10C. OR 3 W2A AL THMN 81-WB Cu (G) in 1 1I2" C. Win Pob W D..d1 S.n I Walt I Q-ft I IChd4l Web D.-I a.n IW P.I. I3TIr. 112 1 1 1200 1 1 12 S s 012 2 20 Mylbn Pump 1 Isp.. & a 4a 10 AM C.U. t 3D 2 s10 spe. 7 PANEL -A PANEL: 42 at breaker VOLTAGE: 1201240 V-1 Ph MAIN: 150 Amp M.L.O. FEEDER: 3. W1 Cu THAN & 1-N8 Cu (G) in 1 12" C. OR 3- p2N AL TAW & 1-R6 Cu (G) in 1 1?' C. bb NMr D.wn en wa%. ch.* 0-Al wo. D. a.n w Pob wa. 1 20 Sma11A M 15w 1 2 OWO R.g. 50 2 so 1 20 IAb—/H,c Wl iew 3 1 X SmWI Applime 1600 5 B 45M WWM HMW 25 2 510 1 20 R d two 7 a F-1 1 20 q Rw .AFCI Iwo 9 10 I= Ob .W OFI ZI / 012 1 20 BWh GFI Rw M Q00 11 12 15DD Dbh-WGFI 2D 1 412 1 M F wlHaNll.0 AFCI 12W 13 14 5000 0r-GFl 30 2 A10 1 15 GwtR— LenW & q U AFCI No is 16 s . 17 1B 1500 WestNK GFI M I P12 HI 1 1 15 SO & W000 ON 19 20 1000 O..r f GFI A 1 112 012 1 1 20 BW n & 031 S.M $2 AFCI 1200 21 22 1200 I E? r U' & Rwe ales AFCI 20 1 512 S 23 24 ODD OKae(e Suae AFCI 15 1 a14 sp.. 25 20 900 O..(e Bath.am AFCI 15 1 04 27 28 10DO a..9Cr D.d Ks 20 1 ell a30 tow w ppnhd. w 20 1 M2 S 31 32 6 s 33 a w 8 . 35 30 . Sp!.. 37 >t 3 s 2 35 A/C AHU-1 6 KVA W 06% 5120 39 40 Spio 41 42 6 Lmd wbPci b4.mmd In-pM.WWbm l Tne 15100 317W La.Ew - 4emw4 Mt—WW-Iline Demand eemr Calou ns. ABBREVIATIONS: AFO ARC FAULTCIRWRNMRRUPTER NC: NOIHCOe1CCENTLGAD GFi: GROUND FAULT NMRRUPTER Tdal M4 su5lwt t. &an.nd had 63100 ' Ent I0l100x 9100% W000 RemWW Wqb W40% 13240 Ta.l A/C Ioo6 VINO 10%w.wmh LOAD CALCULATION IS BASED ON AC NON -COINCIDENT LOAD T.b1 CpnmolaE Lao WWI. 33M row .w /210 wq. 1&7.7 iGwPN General Lighting &Race ISeb LoaG Taal AIC SW.. FM _ _ 1872 (%..1U.&Rw 3W IS R. 5016 HM 9. 1 at 65V%#L1 N at l00% 65 Td Gweral s & R.WI. 5081 CkbN TCbtl vales UN & Rw ParM A 8 635 5081 I L I LED LIGHTING ® SINGLE LAV. • BATH P2 150 AMP ELECTRICAL RISER NOTTO SCALE GENERAL NOTE& A ELECTRICAL MATERIALS AND INSTALLATIONS SMALL COI'TLT UN W ELECTRICAL PROVO" OF THE MQLlBi lDRIOII [26CO. LOCAL CODES, AND ALL LOCAL POUCR COMPANY REOMAP EMENT& IL ALL CONDUCTORS SMALL BE TYPE TSSNRWN UNLESS NOTED OTWEPW - C'_?`7A W440 VOLT, I PHASE Ca. PROVIDE O •I COP S I I I � I I L I I I I I I e I I � I I L I I� I LED LIGHTING ® DOUBLE LAV. OUleR'S BATH CCPIDNATION SERVICE DISCONNECT SWITCH AC pOA� M ELECTRIC I•ETER IN I F tam M Or -Loam PI TREPHOi SERr10E CABLE TELtVWCN INTRANIC! SERVICE EMRANCt tlAMFlr7.4t somrmlNT INTERSYSTEM WHOM TERMINAL AT LOW VOLTAGE CONNECTIONS 1 A4 CU S[RVICE GROUW9 C17NECTED TO CONCPNM ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE PBCR &W EDITION (20111 &W' DA X 6 FT LONG COPPER CLAO GROUND ROD 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH:407-774-6078 FAX: 407-774.4078 wwwAbdesigngroup.com AA k: 0003328 MINE l{QQQI Q 8QQ i b lf11 f 00 fA aUDDIV.BBOTT PARK LOT #12 BLK #10 P1lOJECT,g2 04181.000-12101 MODZZ. 4EAB "1672- ARIA" GARAGE OWDIO: LEFT PAGE. ELECTRICAL PLAN 160 MPH EXP. C ■ II I II I II j I I II I II I I j I m C� I i II I I I O 0 II • II I • II 01 -- i II I II I II � I Ell I I Q 71 F/ ---- c_y 01111 I n i I� • I I L I --_—J i+ s ISE - — - N N N 2'-9" '-Il -- s PLUMBING PLAN SCALE: 114 • 1'-0' 2- VXPLk 11� 2 I KITCHENwc' I AUTO VENT 2' V.TJlt I I I/r 2- 1 1/2' I I 2' I1/2' 2- II/2 i 1! I TUB I i 1/2' 1 rl I/2' LAV 1 I �� 11/2' -A 2 WC. I I 2� 1 1/2'----Yrl 1/2. ; 3' 2. I 1 I WASHER 3- 1 LAV. AV 1 3' I SHWR 3- CO. TO 3' 3. MAIN 4' PLUMBING RISER DIAGRAM 1441 N. RONALD REAGAN BLVD. LONGWOOD,FL32750 PH: 407-774-6078 FAX: 407-774407E www.abdeslgngroup.com AA M: 0003325 o fSVHDIV. sag LOT. ABBOTT PARK LOT #12 BLK #10 PMoJxcT* 04181.000-12101 MODEX. 4EAB "1672—ARIA" DAMAGE 8`01 MO: LEFT PACE: PLUMBING PLAN 160 MPH EXP. C HVAC NOTES I. ALL MECHANICAL EQUIPMENT &HALL BE PROVIDED WITH PROPER CLEARANCE, FOR SERVICING, PER MF& REQUIREMENTS. 2. ALL DUCT SYSTEMS INSTALLED IN NON -CONDITIONED AREAS SHALL BE CONSTRUCTED OF A VALUE OF NO LESS THEN R-6 RATING ALL SEAMS SHALL BE SEALED WITH GLASS FAD 4 MASTIC. AND INSTALLED AS PER FBC 6TH EDITION (2011) MECHANICAL BLD& CODE SECTION 603, 3. ALL FLEX DUCTS SHALL BE APPROVED UL ISI CLASS I AIR DUCT AS PER NFPA WA 2-3.1 4. FRESH AIR INTAKES SHALL NOT BE LOCATED CLOSER THAN 10 FT. FROM ANY CHIMNEY OR VENT OUTLET, OR SANITARY SEWER VENT OUTLET S. ALL EXHAUST AND OUTSIDE AIR INLET DUCTS, SHALL BE CONSTRUCTED OF SMOOTH GALV. METAL. OR OTHER MATERIALS AS PER FDC 6TH EDITION (2011) MECHANICAL CODE SECTION 603 6. ENCLOSED SUPPORT PLATFOF "IS SHALL BE CONSTRUCTED IN ACCORDANCE TO FBC 6TH EDITION (2011) MECHANICAL CODE 603J 1. 15ATWROOMS CONTAINING BATHTUBS, SHOWERS, SPAS AND SIMILAR BATHING FIXTURES SHALL BE MECHANICALLY VENTED IN ACCORDANCE WITH FOC 6TH EDITION (201'1) MECHANICAL CODE SECTION 403. S. ALL EXHAUSTED BATH ROOMS, SHALL HAVE UNDER -CUT DOORS FOR MAKE-UP AIR TO BE RETURNED, TO EQUAL AIR EXHAUSTED. S. ALL FIRE RATED CEILINGS AND WALLS SHALL HAVE AN APPROVED FIRE OR FIRE/SMOKE DAMPER'S LOCATED AT CEILING OR WALL PENETRATION AND BE SLEEVED WITH ACCESS DOORS TO RESET DAMPER ALL DAMPED SHALL BE INSTALLED TO MF& RECOI'IMENDATIONS AND FBC 6TH EDITION (2011) MECHANICAL CODE SECTION 601. 10. GRILLES AND DIFFUSERS SHALL BE PROVIDED WITH BALANCING DAMPERS. II. DRYER BOOSTER TO BE A FANTECH OBF BOOSTER FAN OR EQUAL. FANTECH DBF 110 DRYER BOOSTER CAPACITY 60 LINEAR FEET WITH MAX. SIX ELBOWS. NOTE ALL HVAC TO HAVE PROPER PANS W/ DRAINS ATTIC "' 1010 EXTERIOR WALL PLENUM y AIR RETURN SUCTION AND LIQUID AIR SUPPLY y REFRIGERANT LINES y AIR HANDLER EXTERIOR WALL y 3/4' PVC CONDENSATE DRAIN LINE EVAP. TRAY y PVC SLEEVE TO LINES BELOW SLAB T REFRIGERANT LINES TO PLATFORM RETURN CONDENSING UNIT TRAP DRAIN LINE AND TERMINATE IN AN APROVED DRAIN, AS PER FBCR 6TH EDITION (2011) MECHANICAL BLDCs. CODE SECTION W12A HVAC DRAINS LEGEND ® SUPPLY AIR DIFFUSER RETURN AIR GRILL SIDE -WALL OR i WAY DIFFUSER — SOLID LINE- SUPPLY TRUNK — BROKEN LINE- RETURN TRUNK l BALANCING DAMPER OR ODD 0 CEILING EXHAUST FAN CEILING EXHAUST FAN 4 LIGHT O/A OUTSIDE AIR ® THERMOSTAT m PASS-THRU AIR GRILL SECURE STRAP TO CONC. CONDENSER W/ (2)-3A6'X2' TAPCONS UNIT SIMPSON ILO ROLL STRAP OR ECIUAL 4' CONCRETE SLAB SECURE STRAP TO WIT W/ (2) sSXI 1/4' SHT. MTL. SCREWS CONDENSER UNIT CONNECTION TO PAD NOTE, MAIN COND. DRAIN 3/4' DIA, OVER HEAD • 12' FROM STRUCTURE SCORIATED NICKEL QD FIN, FLOOR C.O. BRONZE FL. PL. OR WALL 6 SEE SPEC. BRASS PLUG —� FITTING OR EXTENSION TO SOIL OR WASTE AS REQUIRED INSIDE SERIES NICKEL BRASS TOP CAULK P.V.0 OPTI/SPEC nFL00R SLAB CLEAN -OUT (TYPN� FIN. GRADE OR PAVING 1'-8'X8' CONC. FITTING OR EXTENSION TO SOIL OR WASTE AS REQUIRED nEXT. GROUND CLEAN -OUT TYP. U NTO ■ HVAC PLAN SCALE: 1/4 • I'-0' 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-7746078 FAX 407-7744078 www.ebdesigngroup.00m AA N: 0003325 J SURDIV. S. LO . ABBOTT PARK LOT #12 BLK #10 PROJECT* 04181.000-12101 monzr_ 4EAB "1672- ARIA" GARAGE 6WING: LEFT PAGE: MECHANICAL PLAN 160 MPH EXP. C DA 07/26/20 8CAL I 1/4"=1'-0" 8HEET M1 pER g 2x4 TOP PLATE F�.aN Y PRE -FAD TIg188 1/2 CL.Cs. WARD 112' DRYWALL ' V) ISECUPIE C NAIL * 321 Or - MAX I� 8 , WOOD SLAS NOTE: STUDS IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN Ib' O.C. OR NOT LESS THAN 2xb, WHERE SPACED NOT MORE THAN 24' O.C. FM. PLR T � ' 1 TYP. INT. WALL NON—BRG. D1 SCALE. 3/4'"I'-O' FIBER'aLASB SHINGLES OVER W FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RBMJ.1 ON I}' O,Sa SHEATHING OR Ij' CDX PLYWOOD SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND— CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN FLRj 1'-0' TYP. O.H. FISERIGLASS SHINGLES OVER B0 PELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R806.1.1 ON Oha SHEATHING OR CDX PLYWOOD 5/V GYPOUII BOARD SECURED PER OR 1/2* HIGH FASTENER SCHEDULE STRENGTH CLG. BOARD Mpc .LtX6llSdiA_ STRUCTURAL SEE ENERGY CODEFORMS FOR PRE-EJG TRLIS6 INSULATION R-VALUES REFERENCE STRUCTURAL MTL. DRIP EDGE PER ELEVATION 2x FASCIA PER ELEVATIONS R-4J INSULATION VENTED SOFFIT WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS �c STRUCTURAL Ix2 P.T. FURRING STRIPS 24' O.C. Id' THICK, 2 GOAT PORTLAND p• Cm CEMENT PLASTER APPLIED 1/2' GYP WL DD \ DIRECTLY TO MASONRY ............. ,a a 4. i W/ WINDOW OPENING k 0'-0' FIN. FLR n TYP. WALL SECTION le NO OPENING NOTE: PER SECTION 505.1.1 - FOR ROOF 5 1—STORY HIP BLOCK WALL (-2 )�� ERIUNDERLAYMENT SYS EM D1 SCALE- 3/4'"1'-O' IS REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST BE PER ASTM D226 TYPE II, ASTM D 49169 TYPE IV, OR ASTM D 6151 Aa LM eF KNWFa.&"LN i' OTR 4. OP. /21GAS LINE THRU BLOCK N'.r FIBERGLASS SHINGLES OVER W FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R90SU.1 ON J' O.B.B. SHEATHING OR P COX 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 1/1' THICK, 2 COAT -lam PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN. FLR,L a, cm 11-m. TYP. 14' TNICI(1 CHAT - PORR.AND Cal'O!T FWTSR AFPLRO 014m TLT TO MASONNY' FUR RQO. TO a' CMU an 6T�ICTFAI. FOR INasaolNce'enlr 210 P.T. ND ATTAORD TO FILL Ci.L Aa FM FRODYOT APPROVAL Raa ORALANT. SACKM ROD s GARAGE DOOR JAMBS Di SCALE: I I/2'•I'-0' �--2X4 SPF 24' O.C. MAX � SECURE W/ (2) 12d NAILS • EA END 2x BLOCKING BETWEEN TRUSSES --PER STRUCTURAL DETAILS— STIFFBACK AT ALL UPRKsH' PER STRUCTURAL DETAILS PRE-ENG flip. TRUSS — CONT. 2x RAT FIN SECURED PER / STRUCTURAL DETAILS J/ SEE ENERGY CODE FORMS FOR 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 .Ix2 P.T. FURRING - STRIPS a 24. OC. 1/2' GYP. WIL. BD. - WOOD BASE- FIBERGLASS SHINGLES OVER'30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R906J.1 ON J' O.Ss. SHEATHING OR I'COX PLYWOOD SECURED PER 0. 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 0 0'-0' FIN. FILM �i G tl. as . o• W/ WINDOW OPENING B TYP. WALL SECTION NO OPENING 6 1—STORY GABLE BLOCK WALL 1 SCALE, 3/4'•I'-m' 1441 N. RONALD REAGAN ELVD. LONGWOOD, FL 32750 PH: 407-774,S078 FAX 407-7744078 www.abdeslgngmp.com AA B: 0003325 � r L 14 I E 0 2 L BV29DIV. Ae LOT'. ABBOTT PARK LOT #12 BLK #10 PnoizcT# 04181.000-12101 MODEL: 4EAB "1672— ARIA" GARAGE 8WW0: LEFT PAGE: DETAILS %160 MPH EXP. C DA1eTE 07/28/20 SCALE: 1/4"=1'-0" wMET D1 Tm 2X6 P.T. • CENTER OF DOOR HEADER SECURED W/ (U IR' X S' J-DOLT W/ 4' MIN. EMBLDMI6NT aV 2' x 2' x iro' WASHER 4 NUT OR Ilk (2) VY X V ANCHOR COLTS uv 2' x 2' X Us' SNASNER 41407 ® SECURE 2x4 ON m ® FLAT TO MA m UV MASONRY NAILS. 2X GE GGARADOO SIDES,= WCURID W/ (5) V2' X VJ-DOLT OR ANCHOR so BOLTS, W 4' MIN. EMBEDMENT, SV 2' go X 2' X Va. WASHER 4 WT. (U WTHM S' OP TOP, (U W TNSN S' OF THE 57K (3) EV@LY SPACED. lie go NOTES: ALL ANCHORS SHALL BE 24 ACCORDANCE TO MAIFACTUREWS NNSTALLATICH RISTRUCTIOPIS WERE 2=61 a,an hja ew a e � •� GARAGE DOOR t BUCK ATTACHMENT 8' CMU A. DRYWALL I'X4' OR I'XV P.T. NAILER Ix4 P.T. OR Y4X4' MIN. SECURE THRU FRAME 4 EXTEND 1-Y4 INTO CLOCK W/ W TAPCONS (MIR SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I-Y4 WITHIN W 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 A WINDOW TO BLACK +3/4 OR +S/4 SCALE: N.T.S. 2X4,m SECURE TO BLOCK W/ V TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 3W MIN. EMBEDMENT 1Y4) WITHIN 8. OF EACH END 4 IVOr— MAX SPACMCs. 2X6,m SECURE TO BLOCK W/2-Wb' TAPCONWMM. SHANK SIZE .145 MIN. HEAD SIZE 300 MIK EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 8, CM IB' OZ. MAX SPACING ❑ )S' DRYWALL 2XB:N>o PXW OR PX2' P.T. NAILER SECURE TO BLOCK W/2-U1(•' CASING TAPCONB (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT I Y4) ATTACH TO 2X PER WT14IN 8' CF EACH END 4 MANUFACTURES DETAILS. IBM OG. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4 ) DOOR JAMB TO BLACK +1-1 2" n lIND011 TO BLACK +1-1 U E, N.T.S. 2X4a SECURE TO BLOCK W/ iL' TAPCCNS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 049 WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X IBM O.C. MAX SPACING. MUST BE ON OUTSIDE 4 2X6= SECURED THROUGH SECURE TO BLOCK W/2-W NON-STRUCTURAL y*- TAPCONS TAPCON MIN. I-Y4- (MIN. SHANK SIZE AD EMBEDMENT INTO BLOCK MIN. HEAD SIZE MIN. EMBEDMENT 1 Y4) • DRYWALL WITHIN W OF EACH END 4 18' OG. MAX SPACING. X4' OR I'X2' P.T. NAILER 2XD> SECURE STO BLOCK W/2-%—,TAPCON#lAlWT0 9. X4' MN.(MIN. SHANK SIZE .148ASINGMIN. HEAD SIZE 300AMBORWINDOWMIN. W-WOMENT I Y4) 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 10' O.G. MAX SPACING. NOTE, SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4 ) DOOR JAMB TO BLACK +1-15/1,p" R TO BLOCK C +1-15 8 C SCALE, KTA. 2X4:m SECURE TO BLOCK W/ Il(•' TAJPCCNS (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4 ) WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.C. MAX SPACING. MUST dE CN OUTSIDE 4 2X64m SECURED THROUGH SECURE TO BLOCK W/2-34' NON-STRUCTURAL Vo' TAPCONS TAPCON MIN. I-Y4 (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4) 8. GN'AJ WITHIN 8' OF EACH END 4 )4' DRYWALL IBM O.G. MAX SPACING. D 1'X4' OR I'X2' P.T. NAILER SEC2X8URE SE�SO BLOCK WR-11(4 CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 POOR JAMB OR WINDOW MIN. EMBEDMENT 1 V) ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O.C. MAX SPACING. NOTE, SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4) DOOR JAMB TO BLOCK +2 1 } WIIND01t TO BLACK +2 1 4 E. MT . 2X4m SECURE TO CLOCK W/ Wb' TAPCCNS (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4) WITHIN 8' OF EACH END 4 NOTE, STRUCTURAL 2X ]VOr-. MAX SPACING. M UST BE ON OUTSIDE 4 2X6m SECURED THROUGH SETO CLOCK W/1-%-NON-STRUCTURAL %. TAPCONS TAPCON MIN. I Y4 (MIN. SHANK SIZE J45 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 • C-1U MIN. EMBEDMENT 149 !f' DRYWALL WITHIN 8' OF EACH END 4 •X4. OR 1'X2' P.T. NAILER ]VOr— MAX SPACING. a 2XBm SEAS BLOCK Wa-%' DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4) DOOR JAMS OR WINDOW WITHIN VOF EACH END 4 ATTACH TO 2X PER IS- O.C. MAX SPACING. MANUFACTURES DETAILS. MDR ••1 w Nsoo ro'tY� JM• ro0 Mor aMmv R', DOOR JAMB TO BLOCK +3" vl\ I TO BLOCK +3" ��SCALE, KT . 2X4a SECURE TO BLOCK W/ )W TAPCONS (MIN. 814AW SIZE 145 MIN. HEAD SIZE J00 MIN. EMBEDMENT I Y4 ) WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.C. MAX &PACING. MOT BE ON OUTSIDE 4 2X6gmw SECURED THROUGH SECURE TO BLOCK W/'2-%, NON-STRUCTURAL 4)(r' TAPCONB(MML SHANK SIZE TAPCON MIN. I Y4 145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4) W OF EACH END 4 8. CM 1i• DRYWALL IBM O.C.MAX BPACMCs 2XB� ❑ I'X4' OR IW' P.T. NAILER SECURE TO BLOCK W/2-e(.' 2X SECURE TO TAPCONS(MIN. SHANK SIZE STRUCTURAL MEMBER .145 W/(2A2,0 WITHIN 8' OF EACH MIN. HEAD SIZE 300 END 4 6' TO 8' O.C. MAX MIN. EMBEDMENT I Y4) CASING WITHIN 8' OF EACH END 4 DOOR JAMB OR WINDOW 18' OjC. MAX SPACING TTACH TO 2X PER MANUFACTURE& DETAILS. NOTE, SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4 ) DOOR JAMB TO BLACK +3" F +. E, N.T . 2X4m SECURE TO BLOCK W/Y4' TAPCONWMIN. SHANK SIZE AS MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') NOTE: STRUCTURAL 2X WITHIN W OF EACH END 4 MUST BE ON OUTSIDE 4 IS' ONC. MAX SPACING. SECURED THROUGH 2>%4 NON-STRUCTURAL V SECURE TO BLOCK W/1-1/4' TAPCON MIN. I-Y4 TAPCONB(MK SHANK SIZE EMBEDMENT INTO BLOCK 145 MIN. HEAD SIZE 300 , cm MIN. EMBEDMENT I Y4) , DRYWALL WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 'X4' OR I'X2' P.T. NAILER 2XDm 11 SECURE TO BLOCK W/I-1/4' 116' CAD. X 4- MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT I Ya') DOOR JAMS OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER IBM O.C. MAX SPACING. MANUFACTURES DETAILS. MOH ••1 w,mOp ro Dues JR�,Oo Mvr axC�ly) DOOR JAMB TO BLACK +3-7/18' WO TH CK C' SCALE, RT . 2X4*m SECURE TO BLOCK W44" TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 149 WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X IBM Or— MAX SPACM MUST BE ON OUTSIDE 4 2X64m SECURED THROUGH SECURE TO BLOCK W/1-1/4- NON-STRUCTURAL ' TAPGONS TAPCON MIN. I-Y4 (MIN. 814ANK SIZE J46 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 340 MIN. EMBEDMENT I Y49 8' CMU WITHIN 8' OF EACH END 4 x' DRYWALL 16' OTC. MAX SPACING. I'X4' OR I'X2' P.T. NAILER 2X8� SECURE TO BLOCK WA 1/4' P.T. X 4' MIN. TAFCONS CAGING (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y49 DOOR JAMB OR WINDOW WITHIN VOF EACH END l TTACH TO 2X PER 18' O:C. MAX SPACING. MANUFACTUES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMS (DO NOT EXCEED Y4 ) DOOR JAMB TO BLACK +3 3/F n NWDOWI TO BLOCK +3 3/4' as SCALE, RTA 1441 N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-774-6078 FAX: 407-774-4078 www.abdesigngroup.com AA S: 0003325 1 = Y 3 •Q ��M °ice+ J to E C �x Mo BLJHDZV. AN: LOT ABBOTT PARK LOT #12 BLK #10 PRDJECT# 04181.000-12101 MODEL 4EAB "1672— ARIA" GARAGE 8WIIING: LEFT PAGE: DETAILS 160 MPH EXP. C I om, 07/28/20CALL 1/4"=1'-0"EiEET D2 PRODUCT APPROVAL LISTING SHINGLE (STANDARD) EXPIRATION DATE 11473.9 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 11473.7 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 11473.1 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 11473.10 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10456.3 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 13872.14 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 13872.4 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 13972.8 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 13872.7 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 13872.12 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10456.2 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10456.10 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10446.1 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10447.1 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10446.5 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10441.4 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 11496.3 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10860.2 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 11496.6 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 11495.5 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10441.3 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 13904.6 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10531.20 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10531.16 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 10655.7 SIMPSON STRUCT. COMP. WOOD CONNECTORS 2017 FBCR 12/31/2020 FL 7473.1 EAGLE PRODUCTS ROOFING ROOF TILES 2017 FBCR 12/31/2020 FL 12019.1 KAYCAN LTD. PANEL WALLS SOFFIT 2017 FBCR 3/2/2030 FL16503.1 AMERICAN CONSTRUCTION METALS WALL PANELS EXT. SOFFITS 2017 FBCR 3/2/2030 FL38644.2 MI WINDOWS & DOORS FIXED GLASS 2017 FBCR 11/18/2022 FL17676.10 MI WINDOWS & DOORS SINGLE HUNG 2017 FBCR 12/31/2020 FL 16982.3-R1 MI WINDOWS & DOORS SLIDING GLASS DOOR 2017 FBCR 12/31/2020 FL#15353-R4 MI WINDOWS & DOORS WINDOWS HORIZONTAL MULLIONS 2017 FBCR 12/31/2020 FL#15353-R4 MI WINDOWS & DOORS WINDOWS VERTICAL MULLIONS 2017 F8CR 12/31/2020 FL15076.1-R5 GLOBAL PROTECTION PRODUCTS SHUTTERS STORM PANELS 2017 FBCR 12/31/2020 FL 5684.2 - R7 CLOPAY BLDG. PRODUCT CO. EXT. DOORS SECTIONAL 2017 FBCR 12/31/2038 FL 15279.20-R4 CLOPAY BLDG. PRODUCT CO. EXT. DOORS SECTIONAL 2017 FBCR 12/31/2038 FL 15279.2-R4 CLOPAY BLDG. PRODUCT CO. EXT. DOORS SECTIONAL 2017 FBCR 12/31/2038 FL 5891.3-R6 THERMA-TRU EXT. DOORS 6'-8" EXTERIOR DOOR 2017 FBCR 12/31/2020 FL 7347.2 THERMA-TRU EXT. DOORS 8'-0" EXTERIOR DOOR 2017 FBCR 12/31/2020 FL 7630.2-R7 THERMA-TRU EXT. DOORS SWINGING EXT. DOOR w/SIDELITE 2017 FBCR 12/31/2020 FL 9223.5 - R7 THERMA-TRU EXT. DOORS SWINGING EXT. ONE LITE DOOR 2017 FBCR 12/31/2020 FL 5891A-RS THERMA-TRU EXT. DOORS SWINGING EXT. DOOR 2017 FBCR 21/31/2020 FL 10758.1-R7 OWENS CORNING ROOFING ROOFING ACCESSORIES 2017 FBCR 10/13/2020 FL15216.1-R7 OWENS CORNING - RHINO U20 ROOFING UNDERLAYMENT 2071 FBCR 22/31/2020 FL 3792.2 LAMANCO, INC. ROOFING ROOF VENTS 2017 FBCR 10/4/2020 FL 10477.1-115 JAMES HARDIE BOARD SIDING 2017 FBCR 12/31/2020 FL 13192.1-RS JAMES HARDIE BOARD SIDING 2017 FBCR 12/31/2020 FL 13223.1-R4 JAMES HARDIE BOARD SIDING 2017 FBCR 22/31/2020 FL 13265.1-R3 JAMES HARDIE BOARD SIDING 2017 FBCR 12/31/2020 FL7006.1-R9 IKO SHINGLES 30YEAR 2017 FBCR 9/6/2021 FL 158.1 THIS IS A COMPILATION OF PRODUCT APPROVAL LISTING IN THE STATE OF FLORIDA VERIFY PRODUCTS WITH THE APPROVED UST PRIOR TO PURCHASE AND INSTALLATION. REFER TO THE FLORIDA FBCR 2017 (6th EDITION) BUILDING CODE INFORMATION SYSTEM WWW.FLORIDABUILDING.ORG CONTROL DATE: 07/27/2020 d N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-7746078 FAX: 407-774-4078 www.abdosigngroup.corn AA N: 0003325 a 0 aUHDIV. & LOT: ABBOTT PARK LOT #12 BLK #10 PROJUCT#► 04181.000-12101 MODELo- 4EAB "1672-ARIA" GARAGE 8WING: LEFT PAGE: PRODUCT APPROVAL LISTING 160 MPH EXP. C 3 %'�/AR NO�) DAA E: 07/28/20 ff /4"=l'-0"3 OL MLD MIH/O • R. A ®MLo R.A 1 CONAN • IR. C 0 0e L. Tr KICKOUT DETAIL ® lenLO Mwc •n.A * CONAu • n.. A O\AM • Pr.0 • MIA Pt. C OVse rr. . T" R. C ToWw" NOMM RAP01 M COT•` r 0 .OROR 'NANO' WATER TOM GAL. FOLO.Oa Mawr. i T xcK a conT CVIEW PLA6TER ORMl4 N' 2 COAT Ces r rwTNt (COW W® LATER 4, FORM SER WILOM PAPER (ON" aln UNS LATER -L 6TUC6CO UtAPaRR'[ COLT) LAP LATES Cp womm ~ Ov6R wAF10 ILM/0E, lTO► Rue. CR" J^... LOGE62 R.M.+o li I uum. TgNf M.I. reed a. .oLoeR OQ NGt (]ttl wTAu.Kxan NM AT.ORa10 ROOF . WOOD SHEATHING OR CMU WR5 LAYER 61, STUCCO WRAP (FRAME ONLY) j' THICK 3 COAT CEMENT PLASTER(FRAME), 1/2' 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) LAP WRIS 4 TAPE OVER ROOF/UJALL SCREED z S'XS' 'L' TYPE CONTINUOUS Z GALV. METAL FLASHING �N (NAIL TO ROOF DECK, NOT L7 WALL SHEATHING)) — CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS O"L" FLASHING N.T.S. Imirflowbi DRAINAGE PLANE (WR5 LAYER 01, STUCCO UJRAP) WR5 LAYER 02 (FORTIFI5ER BUILDING PAPER) METAL LATH x—x—x—x STUCCO SELF-ADHESIVE FLASHING — — — — — — NOTE: METAL LATH: LATH TO 5E PER SECTION R*103.1.I / ASTM C-84i-0% MIN. 2.5 L55. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774.6078 FAX 407-7744078 www..bdeelgngroup.com AA #: 0003326 a VI Y R es • J lb >su"DIV. & IATVA ABBOTT PARK LOT #12 BLK ##10 PllOJECT/ 04181.000-12 01 HOD&IA 4EAB "1672— ARIA" GARAGE 8WING: LEFT PAGE: WALL ASSEMBLY DETAILS %160 MPH EXP. C I FOAM A, aepcw► nR r10 DA]C., 07/28/20 95CAI.E: 1/4"=1'-0" BHZ= WA1 LEGEND DRAINAGE PLANE (WRB LAYER 01, STUCCO WRAP) WRB LAYER 02 (FORTIFIBER ------ BUILDING PAPER) METAL LATH X-x—X-x STUCCO WOOD SHEATHING SELF-ADHESIVE FLASHING - - - - - NOTE: METAL LATH: LATH TO BE PER SECTION R-703.1.1 / ASTM C-84-1-0S, MIN. 2.5 LBS. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) STUCCO FINISH h' SELF ADHESIVE OVER TOP 4 SIDES SELF FLASHING UNIT PREMANUR DRYER VENT CAP (SET IN CONT. SEALANT) SEALANT • TOP 4 SIDES (@ DRYER VENT (BLOCK) BUILDING PAPER OVER •QUICK FLASH PIPE THROUGH — WALL 6' SELF ADHESIVE FLASHING (INSTAL. PER MANUF. SPEC BUILDING PAPER UNDER 'QUICK FL/ EVENT PENETRATION SCALE, N.T.B. ELEC. METEF VERIFY LO STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/BACK- ROLL PRIOR TO ELEC. METER INSTALLATION `ELEC. METER FIELD VERIFY LOCATION APPLY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOCYANOTE-POLYBLEND FOAM -('GREAT STUFF' OR SIMILAR) -APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES PROVIDE STUCCO SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING N APPROVED WOUSEWRAP FOR BOX INSTALLATION WRB LAYER h, STUCCO WRAP WOOD SHEATHING APPROVED WOUSEWRAP BELOW CUT SUCH TWA NO MEMBRANI ENTERS BOX, APPLY TO FA EDGE APPLY E-Z OVER 6m M! GRADE 'D' FELT-PROVI SEALANT Al JOINTS AND INTERSECTIC WOOD SHEATHING UM LAYER N, STUCCO ~ WRS LAYER 4, FORTIFIBER BUILONG PAPER METAL LATH FA6TEN TO W000-6ra=n om. MEMBER • T• Or- MAX 1 P BxTo,CREE; L 6' WI08 6TMP SELF ADWSWE FLASHING. CLEAN MASONRY OEFORE APPLYING HORIZONTAL WEEP SCREED (FRAME TO BLOCK) WRNS LAYER w, STUCCO WRAP CUT 'X' INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRSLAYER STEP #1 APPLY 60 MIN - GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED 40JSEWRAP STEP #3 STEP #2 WRB LAYER w, STUCCO WRAP IWG MEMBRANE FLA MEMBRANE FLASHING WRB LAYER •2, FORTIFIBER BUILDING PAPER STEP #4 ELASTOMERIC COATING OVER STUCCO/ CV. FINISH (SEE TYPICAL WALL SECTION) METAL LATH STEP 05 STEP #ro OELECTRICAL RECEPTACLE 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-774-6078 FAX 407-7744078 www.abdesigngroup.com AA #: 0003326 J Lj F PARK 12 10 04181.000-12101 MODSIL. 4EAB "1672- ARIA" GARAGIC 6WING: LEFT PAOS: WALL ASSEMBLY DETAILS %160 MPH EXK C n3 RODMO A. ABOUM AR NO =70 RRINT 07/28/201/4"=V-0" ^A2 LEGEND DRAINAGE PLANE (WRB LAYER "I, STUCCO WRAP) WRB LAYER 02 (FORTIFIBER — — — — — BUILDING PAPER) METAL LATH x—x—x—x STUCCO WOOD SHEATHING SELF-ADHESIVE FLASHING — — — — — k 2 1/2' k CORNER BEAD (FASTENER 4 SPACING a I' O.C.) CMU %' THICK, 3 COAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY / � R�CORNER BEAD � BLOCK 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 327W PH: 407.774.6078 FAX- 407-7744078 www.abdosigngroup.com AA N: 0003328 h evsDsv. ac LOT ABBOTT PARK LOT #12 BLK #10 PROJECT* 04181.000-12101 WoDzl" 4EAB "1672—ARI9' GARAGE EKING: LEFT PAGE: WALL ASSEMBLY DETAILS %160 MPH EXP. C U1OOD 6NEATNN6 — �T I,K6I6TIV! UEER REVOT1VE BARRIZ4' X�T Y�� 61DP /' 91MY-AD 40042 STARTER 6TRIP— �� FIEItlNG BARRIER ,9EelenvE �T RESISTIVE W PV'D METAL PLAWM ffil!� an WOOD SMAT14NG I�E&16TIVE pBAARRIEER WEATHER RR0616TIVE X�j(� X l Y! LAP 61DN6 / BOARD 4 C41TQ1 / P F--AP�NS RA66M�M < &eTIVE &TARTER &TRIP / \� \\ RESISTIVE BARRIER R MAPN6 N6-ADMIR \ 4ALVV METAL 6ALVb METAL Z'PLA&NN6 Z' R AGWM WOOD TRIM MEMBER / ` pELEVATION REPp�—/ AQ I U�ODA MEMBERELEVATION PER AL GAP WICAULWJW. \ � / OR APPROVED OVALANT \� / ORR A QjPPR�VED,6EALMIT CAGM ` OE9QCABM SIDING TO STUCCO SIDING TO STUCCO ® BLOCK TO FRAME ® BLOCK TO FRAME 9 TRANSITION 24 TRANSITION NOTE: METAL LATH: LATH TO BE PER SECTION R103.1.1 / ASTM C-841-0% MIN. 2.5 LBS. PER 60. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) LEGEND DRAINAGE PLANE (WRB LAYER &I, STUCCO WRAP) WR5 LAYER 62 (FORTIFIBER — — — - — BUILDING PAPER) METAL LATH x—x—x—x STUCCO WOOD SHEATHING SELF-ADHESIVE FLASHING — — — — 1441 N. RONALD REAOAN BLVD. LONGWOOD, FL 327W PH:407-774.6078 FAX 407-774-4078 www.abdesigngroup.com AA B: 0003325 Rill R$ ABBOTT PARK LOT #12 BLK #10 PROJECT/ 04181.000-12101 MODM r 4EAB "1672- ARIA" GARAGE awnaG: LEFT PAGE WALL ASSEMBLY DETAILS 160 MPH EXP. C AU nwTs: 07/28/20 aCA* M 1/4"=V-0" aHZZT WA4 \ 2x(o SUB-BANt) W/I'x4' NOTCH i END, WRAPPED IN PEEL 4 STICK DRIP EDGE Ilk\ 1` '1/8' TEXTURED FINISH a WOOD 1 �� 1/2' TEXTURED FINISH * CMU METAL FASCIA \� WRAP Ye' FROM STUCCO, I' FROM WOOD WALL EXTERIOR WALL (FRAME OR CMU) NOTE: NOTCH FOR 2X& SUB BAND ONLY \ _J: •KL ®ELEVATION METAL FASCIA WRAP 2X6 SLID BAND — ©PLAN B ROOF KICK OUT REMOVED FOR CLARITY ROOF DECK (BEYOND) DRIP EDGE, I' OFF WALL (NOT INTO STUCCO) '-1/8' TEXTURED FINISH a / WOOD, 1/2' TEXTURED FINISH A CMU 2x6 SUB -BAND W/I'x4' NOTCH END, WRAPPED IN PEEL 4 STICK METAL FASCIA WRAP I' OFF WOOD WALL. SUB BAND 2' OFF WOOD WALL T/8' TEXTURED FINISH • WOOD, W, TEXTURED FNISH • CMU METAL LATH WR9 LAYER 01, STUCCO WRAP(FRAME ONLY) WR5 LAYER'2, FORTIFIBER CUILONG PAPER (FRAME ONLY) ROOFNG CEMENT EDGE . KICK OUT PRE-ENG'D TRUSS TO BE CUT WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2'x4'x4'-O* SCABBED TO TRUSS W/12d NAILS 6'-8' O.C. MAX. 2x SUB -BAND W/1�'x4' NOTCH * END METAL FASCIA WRAP ®PLAN A DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL ® WALL 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 SUB BAND DETAIL ® WALL W/KICK—OUT AME OR CMU LT 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/%'x4' NOTCH END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT m 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/IJ 'x4' NOTCH 0 END, WRAPPED IN PEEL 4 STICK ,ROOF CEMENT ROOF EDGE OMITTED FOR CLARITY 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32780 PH: 407-7746078 FAX 407.7744078 www.abdesigngroup.com AA 8: 0003328 E 64 q J ABBOTT PARK LOT #12 BLK #10 PROJZCT* 04181.000-12101 itoar4a 4EAB "1672— ARIA" GARAGE SWING: LEFT PAGW. WALL ASSEMBLY DETAILS: SUB —BAND 160 MPH EXP. C v v _ _ FM-12X18_ — —� _ FM-12X12 — 1.1 4" CONC. NI SLAB a ��I 4 1 /2" g m -24X24 2--6 0 I `�� --- — FM-12X78 _4" PVC CHASE I `` O$o TOP OF PVC CHASE 1 FOR ELEC. ® ° `1` ISLAND I SLAB aD LL (. I F � m Y , I I ^ I a EXTEND SLAB , 1 /r i I• 1/2" Y F ' Z ( 5 U 2'3" 1.1 4' I a d •I IX I m i I I' � m N I LL a ILu)M-1211 EXTEND 2 ySLAB 1 1/r 4'CONCI a LAB I 1a0 FMC-12X18 FMC-12X18 2 °P 71/2' IA 4 4 1.1FM-12X18 1.1 _,2X18 NLF�l — — — — — FM-12X12I I I _.L I I I V-0" 1, 4'-4' 1,2'-0' LV-8"1 I, 8'-8. FOUNDATION PLAN SCALE: 1 /4' = V-0' FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE +-O'-W. 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +4-0', SEE SURVEY PLOT FOR NAVD. S. 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,@NDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90° HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#6 = 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. 630-13/ASCE 6-13, 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 } OF SLAB SUPPORTED 3'-O' O/C MAX. SEE PLAN FOR W WM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, Sth EDITION SLAB SCHEDULE SLAB I THICKNESS REINF. REMARKS 6x6 W1.4XW1.4 OVER GENERAL 3 12' 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE PROVIDE CORNER BARS SAME SIZE QUANTITY AS BARS IN FOUNDATION WITH 30' LEG EACH WAY. MARK VADTH LENGTH THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG FM-12x18 12" CONTINUOUS 18" - (2) #5's FMC-12x18 12' CONTINUOUS 18' - 27)#51 #51N CURB VARIES F-24xQ,l 24• 24' 12' (2) #5's (2) #5's (-)0•-4' FM-12x12 12' CONTINUOUS 12' - (2) #5's HOW TE-1 8' SEE PLAN 8' - 1 4 8 . p.p• L441 N. RONALD REAGAN BL LONGWOOD, FL 32750 PH: 407-7748078 FAX: 407-7744078 www.abdesigngroup.com L AA #: 0003328 1 � � La a � 5> ';i 1Qd J O Bun XV. ae LOT: ABBOTT PARK LOT #12 BLK #10 PjtoJECT* 04181.000-12101 MODSIa 4EAB "1672- ARIA" GAKAGIC BWDCa: LEFT PACTS: FOUNDATION PLAN 160 MPH EXP. C D TZ 07/28/20 SCALD: 1/4"=1'-0" SFISST sl 30' MIN. EACH WAY MONOLITHIC FOOTING Z STEEL REINFORCING IN GROUTED Z �. STEEL REINFORCING IN GROUTED _ { a �I. CELL SEE PLAN FOR SIZE AND �_ 2 CELL SEE PUN FOR SIZE AND SPACING REQUIREMENTS '•O i .� a 0 SPACING REQUIREMENTS C w m V N 1la �j .. •_ ° P GARAGE DOOR Lu RECESS FM p tap to Z 8' CMU WALL O to 8' CMU WALL .. CORNER BARS, SAME SIZE AS URGER BAR w W 8• IN FOUNDATION WITH 30' LEG EACH w U ° - TOP OF SUB UB AB WAY AT ALL CHANGES IN DIRECTIONS I ...° i� °� SO THAT THE STEEL REINF. IS CONTINUOUS tp �MATCH �D�GVARA AMOUNT OF CONTINUOUS BARS CURBFOR . '� FXT. PORCHSUB SEESUB SCHEDULE 8AR SIZE 48 BAR DIA. 4' CHAMFER (I -STORY) #3 18' � EXT. PORCH SUB EI �..�SB .. HEDULE GE ' � o. CONTINUOUS STEEL MONOLITHIC FOOTING REINFORCEMENT SEE SCHEDULE MASONRY UNITS BET 7=p. AT ELEV: W/ 1/2' ISOLATION ,a JOINT (WHERE ♦ • 8' CHAMFER (2-STORY) #4 24' W/ 1/2' ISOLATIONa 4' CHAMFER (I -STORY) `��33-----�� S.CHAMFER (2-STORY) .. d-tr APPLICABLE) i SEE SCHEDULE #5 30' JOINT (WHEflE APPLICABLE) Z • • EE SCHEDULE 4 WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING g FOR WxD, BAR SIZE #e 38' FOR WXO, BAR SIZE DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST AND BAR QUANTITY AND BAR QUANTITY NUMBER OF BARS (le. 2 TO 3, PROVIDE 2 BARS), UNO #7 42' EXTERIOR MONO -FOOTING EXTERIOR MONO -FOOTING MONOLITHIC FOUNDATION RECESS AROUND GARAGE 1 BCALE:34'=1'-0' r� 2 GARAGE SCALE:34'=,'-0' CORNER BARS DETAIL 3 DOOR OPENING � SCALE: 314'=1'-0' LAP TOP PLATE A MIN. OF 48' LAP TOP PLATE A MIN. OF 48' AND NAIL W/ 16d COMMON AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4* O/C STM. VERIFY HEIGHT NAILS, 2-ROWS, 4' O/C BTM. VERIFY HEIGHT LAP TO OCCUR OVER STUD OF WALL W/ PLAN UP TO OCCUR OVER STUD OF WALL W/ PLAN w J 2X4 OR 2X6 WOOD BEARING PROVIDE BLOCKING WALL W/ SYP 20 OR 2X6 WOOD BEARING PROVIDE BLOCKING WALL W/ SYP No 2 STUDS SEE 2' CAPPED j tq NEW REINF. BAR No 2 STUDS SEE PLANS FOR SECURE ST. PLATE TO SUB W/ PLANS FOR SPACING. SINGLE GALVANIZED PIPE O 0- BECUREDW/ 2- PART SPACING. SINGLE BTM. PLATE 1/2'xe' WEDGE ANCHOR W/2' BTM, PLATE TO BE PT. W/FLANGE BASE a g EPDXY. MIN. EMBED TO BE PT. PROVIDE DBL. TOP PROVIDE DBL. TOP PLATE SECURE BT. PLATE TO J Q 8', LINO J WASHER SET IN HIGH STRENGTH PLATE EPDXY 5-1/2' EMBED. MIN. ®16' OC SUB W/10d MASONRY p — a p FOLLOW ALL MANF. SIMPSON SPH4 OR SPH6 MAX. NAIL 18' O/C STAGGERED. S SPECIFICATIONS FOR 0) Q BTM AND TOP PLATE ADDITIONAL METAL USE AND ANCHORS W/ 10d X 1 112' CONNECTORS NOT SECURE FLANGE TO SUB W/(4) 1/4' X 2 1/4' PREPARATION OF 3HOLE. COMMON NAILS FILL ALL to REQUIRED WHEN NO W UPLIFT IS PRESENT. TAPOONS w ¢ HOLES, DO NOT USE 10d w w J x 3' R SEE SUB SCHEDULE S ¢ SEE SUB SCHEDULE Q TOP OF SUB _� .. ; ; TOP OF SUB 4' CHAMFER (,-STORY) - 6' CHAMFER (2-STORY) _a EQ. EQ. SEE SCHEDULE EQ. EQ. EE SCHEDULE FOR WxD, BAR SIZE FOR WxD, BAR SIZE BOLLARD 5 ADDING BAR TO AND BAR QUANTITY AND BAR QUANTITY BDALE: 3/4•=''-°• MONOLITHIC FOUNDATION INTERIOR CURB FOUNDATION WOOD WALL INTERIOR CURB FOUNDATION WOOD WALL 8 6 � B°"`E:y`''''-0• (NO UPLIFT) SCALE:3/4'=,'-0' SCALE:&4'=1'-0' (W/UPLIFT) LAP TOP PLATE A MIN, OF 48' -- AND NAIL W/ 16d COMMON STEEL REINFORCING IN GROUTED NAILS, 2-ROWS, 4' O/C BTM. VERIFY HEIGHT CELL SEE PLAN FOR SIZE AND LAP TO OCCUR OVER STUD OF WALL W/ PLAN SPACING REQUIREMENTS Z 2X4 OR 2x8 WOOD BEARING PROVIDE BLOCKING g WALL W/ SYP No 2 STUDS SEE Q_ ^ PLANS FOR SPACING. SINGLE SECURE BT. PLATE TO a. L BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE SLAB W/10d MASONRY NAIL C: F- Q w m 16' O/C STAGGERED. ADDITIONAL METAL O 4 a CONNECTORS NOT cc 0 to 8' CMU WALL REQUIRED WHEN UPLIFT IS PRESENTT.. ? r- 0'-0' POURED LINTEL CONT. (TYP.) 8' CMU FILLED CELL (TYP.) �+0; • TOP OF SUB SEE SUB SCHEDULE I. _ 2X WALL FRAMING SEE SLAB SCHEDULE 1/2• DIA. SIMPSON STB2 BOLTS 5' '-0' Z Z — ;� �; MINIMUM EMBEDMENT INTO TOP OF SUB e• 'ISOLATED' COLUMN PAD GROUTED CELL, 4' FROM ENDS AND CENTERED UNDER WALL AND 16' O.C. VERTICALLY MAX ° — � POURED MONOLITHICALLY WITH FOUNDATION AND SUB SEE SCHEDULE SEE SCHEDULE ., / FOR WxD, BAR SIZE FOR WxD, BAR SIZE ✓ AND BAR QUANTITY AND BAR QUANTITY COMBINED EXTERIOR MONO- INTERIOR FRAME BRIG WALL TO INTERIOR FOUNDATION WOOD WALL FOOTING AND COL. PAD BLOCK WALL CONNECTION 9 SCALE:34'=,'-0 (NO UPLIFT) 10 SCALE: 3/4'=l'-0' 11 SCALE: 3/4'-1'-0' d N. RONALD REAGAN BL LONGWOOD, FL 32780 PH: 407-774-6078 FAX: 407-7744078 www.abdosigngroup.com AA #: 0003325 1 2 � a fl I Ij aUBDIV. Se LOT: ABBOTT PARK LOT ##12 BLK ##10 PROJECT# 04181.000-1210 MODZU 4EAB "1672- ARIA" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EV. 'Cff 23'-10° 16'-10° 3'-6" 2'-10' 9'•10" Y iD c io m t` iD N O N Zh fD N O 0 N `i q w 4 0 8'-10" DOWEL PLAN SCALE: 1/4' =,'-0' 1441 N. RONALD REAGAN BLM LONGWOOD, FL 327W PH: 407-7746078 FAX 407-7744078 www.abdosigngroup.com l AA N: 0003325 tl m ABBOTT PARK LOT #12 BLK #10 PROJECT/ 04181.000-12101 MODSIa 4EAB "1672-ARIA" GARAGE 8TnN0: LEFT PAO6: DOWEL PLAN 160 MPH EXP. C Ac DwTL: 07/28/20 8CALE: 1/4 ax�a'T sI TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10' HOOK GROUTED BOND SEAM VARIES PER ELEV. Z q g q4 (V °i aq 5 a p CLEAN OUT REQUIRED (t FOR INSPECTION - 0'-0' FIN. FLR. q TIE ERTICAL REBAR e TO HORIZONTAL 4 a REBAR W/ IW HOOK BAR SIZE 48 BAR DIA. Z Lu 43 18, i4 24' > m U RS 30 06 36' t7 42• HORIZONTALNERTICAL REINFORCING 1 SCALE: 3/4'm1'-0' Z � STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND o } SPACING REQUIREMENTS 2 mW U O w 2C 8' CMU WALL b TOP OF SLAB q TOP OF SLAB SEE SLAB SCHEDULE Z W . BAR SIZE 48 EKfPORCH SLAB BAR DIA. 4• CHAMFER STORY) W/ 1/2' ISOLATION 8• CHAMFER (2STORY) JOINT (WHERE A4 24' APPLICABLE) Z MATCH STEEL q q5 30' 6REINFORCEMENT ' PVC CHASE PER SCHEDULE � 38' 8' PVC CHASE THRU FOOTING THRU FOOTING Y7 42' MATCH STEEL SEE SCHEDULE REINFORCEMENT FOR WXD, BAR SIZE PER SCHEDULE AND BAR QUANTITY PVC CHASE 4 THRU FOOTING SCALE: 3/4'=1'-0' R5 BARS Ell. CMU UNIT DIMENSIONS ARE NOMINAL SIZES MASONRY SYMBOLS 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32760 PH: 407-7746078 FAX 407-7744078 www.abdesigngroup.eom AA k: 0003325 J ro StMDIV. & LOT ABBOTT PARK LOT #12 BLK #10 PROJECT 04181.00t-12101 MODEX .• 4EAB "1672- ARIA" GARAGE >sWMG: LEFT PAGE: DETAILS 160 MPH EXP. C G DA 07/28/20 MCALE: 1/4"=1'-0" SHEET S1.2A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETAL20 WI (14) 10d x 1 1/2' HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2' HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 WI 1 Od x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE, 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4' NOMINAL BEARING (4'). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177'' x 2 7/8' LONG, WITH WASHER ® 16' O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0', FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE S' DESCRIPTION REMARK Q (2) 2X8 BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. - TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. =THROUGHOUT MARK DESCRIPTION (�) WXH, REINFORCEMENT STIRRUPS REMARKS BEM. TOP MID SIZE SPACING 881 MASONRY 3000 8x8 (1):5 WA GROUTED SOLID "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR V' PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8' PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8' PRECAST & PRESTRESSED U-LINTELS *FGMeB SAFE LOAD -POUNDS PER LINEAR FOOT SAFP TOAD SAFE LOAD •POUNDS PER LINEAR FOOT TYPE LENGTH SUS - - Imm 1 rlen I WAIM I Brun I ePsee I "Ian I TYPE LENGTH BUS 8" ROM TYPE WIAT war W12-IT away utt #PLENGTH eruaT SP404T van WWII eruaT WAD -IT wsar VWT Due Sd (4r) PRECAST 2231 3'4r (42') MEOW 100 1024 15M $d (42� PRECAST ,m we AM 4394 we Nat ?mtw me 306 4304 1211 em 7m 4'4(r N89 PRECAST 1986 4'd (46') PRECAST 706 7S3 1309 4'd (46) PRECAST tm tm 3m XIS 4a10 am 8w ,m am 3310 311e 4m am 0071 4W (64-) PRECAST 1699 4'd (541 PRECAST 632 691 1073 V4r (54') PRECAST 13V tm W ma 4043 4711 NR 12V 3w AM 39M 400 4711 AM TW (64') PRECAST 1217 5i' (64') PRECAST 411 411 745 Si' (941 PRECAST tote a3s an NN 31111 4w tow Me toe me 3w 3961 Ma 5.10' (m PRECAST f062 8-10' (m PRECAST 340 330 610 B-1(r (77) PRECAST w Im.1 wig, an AIM IOD 4/0 m N67 1 3000 1 oN 1 810 1 380 410 Sd (769 PRECAST 908 Sd (76'1 PRECAST 507 721 49D Sd (NJ PRECAST m 1 am 32111 w $w Im toe oN oN Am id Pn PRECAST 749 Td l90") PRECAST 424 691 969 Td (90') PRECAST rn 2m = rn 12" 1 ,N4 1 as 1 am no am 9'4' (117) PRECAST 664 Ci' (Ilr) PRECAST 325 512 MO VW (11r) PRECAST 1 alp. mo N, m tare I 1w 11 Im am am 10'd (12r) PRECAST 476 100 (12r) PRECAST 284 401 180 10'd (12r) PRECAST m w w ITN 1481 1 all m m 11180 1471 1713 2w aw 114' (13r) PRECAST 302 11W (13r) PRECAST 280 452 154 11'd (1367 PRECAST 44 Am 04 1w I31 17N w am 1042.1 13e , 160 tm" 21e7 17d (114� PRECAB'T 937 1rd (144') PRECAST 244 402 137 trd (144') PRECAST 470 4ae 7N m 11 t 1m 470 w w 1m ton 1, 4' (ion PRECAST 296 17W (It10') PRECAST 217 324 110 134- (16" PRECAST 418 w em lea AN-1 13t3 4M 4N Teo 11N u 1 1m IV-W (10n PRECAST 279 Z4 0' (166� PRECAST 206 299 100 14'd (166� PRECAST m m No Iu w 1m 110 4N m 1m I 1m 1W4r (ITS) PRwTRESBED NR If-W (176') PRODME88ED W.R. 284 91 14'd (176') PRESTR� w 3N w 92 w M 1131 m m m m 1 16 1734 1Ti' (1641 PRESTRE86E) N.R. IVA- (1541 PRESMAW N.R 250 83 IF 4' (161') PRESIRE88ED 'A' m 313 w w Ne aP w w 1 Mt 1m 1Ti' cm PRESiRE88ED RR 1T4' (206') PRE N.R. 194 64 /Td p3t6') P IV 1N m 30 4N w N1 740 m M. IVI 073 1473 18i' (292') PRE8ERE68ED NR I" Mn PRE87RE88ED N.R. 149 52 19-C (292') P ,N IN m m 3w w 4n m ea/ Nt en m iw PRESTRESSED N.R. 21'-Y COO PRi NR 125 42 21'i' rm) PREURE66ED " 3N ae/ m 4N m m 142 IV IV m 7W m 373 m w en ale $13 rn 4N w m w m Iw m m 2r4T MV) PRESTRESSED NR 1rd (ffi/I PISIRESSED NR 116 40 2rd 041 PRESTO 24'd (2B6') PRESTRESSED NR W4r (2 n PRTSTIMIED N.R 91 33 2/'d (18M) PRESTRESSED /N IN 770 3N 987 3H a4a m 478 m w rn N7 w - - 79i - m m w m ,m Its (#) 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 VAW68 TAKEN FROM 'SAFE LOAD TABLES' BY CASTCRETE MAY 2015 EDITION -PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE • ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS • PROVIDE MINIMUM 4* OF BEARING PAST T� SIDE OF WINDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE F,E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #:16-0126.03 0■�m�■T..lOm OD�mmm os:�0000� 00�0� �000m�0 ssa®�0000 '0®Om�Om �omovo�c �m�0�00 �m00�m0 �0©D�mO ommoo��n D�mO�®0 oommo�o Om00m�0 o©m0000 m0�0000 ��00m0 D��m�m0 0��000 ®0m000 ��000�m O��OmmO , 8F16.1 T/OM/OB _ _ _ _ - _ _ _ - - - _ BF16-1 T/OM/OB — _ _ _ _ _ _ _ _ 8F18-1 T/OM/OB I 1 I 1 2 B 4# 1 FI 1 % j ♦_ LL I a1 1 �, 1 , 1 � 1 ♦ 8RF14- 1 ,T/nu/nF LIFT BEAM PLAN SCALE: 1/4' = V-0' LINO, PROVIDE BB1 WHERE ROOF TRUSSES BEAR, TOP OF WALL EL. 8'-0', UNO. 8F16-1T/GANGS Ir-- wt 1441 N. RONALD REAGAN BLVD. LONG WOOD, FL 3127li PH: 407-774-6078 FAX 407-7744078 www.abdoeigngroup.com 6: 0003325 8 0 5 * 2 J J iA � III y�p� j a j LL sUSDIV. S. LOT ABBOTT PARK LOT #12 BILK #10 PR OJ=QT�f 04181.000-12101 MODEL' 4EAB "1672- ARIA" GARAGE SWING: LEFT PAOE: LIFT BEAM PLAN AND NOTES 160 MPH EXP. C t7 6 U aw�r=T'. 07/28/20 SCALE: 1/4"=1'-0" SIiE='P s2 #5 CORNER BAR W/ 30' LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 10' HOOK 30" TYPICAL #5 BAR IN BOND BEAM CORNER REINFORCING OF BOND BEAM 1 SCALE: 3'4'=1'-0' NOTES TO THE INSPECTOR/CONTRACTOR TYP. 8'x8' Eli 1. PLACE LINTEL ACROSS TOP OF OPENING, BOND BEAM c0 i#5 2. IF BOTTOM STEEL S REQUIRED PLACE 5 BAR IN LINTEL. 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REWIRED BEARING 8, 4 PLACE STEEL HEIGHT. OF REINFORCING (1-2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5 TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE, TYP. 8'xl6'S. rp BOTTOM BOND BEAM '- COURSE LD THE DOUBLE OF BOND BEAMBOND BEAM COINCIDE WITH A LINTEL THE IS OMITTED AND A LINTEL IS PLACED. THE STEEL REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5 TOP OF THE LINTEL. / 4 �\ P'�O 8. LIND COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16' DEEP. 8 �F P05' (rE BX16 DBL. BOND TOP OF QQ'� BEAM W/ (1) #5 BAR BOND BEAM EACH COURSE • OF W/B(11) 5 BARBOND S :,� BOND BEAM F .FILLED W/GROUT -(\A U =UNFILLED GROUT SOLID FROM TOP \O NOMINAL LINTEL TO TOP OF BOND OF OPENING WIDTH # OF WS, IN 2ND BOND BEAM IF FILLED LINTEL. BEAM COURSE SEE NOTES B Bx8 PRE -CAST CONCRETE NOMINAL—�� LINTEL W/ (1) #5 BAR (L2) ?P HEIGHT LENGTH OF BAR=WIDTH OF MASONRY 16-1 TI1 7'. 9 OPENING - 2- #oF#BEAMC BEAM DESIGNATION IT ISTHIS ENGINEER'S INTENT BOND BEAM COURSE OR THAT XFXX- 1TA M/OB INDICATES A DOUBLE BOND BEAM #5'S, BOTTOM Sa PRE -CAST CONCRETE SCALE: 314'=1'-0' AND XFXX-1T/oMroB INDICATES ASINOLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL(Ll) REFER IT IS THIS ENGINEERS INTENT TO PLAN FOR LOCATIONS AND XUXX -1T/1 MWB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED TOP LINTEL OF OPENING AND XUXX-1T/OWOB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL PRECAST HEADER(MIN) DBL. BOND BEAM AT HIGHER ELEVATION 2x4 (MIN 2 X 3) 1-3/16 TAPCON OR DRIVE PIN (MIN DBL. BOND BEAM SHANK SIZE.145 MIN HEAD AT LOWER ELEVATION WINDOW I- SIZE .300 MIN EMBEDMENT 1 1/4') 8' FROM EACH END AND 18' O.C. MAX. MIN 1-1/4' #6 BAR BENT AS SHOWN EMBEDMENT 2x6 (MIN 2 X 3) 2-3fl6 TAPCON OR DRIVE PIN (MIN SHANK 3 1/4, PRE -CAST 14 iv SIZE.146 MIN HEAD SIZE .300 WINDOW MIN EMBEDMENT 1 1/4') B- 7p, 2 6 SILL FROM EACH END AND 18" SLOPE O.C. MAX. MIN 1-1/4' 4 EMBEDMENT OPEN FACE SHELqlN - 2x8 (MIN 2 X 3) 2-3/16 TAPOON OR DRIVE PIN (MIN AS TO ALLOW BEN BAR TO BE PLACE SHANK SIZE.145 MIN HEADUPPER AND LOWE5 E.300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING BOND BEAM MIN. REQUIRED IN 1/4') B FROM EACH END AND ) SECURE TO SHEATHING W/ EACH CELL HOOKED IN 18' O.C. MAX. MIN 1-1/4' MIN, 2-12d PER BILK. EA. END TOP BOND BEAM W/ EMBEDMENT STANDARD ACI HOOK 7/16' OSB SHEATHING CORNER BARS TYPICAL MASONRY WINDOW CMU WALL AT CORNER STEP SILL CONSTRUCTION ARCHWAY FRAMING DETAILS 3 SCALE: 3 4"=i'-0' A 4 SCALE: 1 1/2'=1'-0' S PROVIDE 3' DIA. HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL. I s I — SINGLE 15 CORNER Oi BAR, 3Ox30 TURNED UP OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM 9 II I II — �� SCMUPIER G W W/ SINGLE OR DOUBLE REINF. SARIS), PROVIDE BAR SEE PLAN. II / SIDE AT EACH SIDE STEEL REINF. OF OF ELEVATION ENSURE THAT PIER GROUTS BENEATH BONG. BEAM CHANGE LINTEL. CHANGE IN ELEVATION OF BOND BEAM ,(�SINGLE LINTEL, MULTIPLE OPENINGS 0 SCALE: 3/4'=1'-0' 1441 N. RONALD REAGAN BLVD. LONGWOOD,FL32750 PH:407.774.6078 FAX 407-774.4078 WV W.abdeslgngroup.com L AA #: 0003325 A as �41.1 d d I aUDD:v a. LO"74 ABBOTT PARK LOT #12 BLK #10 P1�OJffiCT 04181.00t-12101 HOD"*' 4EAB "1672- ARIA" GARAGE BWngG: LEFT PAGE: DETAILS %160 VkH EXP. C FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETAL20 W/ (14) 1 Od x 1 1/2' HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 1Od x 1 1/2' HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 WI 1 Od x 1 1/2' HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. S. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. S. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4' NOMINAL BEARING (4'). S. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S38, .17T ° X 2 7/8' LONG, WITH WASHER @ 18' 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. TRUSS MANUFACTURER / ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2xe BTM. CHORD (MIN.) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8' FROM THE CENTER OF THE COLUMN. FRAMING PLAN SCALE: 1 /4' = V-0' jr 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32780 PH: 407.7748078 FAX: 407-7744078 www.abdesigngroui).com AA li: 0003325 14 m J sysa>cv. ae M ABBOTT PARK LOT #12 BLK #10 PROJECT# 04181.000-12101 MoaEL& 4EAB "1672-ARIA" GARAGE 81WMG: LEFT PAGE: FRAMING PLAN 160 MPH E C uc- DA'aNT TE: 07/28/20 scALE: 1/4"=V-0" 8HEET s3 ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE ® 24' O/C, SUBMIT SHOP 'ROOFIWALUFLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE' A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 10d x 1 ? NAILS TO TRUSS PLYWOOD SHEATHING, SEE (1) SIMPSON HETA16 II 1100 UPLIFT B-(2) SIMPSON HETA18 TRUSS ANCHOR WITH 'ROOF/WALL/FLOOR TRUSS ANCHOR WITH NOTE: APT SYP 82 2' z 4', HTSM20 W/1010d TO 1Od TO SHEATHING 18d z 1 }' NAILS TO TRUSS 10tl x 1 NAILS TO x MAY ADDED TRUSS AND x 21/4' FASTENER SCHEDULE' DB D8L STRAP, 1 EACH SIDE WRAPS UP AND GI R GIRDER. PROVIDE 6' W/e' W/ 10d NAILS, 2 ROWS, 3' NAILS, O H RS TREN 2 ANCHORS TO OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE CONT POURED LINTEL C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE: APT SYP S2 2' x 4', EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO (16) 10d x 31' NAILS TO GIRDER AND 8', 8'z4'-0•MAV BE ADDED CONJUNCTION WITH ACCOMMODATE GIRDER 4 1900 UPLIFT (2) SIMPSON (2) SIMPSON HETAt6 TRUSS ANCHOflS W/ 10d NAILS, 2 ROWS, 3' HEAW UPLIFT TIEDOWN REQUIREMENTS. HTSM20 INSTALLED ON PRE-ENG TRUSS WITH (12) 16d x 3 }' NAILS TO GIRDER O/C TO FACILITATE ONE CONNECTOR TE FACES OF OPPOS(WALL ADDITIONAL PLY MAX. TO 1x2, 2x WOOD FASCIA ACCOMMODATE TRUSS A-(1) SIMPSON LGT3-3DS2.5 GIRDER TIEDOWN BLOCK W/ 010d TO TRUSS AND (4) 1/4' z 2 1/4' TITEN 2 ANCHORS TO CONTINUOUS BOND BEAM SEE ARCHITECTURAL ANCHOR REQUIREMENTS. WITH (4)' x 5' TITEN HD TO CMU AND (12) SDS CONT POURED LINTEL 2x SECURED W/ (3)'. }' z 2? TO GIRDER GALV. COMMON NAILS, ENGINEERED WOOD B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH 1x2 SECURED W/ 10d TRUSSES O 24' O/C, 1x2, 2x WOOD FASCIA (2)? x 5' TITEN HD TO CMU AND (18) SDS }' x GALV. COMMON NAILS SUBMIT SHOP DRAWINGS SEE ARCHITECTURAL 3' TO GIRDER 12' O/C FOR REVIEW 2x SECURED W/ (3) t6d C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH AND APPROVAL GALV. COMMON NAILS. (2)? x5'TITEN HD TO CMU AND (18) SDS }' x 3' 1z2 SECURED W/ 10tl MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED MASONRY BOND BEAM 12.O/C SEE SCHEDULE SOLID, 8- EACH WAY OF BOLTS SEE SCHEDULE A ALLOWABLE UPLIFT = U:1610 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT =3285 LSS (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.) TITEN 2 ANCHORS MIN. C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) 2' COVER 8 2' APART TYPICAL TRUSS/ REPAIR OF MULTIPLE 1a 1b lc ° TYPICAL ROOF1� MISPLACED EMBEDDED TRUSS ANCHOR y4•='-° GIRDER CONNECTOR(S) 2a 2b 2c 3 GIRDER CONNECTOR(S) (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN TRUSSES WHERE TO SCREWED AS PER SCHEDULLE�D TRUSSDIAG.'BRACE X-GRACING IS PRESENT AT LSTA72 20 GAUGE COVER 6 TRUSSES) 4'-0' O.C. (AT SHEATHING W/ 10dx1/2 HOG NAILS V-0- TO 30'-0' (1)'X' BRACE SEAMS) 0 EACH END. TOTAL OF 10 30'-1- TO 60.0 (3)'X' BRACE SECURE 2x8 PT. PLATE PERE EVATION (1)'X' BRACE O CENTER TO BLK W/ 1/2' DIA. — FLOOR (2)'X' BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2' GIRDER B'-0" MAX (W/1X4) FROM CENTER TO END. WASHER SET IN HIGH r--f:4 �?R 10'-0" MAX (W/2X4) 2x WOOD FASCIA, STRENGTH EPDXY 6' r SEE ARCHITECTURAL MIN. EMBED. AT 32' OC 61 AX. PER ELEVATION rliI,, 1x4 DIAGONAL PRE-ENG GABLE TRUSS SECURE GABLE TO PRE -ENO FLOOR TRUSS BTM. CHORD P.T. PLATE W/ 12d's 8' S' STIFFBACK (AS PER O.C. MAX 6/B' GYPSUM BOARD OR 1/2' HIGH BRACING, SEE PLAN FOR LOCATION TRUSS ENO) CONT. 2z4 SECURED W/ B STRENGTH CLG. OARD MAY NOT BE (2) 10d'S Q EACH TRUSS SECURE TRUSS TO TOP PLATE w/ (2) fV 0.. REQUIRED TO BE INSTALLED 0 16d TOENAILS 10'-0' O.C. MAX. DOUBLE TOP PLATE HTT4 W/ 6/8' A.B. WITH BTM. CHORD OF MIN. 7' EMBEDMENT WOOD ROOF TRUSSES TO SLAB 3 (18) 1 Sd x SEE SCHEDULE FOR 2x4 OR 2x6 WOOD BEARING 2-M' NAILS TO POST., BOND BEAM REQ. WALL W/ SYP No 2 STUDS SEE POST TO SIT DIRECTLY PLANS FOR SPACING. SINGLE ON SLAB BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE PROVIDE BLOCKING 1/2' GYP, WL. 0D. ° 1x4 BTM. CHORD BRACING G-0' O/C END WALL OR OTHER Via. < MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDIT{ON, IF -• - * i -• -. a. 10'-0. O/C MAXSECURED W/ (2) 10d COMMON NAILS AT EACH CHORD DEPICTED SEE PLAN BLOCK WALL W/ GABLE END INTERSECTIDNTYP. 7 BTM. CHORD BRACING PRE-ENG'D TRUSS SCALE: 3/4'=1'-0' r�GIRDER/WOOD POST CONNECTIONS 6 " J .a• SCALE: 3/4'=1'-0' _ • 1 FLOOR TRUSS CONNECTION @ L.B.W. THE USE OF ALTERNATE MATERIALS MAY BE 4 SCALE:8/4•="°• (NO UPLIFT) NOTCH DEPTH 1/4'D HOLE EOGE>s/e• USED SO LONG AS THEY CONFORM TO THE HOLE DIAMETER FOLLOWING <2/5•D SGL. STUD OUTER 1/3 OF 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS SPAN ONLY A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES HOLE EDGE >5/8' AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND III 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, Ft, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE 01 SUBJECT TO F1 AND F2 FORCES. BTM. HOLE DIAMETER PLATE <3/5•0 DBL. STUD ALTERNATE MATERIALS STUD NOTCHING 11 %1 AND BORING LIMITS 0 SCALE: 1 1/2'=1'-0' SCALE:34':1'-0' 1441 N. RONALD REAGAN 8L LONGWOOD, FL 327W PH: 407.774.6078 FAX: 407-774,4078 www._abd••igngroup.com 1 =$ J munDIV. !g LO ABBOTT PARK LOT #12 BLK #10 PROJECT# 04181.000-12101 MODEL' 4EAB "1672— ARIA" GARAGE OW MG: LEFT PAGE: DETAILS %160 MPH EXP. C DAATE.E. 07/28/20 aCA* I.1/4"=1'-0" aIiEET S3.1A 20 BLOCKING BETWEEN TRUSSES (2) 2X4 No.2 SYP DIAG. WHERE X-BRACING IS PRESENT AT BRACE W/ (3) 12d 0 01 4'-0' O.C. (AT SHEATHING SEAMS) TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 0'-0- TO NY-0' (1)'X' BRACE 30,'1. TO 60'-0 (3)'X' BRACE PRE -ENO GABLE TRUSS (1)'X' BRACE 0 CENTER (2)'X' BRACE DIVIDED EQUALLY STIFFBACK AT ALL Zx SUB -BAND FROM CENTER TO END. UPRIGHTS OVER 4'-10' HIGH (AS PER TRUSS ENG) PLYWOOD SHEATHING, SEE 'ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE' SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. 1x2, 2x WOOD FASCIA CONNECTION PER SEE ARCHITECTURAL TRUSS MFG. 2x SECURED W/ (3) 16d ENGINEERED WOOD GALV. COMMON NAILS. TRUSSES 0 24' O/C, 1x2 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 GABLE END PRE-ENG'D TRUSS 1 Wl HIP RETURN SCALE: 3/4'c1'-0' PRE-ENGINEERED VALLEY TRUSS CONNECTION 2 SCALE: N.T.S. PRE-ENG GABLE TRUSS 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0' O.C. (AT O SHEATHING SEAMS) (BLOCKING PRE-ENG'D WOOD NOT SHOWN FOR CLARITY) TRUSS (TYP) 0 24' O.C. MAX 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR FOR STRAPPING LOCATION VERIFY SECURE 2x6 PT. PLATE TO BILK W/ TRUSS PLAN W/ 1/2' DIA. ANCHOR BOLT W/ 2' WASHER SET IN HIGH STRENGTH EPDXY 6' MIN. EMBED. AT 32' OC MAX. SECURE GABLE T02x8 P.T. PLATE W/ 12d's 8' O.C. MAX CONC.POURED LINTEL COURSE CONT. 20 SECURED W/ (2) 10Bs 0 EACH TRUSS TO BE INSTALLED 0 10'-0' O.C. MAX. GABLE END BRACING W/ PRE-ENG GABLE TRUSS @ CMU WALL 8 SCALE: 3/4'.V-0' .l% 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32780 PH: 407-7748078 FAX: 407-7744078 www.abdeslgngroup.com AA M: OD03328 d1 yy�� sysD:v. ac wlil ABBOTT PARK LOT #12 BLK #10 PROJECT# 04181.000-12101 MODEL' 4EAB "1672-ARIA" GARAGE OWMG: LEFT PAGE: DETAILS 160 MPH EXP. C s A I GABLE. ENO ROOF WIND DESIGN PRESSURES 10 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 3948 PSF (49.48) ZONE3 =6116 PSF(77.16) 'A'= 4'-0' END ZONE DISTANCE BASIC WIND SPEED: 180 MPH WIND EXPOSURE:'C" RISK CATAGORV: II APPLICABLE INTERNAL PRESSURE COEFFICIENT+- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7/16- O.S.B. OR 1/2' CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 518 CDX EXT. PLYWOOD, WITH 8d RING SHANK GUN NAILS AT 4' O.C. AT SUPPORTED PANEL EDGES AND 8d RING SHANK GUN NAILS AT 8' O.C. AT INTERMEDIATE SUPPORTS. SEE DETAIL. ROOF SHEATHING TO GABLE END FRAME USE 8d GUN NAILS Q 4' O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN W OF GABLE END. ROOF/ WALU FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STR. SHANK 8tl RING SHANK, 21/2' 0.120' 170,000 RING SCREW SHANK (16-20 RINGS PER INCH) Btl SCREW SHANK 21/2" 0.120, PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 2. INTERNATIONAL STAPE, NAIL & TOOL ASSOCIATION ([SANTA) ESR-1539 EXTERIOR SHEATHING USE 1/2' CDX OR 7/16' O.S.B. PLY WITH Sd RING SHANK GUN NAILS AT 4. O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4' O.C. TOP & BOTTOM PANEL AND Bd RING SHANK GUN NAILS AT E. O.C. AT INTERMEDIATE SUPPORTS OR 7/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.)SEE DETAIL. 8d RING SHANK GUN NAILS 0 4" O.C. TOP & BOTTOM EDGES J_ z=U ❑'1 Z� 7 m O Z. Z N . Z . Z Z 0 m ZW 2 (D W Z =U � 0 (D e Z fr J 2 Y LU <LU w S¢ LU w U (�j U y o �LU o w a TOP CORD BLOCKING AT W O.C. MAX. IN FIRST 2 FRAMING SPACES AT EACH END. RAFTER OR TRUSS Rnnc cuce'rulun -` ICI --_�'I ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING - Sd RING SHANK GUN NAILS b! 6' O.C. IN FIELD. ` 8tl RING SHANK GUN NAILS 0 12- O.C. IN FIELD or Sd X 2 1/2' SCREW SHANK PNEUMATIC SCREW -NAILS 0 12.O.G.IjJ FIELD J\ rYP. 3/4' T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS GENERAL NOTES: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND S1TE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 630-13/ASCE 6.13 AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASIDE 7-10 AND MSC SPECIFICATIONS ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. 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. DESIGN LOADS: ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf 20 Pef TOP CHORD-rwrvcroncurtenI 10 psf BTM CHORD +tm-cone -t DEADLOAD DEADLOAD 18P#f TOPCKORD 20 psf TOP CHORD Q pet w/ ASPHALT SHINGLES) (10 psf w/ NO GYPCRETE) 10IAf STM CHORD 6 psf BTM CHORD DEAD LOAD TO RESIST WIND UPLIFT: 10psf BALCONY LIVE LOAD 60 PO STAIRS LIVE LOAD 40 PBf WIND: DEAD LOAD SPEED =160 MPH3-SECOND GUST (ASCE 7-10 (FBC R2017) EXPOSURE C RISK CATEGORY II) LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10pst, UNINHABITABLE ATTIC WITH LIMITED STORAGE: 20"f, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pd, BALCONIES (EXTERIOR) AND DECKS: 40pel. GUARDS AND HANDRAILS: 200paf, GUARD IN -FILL COMPONENTS: SOpst, PASSENGER VEHICLE GARAGES: 60psf, ROOMS OTHER THAN SLEEPING ROOM: 40psL SLEEPING ROOMS: 30psf, STAIRS: 40psf SHOP DRAWING REVIEW: SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO T14E ARCHITECT DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT, FOUNDATION/ SITE PREPARATION: FOOTINGS WERE DESIGNED FOR AN ALLOWABLE BEARING SS FOOTING L A PRESSURE OF 2000 psf. FOO NG EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1567. TREAT ALL SOIL FOR TERMITE PROTECTION. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GE04ECH. ENGINEER. CONCRETE: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 2,5W PSI REGULM WEIGHT FOR FOOTINGS, AND SLAB-OAFGRADE 3,000 P31 REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5 - STRUCTURAL TERRACE SIAS. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIORTO CONCRETE PLM:EAEM. CONCRETE SLUMP SHALL NOT EXCEED 5' H-PRIOR TO THE ADDITION OF PLASTICIZER CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FRDMWHEN WATER IS ADDED TO THE MIX UNTIL IT 15 DEPOSITED IN ITS FINAL. POSITION SWILL NOT EXCEED90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT ABATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE RACED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPUANCE WITH THE ABOVE REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS A. Y FOR CONCRETE CAST AGAINST AND PERMANENTLY BWOSED TO EARTH f oNNDATKINSI B. FOR CONCRETE EXPOSED TO EARTH ANDNRWEATIER 1-Ilr FOR M AND SMALLER 2'FOR#S AND LARGER C. FOR CONCRETE NOT SP09ED TO WEATHER 3W FOR SLABS, WALLS AND JOISTS i-11T FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 314'. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3W. PROVIDE641AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLASSOMGROUND WHERE INDICATED ON DRAWINGS, SEAMS LAPPED B INCHES AND SEALED WITH AOHESNE TAPE. FORMWORK: FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. EXCLUSIONS FROM THESE PLANS: WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. WELDED WIRE MESH: WELDED WIRE MESH, SHALL BE ASTM Al 85, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES, WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2' CHAIRS SPACED 3'-0' OC, EACH WAY. REINFORCING STEEL: REBAR SHALL BE ASTM A616 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A616 GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS, CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. TYP. MIN UPS SHALL BE AS FOLLOWS: #4 BAR - 26' 06 BAR - 38' #6 BAR - 30' 07 BAR - 42" PROVIDE 36' x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS FOR ADDITIONAL INFORMATION. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ENGINEER. MASONRY: MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE 'SPECIFICATION MASONRY STRUCTURES' (ACI 5301 ASCE S/TMS 402. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE f. = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8- COURSE AGGREGATE. AND SHALL BE PLACED W/ A SLUMP OF W TO 10'. USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. TYPE'M' OR'S' MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM 0-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8' THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED, FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. STRUCTURALSTEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, Fy - 36 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-600, GRADE B, Fy.46 ksl. STRUCTURAL PIPE SHALL BE ASTW53, GRADE B, TYPE E OR 8, Fy - 35 ksl . TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A32S-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL J-BOLTS ARE TO BE STEEL. WOOD: NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO, 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF ELASTICITY - 1.400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.26 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN W OF HEARTWOOD. MINIMUM NAILING PER FBCR 2017, ft EDITION. SEE NAILING SCHEDULE ON PLANS PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER SYP 02. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. WOOD TRUSSES: TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE 'NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036, AND BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM A448, GRADE A AND SHALL BE HOT -DIPPED GALVANIZED. , DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESIGN NATIONAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION% AND TPUWFCA BCSI V COMMENTARY AND RECOMMENDATIONS FOR HANDUNG, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES. TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A68.1-1962. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROVIDED BY THE TRUSS ENGINEER. THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. FASTENER SCHEDULE ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING - Sd RING SHANK GUN NAILS b! 6' O.C. IN FIELD. ` 8tl RING SHANK GUN NAILS 0 12- O.C. IN FIELD or Sd X 2 1/2' SCREW SHANK PNEUMATIC SCREW -NAILS 0 12.O.G.IjJ FIELD J\ rYP. 3/4' T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS GENERAL NOTES: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND S1TE DRAWINGS. CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI 630-13/ASCE 6.13 AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASIDE 7-10 AND MSC SPECIFICATIONS ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. 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. DESIGN LOADS: ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf 20 Pef TOP CHORD-rwrvcroncurtenI 10 psf BTM CHORD +tm-cone -t DEADLOAD DEADLOAD 18P#f TOPCKORD 20 psf TOP CHORD Q pet w/ ASPHALT SHINGLES) (10 psf w/ NO GYPCRETE) 10IAf STM CHORD 6 psf BTM CHORD DEAD LOAD TO RESIST WIND UPLIFT: 10psf BALCONY LIVE LOAD 60 PO STAIRS LIVE LOAD 40 PBf WIND: DEAD LOAD SPEED =160 MPH3-SECOND GUST (ASCE 7-10 (FBC R2017) EXPOSURE C RISK CATEGORY II) LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10pst, UNINHABITABLE ATTIC WITH LIMITED STORAGE: 20"f, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30pd, BALCONIES (EXTERIOR) AND DECKS: 40pel. GUARDS AND HANDRAILS: 200paf, GUARD IN -FILL COMPONENTS: SOpst, PASSENGER VEHICLE GARAGES: 60psf, ROOMS OTHER THAN SLEEPING ROOM: 40psL SLEEPING ROOMS: 30psf, STAIRS: 40psf SHOP DRAWING REVIEW: SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT OF THE CONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO T14E ARCHITECT DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ARCHITECT, FOUNDATION/ SITE PREPARATION: FOOTINGS WERE DESIGNED FOR AN ALLOWABLE BEARING SS FOOTING L A PRESSURE OF 2000 psf. FOO NG EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1567. TREAT ALL SOIL FOR TERMITE PROTECTION. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL BE MADE BY THE GE04ECH. ENGINEER. CONCRETE: CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: 2,5W PSI REGULM WEIGHT FOR FOOTINGS, AND SLAB-OAFGRADE 3,000 P31 REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5 - STRUCTURAL TERRACE SIAS. CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MX PRIORTO CONCRETE PLM:EAEM. CONCRETE SLUMP SHALL NOT EXCEED 5' H-PRIOR TO THE ADDITION OF PLASTICIZER CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FRDMWHEN WATER IS ADDED TO THE MIX UNTIL IT 15 DEPOSITED IN ITS FINAL. POSITION SWILL NOT EXCEED90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT ABATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE RACED. IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNERS REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPUANCE WITH THE ABOVE REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS A. Y FOR CONCRETE CAST AGAINST AND PERMANENTLY BWOSED TO EARTH f oNNDATKINSI B. FOR CONCRETE EXPOSED TO EARTH ANDNRWEATIER 1-Ilr FOR M AND SMALLER 2'FOR#S AND LARGER C. FOR CONCRETE NOT SP09ED TO WEATHER 3W FOR SLABS, WALLS AND JOISTS i-11T FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 314'. PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3W. PROVIDE641AL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLASSOMGROUND WHERE INDICATED ON DRAWINGS, SEAMS LAPPED B INCHES AND SEALED WITH AOHESNE TAPE. FORMWORK: FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. EXCLUSIONS FROM THESE PLANS: WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURALDEPENDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. WELDED WIRE MESH: WELDED WIRE MESH, SHALL BE ASTM Al 85, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES, WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2' CHAIRS SPACED 3'-0' OC, EACH WAY. REINFORCING STEEL: REBAR SHALL BE ASTM A616 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A616 GRADE 601N MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS, CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO, UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW. TYP. MIN UPS SHALL BE AS FOLLOWS: #4 BAR - 26' 06 BAR - 38' #6 BAR - 30' 07 BAR - 42" PROVIDE 36' x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS FOR ADDITIONAL INFORMATION. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL. RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ENGINEER. MASONRY: MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE 'SPECIFICATION MASONRY STRUCTURES' (ACI 5301 ASCE S/TMS 402. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE f. = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8- COURSE AGGREGATE. AND SHALL BE PLACED W/ A SLUMP OF W TO 10'. USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. TYPE'M' OR'S' MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM 0-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8' THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED, FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL REINFORCING. LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. STRUCTURALSTEEL: THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36, Fy - 36 W FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-600, GRADE B, Fy.46 ksl. STRUCTURAL PIPE SHALL BE ASTW53, GRADE B, TYPE E OR 8, Fy - 35 ksl . TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL OTHER BOLTS SHALL BE ASTM A32S-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL J-BOLTS ARE TO BE STEEL. WOOD: NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO, 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF ELASTICITY - 1.400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.26 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN W OF HEARTWOOD. MINIMUM NAILING PER FBCR 2017, ft EDITION. SEE NAILING SCHEDULE ON PLANS PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER SYP 02. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. WOOD TRUSSES: TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE 'NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS' BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036, AND BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM A448, GRADE A AND SHALL BE HOT -DIPPED GALVANIZED. , DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14,'DESIGN NATIONAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION% AND TPUWFCA BCSI V COMMENTARY AND RECOMMENDATIONS FOR HANDUNG, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES. TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A68.1-1962. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURERS INSTRUCTIONS. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROVIDED BY THE TRUSS ENGINEER. THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APP -T- 9DE TYPE SPACING REMMKB AP- 312E TYPE SPACING REMMiKS -IT-INGTO MAROIAYICp1C. CASEHARDENEDCOL NAIL 11?LQM3. e'00 GARAGEWCR &MA( TO MASONRT,CONG. IN•gA HO WASHER TIPCON YA801#iY FASTENER BOA: i?EMBED., 4-END D*T., t1?ECGE D6i. 9GDPK.EM, DOORS CASE HARDENEDOOL B'OC WINDOWIDOCiL F/ 9TENE0 GARbE DOOPI- 12'0IA. WI EIDANBION BOL T 9<•O'C O'EMSED., A'ENOOI9T., 1 9EE NOTES NAL11?LONG. SiAGGEPEh INTO AAEONPYFONC. TO MA90NRYAXINC. WASHER 3'EDW DIET. wln0Dw wxxl CABEHARDENEOCOL rac WINDGwmoory FAGrENED METALsmAPTD CONTACT THIS ENGINEER FOR SPACING 1B TT, BEE NOTES NAIL 11?LONG. SiAGGEREO INTO MASONRYxxx90, MABONRYICCNC. REQUIREMENTS EXT. SWBA3000R (TIBNB'DM. iAPC0,1• 11?ELAIEO. BEND. NIX4BEAPRx9 WOOD 1I2` EXPANSxw A'EYBEO.A•ENO StMM3PT, BEE NOTES NO WASHER FASTNER ,B'OC DIBT..11?EIX9E OWT. WALL TOCDNC. SLAB NOC W/WASHER BOLT 0182., 9'EDGE GIST, b Pi WNWWBL'CN 8.13B•PAFA21A9• B•OA: 4' END. DISi., 1 f2' PT TO STEEL COL., 9EE NOTE s W/WA9NEP STAGDERED EDGE OIBT. 1, STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND / OR NGA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FDA THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE S. WINDOW AND DOOR BUCKS SHALL SEAS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lK MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAP TO THE SUBSTRATE, 1441 N. RONALD REAGAN BLVD. LONGWOOD, FL 32750 PH: 407-7741SO78 FAX: 407-7744078 www.abdoeigngroup.com L AA M: 0003325 J s Will IIIm SVHDIN. de TAT: ABBOTT PARK LOT #12 BLK #10 PROJECT/ 04181.000-12101 W0DE3U 4EAB "1672- ARIA" GARAGE BWMG: LEFT PAGE: DETAILS %160 MPH EXP. C DATE: 07/28/20 SCALE: 1/4"=1'-0" ICT S N 1 bq�v�n9�