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HomeMy WebLinkAboutBuilding Plansz LL_ _A_ A B1 ava"A. 1430 CULVER [DRIVE NE, PALM BAY, F=L 32907 • STATE OF FLORIDA DESIGN CRITERIA: CERTIFIED BUILDING CONTRACTOR: *FLORIDA BUHDING CODE, RESIDENTIAL, OTH EDITION (2017) I*ALL LOCAL AND STATE CODES DR HORTON HOMES 1430 CULVER DRIVE NE PALM BAY, FL 32907 TEL: (321) 733-7092 FAX: (321) 733-7972 • STATE OF FLORIDA PROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON AR No. 17305 A.B. DESIGN GROUP, LLC 2194 HWY AlA, SUITE 301 INDIAN HARBOUR, FLORIDA 32937 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE ,CONSTRUCTION BASED ON THE DRAWING SET. *OCCUPANCY •CONSTRUCTION TYPE • MIN. INTERIOR FINISH • BASIC WIND SPEED •EXPOSURE al —STORY RESIDENCE *2—STORY RESIDENCE — RESIDENTIAL, GROUP R3 - VB — CLASS B — Vult=160 MPH Vasd=124 MPH C- — MAX. HEIGHT AS PER LOCAL AND STATE CODES SQ.FT. CALC.'S LIVINCs GARAGE ENTRY LANAI 1612 432 38 96 SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2238 SQ. FT. A/C VOLUME 14381b CU. FT. Tel= (321) 733-7092 ABBREVIATIONS Fax: (321) 733-7972 ABV. ABOVE LAV_ LAVATORY A( AIR CONDITIONING LUM, LUMINOUS ADJ_ ADJUSTABLE M.C. MEDICINE CABINET At, r. ALTERNATE MFR, MANUFACTURER AMP. AMPERAGE MEN. MINIMUM 111). BOARD NET METAL. THRESHOLD CE CENTER LINT MTD. MOUNTED CAB. CABINET MTL. METAL ( LG. CEILING N.T.S. NOT TO SCALE. CI.R. CLEAR O( ON CENTER CON( CONCRETE PL PROPERTY LINE CIII CARPEL P.B. PUSH BUTTON C. f. CERAMIC TILE PH, PHONE U. DRYER PET. PLATE DBE. DOUBLE PLYWD. PLYWOOD D.G. DUAL GLAZED PR. PAIR DIA. DIAMETER P:T. PRESSURE TREATED DIM. DIMENSION R. RISFR DISP. DISPOSAL RAD. RADIUS DP. DELI' RA.G. RETURN AIR GRILL OR DOOR REF, REFRIGERATOR D.8_ DOWNSPOUT RM. ROOM DTL. DFTATI, R.O. ROUGH OPENING D:W. DISUWASHTR SC SOLir)( ORTF.XTDR FA, TA( IT S.D. SMOKE DETECTOR ELEV_ ELEVATION S.H. SINGLE HGNG EQ- EQUAL SLIT. SHEET BXH. EXHAUST SHTHG. SHEATHING EXE EXTERIOR SHWR. SHOWER FG_iFX. FIXED GLASS SIM. SIMILAR F.U. FUEL GAS ST.. St]DING FIN, FINISH SL. GL. SLIDING GLASS FLR FLOOR STD. STANDARD FLUOR. FLUORESCENT SWS SHEAR WALL FR. DR. FRENCH DOOR SECTION TTG. TOOTING TEMP. TEMPERED GLASS GA. GAUGE 'IHK. THICK (IAR. DISP. GARBAGP. DISPOSAL T.O.C. TOP OF CURB GT.L GROUND -FAULT CIRCUIT T.O.P. TOP OFPLATE INTERRUPTER T.O.S. TOP OF SLAB GL, GLASS TYR TYPTCAT. GYP BD. GYPSUM BOARD IIAC. UNLESS NOTED H.B. HOSTBIB OTHERWISE H.C. HOLLOW CORE V.P. VAPOR PROOF HDR HEADER W. WASHER HGT. OR HT HEIGHT W: WITH INS( i L. INSULATION WD. WOOD INE INTERIOR WDW, WINDOW W.-H WATER HEALER W.I. WROUGHT IRON REVISIONS DATE DESCRIPTION 01/00,18 BID SET ISSUED 01/15/15 2011 F8C UPDATE 01/29/18 511) SET RE -ISSUED 04/18/15 FOOTING REVISION PER M. BOWES 02/22/19 PLAN MAINTENANCE 0312SAO REVISED LINTEL SIZE AT FRONT ENTRY DOOR 04/24/19 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL 15ATWN 04/24/19 REVISED HVAC VOLUMES ON SQFT CALC SCHEDULE 06/2UI9 ADDED LED LIGHTS • KITCHEN E 5ATHROOMS PER MARK BOWES 01/01/20 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS INDEX OF DRAWINGS ARCHITECTURAL SHEET PG Cl-COVER SHEET PG GN- GENERAL NOTES PG Al -FLOOR PLAN PG A2D-ELEVATION "D" PG E1-ELECTRICAL PLAN PG P1-PLUMBING PLAN PG M1-HVAC PLAN PG Dl-DETAILS PG D2-DETAILS PG WA1-WALL ASSEMBLY DETAILS PG WA2-WALL ASSEMBLY DETAILS PG WA3-WALL ASSEMBLY DETAILS PG WA6-WALL ASSEMBLY DETAILS STRUCTURAL SHEET PG S1-FOUNDATION PLAN PG S1.1A-DETAILS PG S1.2-DOWEL PLAN PG S1.2A-DETAILS PG S2-LIFT BEAM PLAN AND NOTES PG S2.1A-DETAILS PG S3-FRAMING PLAN PG S3.1A-DETAILS PG S3.113-DETAILS PG S3.1C-DETAILS PG SN1-DETAILS PG PAl-PRODUCT APPROVALS DESCRIPTION DESCRIPTIO I Reviewed for code compUnce U,uversel Engineeixlg swncee 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F r r 4 U O F 0. U 4 F A F SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 UODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: COVER SHEET 60 MPH EXP. ARCHITECT - STATE OF FLORIDA n P 2 'r,. ;'` t �;! MICHAEL C. ANDERSON AR NO T7305 rau1" L DATE: 05 19 20 I SCALE: 1/4"=1'—O" 1 SHEET CI GENERAL NOTES SITE WORK 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 1 REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR 6TH EDITION (2017) UNO. 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 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY FINISH GRADES, PLANTING AND IRRIGATION. 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. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. 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. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN Y2 THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYE THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE o AND COMPACT TO 95 /o MAXIMUM DRYDENSITYDETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. FABRICATION OF THE WORK. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 7 DO NOT BACKFILL UNTIL SLABS HAVE. CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 7, DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS, REQUIREMENTS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 10. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. COUNTY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED TO PLACE THE FINISHED FLOOR ELEVATION MIN 1'-0":ABOVE THEBFE, PER FLORIDA BUILDING CODE. GARAGES AND CARPORTS 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE'' PERMITTED SEPARATELY BY ENGINEERED SHOP 1. GARAGE DOOR DRAWING. A ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION 2. AS PER SECTION R302. OPENINGS M A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING 5.1: 0 GS FROM LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION, UPON COMPLETION OF THE PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH APPLICATION OF THE TERMITE PROTECTIVE TREATMENT F COMPLIANCE SHALL BE ISSUED TO THE CERTIFICATE AERTIFI ATE 0 SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS, 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 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE AGRICULTURE AND CONSUMER SERVICES." DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0,48 MM) SHEET STEEL 1" MIN. RIGID ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE - SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN 1/2-INCH GYPSUM BOARD OR EQUIVALENT, TIMBER 1. ALL WOODS AND WOOD C NSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AME ICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTIIHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) E, APA-THE 'ENGINEERED WOOD ASSOCIATION: 1. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS RS 2. ALL LUMBER EXPOSED TO NEAtHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3 MINIMUM NAILING PER CHPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS, 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. &. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. PLUMBING 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2, WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960'FITTINGS. 3. CONDENSATION LINES SHALL BE MINIMUM '/ PVC (SCHEDULE 40), INSULATED WITH 1W, AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE AMAXIMUM 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. C! G 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005 2. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2, EXTERIOR WALE. COVERINGS 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE EXTERIOR FINISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN 2 COATS, 1/2" THICK, WHE',RE APPLIED OVER MASONRY OR CONCRETE, 2. STUCCO OR'PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM•C926 & ASTM-C1063-1?a. 3. LATH & ACCESORIES PER ASTMLC-1063-11A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: ALL STUCCO CONTROL JOINTS KICK -OUT DETAIL✓ "L" FLASHING _ HORIZONTAL LATH AND PAPER DETAILS PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4. SHALL BE INSTALLED PER ASTM-C1063 -15A AND R703.7. FIRE RESISTANT CONSTRUCTION UNDER STAIR PROTECTION: 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7. EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 112 GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH:1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOODAND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S I CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACTDOCUMENTS, AND FOR CONSTRUCTION OBSERVATIOf . Reviewed for Code Compliance Universal Engineering sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUlk BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA # 0003325 w L w L' <� A, A I F n w 'I o � a LI f, 9 f r� 'Ck.REEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1g ODEL•a 4EAB "1672-ARIA" GARAGE SWING: k �+ RIGHT PAGE: I �H GENERAL NOTES 1'. 1.160 MPH EXP. C r.. ARCHF[E"CT; STATE OF FLORIDA 4 OCT 2 7 2020 R 6aAICHAEL C. ANDERSON AR NC 17S015 PRINT1D I Ob�O / / DATE: u SCALE:1/4"-f-O" 3 I, SHEET l G ,.i FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING: FINISHES SHALL BE IN ACCORDANCE WITH SECTION FI3C R302.9.1 THROUGH FBC R302.9.4 FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R302.10.5 12 0" 1 -4 --------------`� 4 LANAI d I 8'-8' CLG. co to 9 -roll 2'-roll ® (2) 3052-SH GREAT ROOM V-8' CLG. 2' a' d) 0 11'11 M a�. U . ©® .NFU PS! 1?'-roll 2ro'-S 3'_4 0 (2) 3052-SH DMG ROOM 8'-B' CLG. (2) 3052-5H Osm 64, CLG. i 3'-8" 3'-10" 3- 3'-10" � ry N jj a cDm Zo(o A 0 - I v. Es gITCfIDN ? AI U> I8'-8' CLG. „--- a A.; Ill ll 4'-41 t 3 -8 3 ?.� iiQ _ I - I I 2X8J �A/� 0.4 BATH 3-SH ro -z 5 _4 IIIZ Al V-8' CLG. o __ 1 r III �8 t III III i p ii i O i i 36'x60' SHWR PAN RIM �r 3-5H---_y L V W/ ENGRr Lj IR-ISH r LAUN. r-mx�rl WH. O 8'B,G� I �� n Lti �C� CJ Ja) AV. AI BOLLARD I I AS REQ. IR-ISH I IC. — — — — — — cp '�-- PER BLDG. CODE FOYER 8'-8' CLG. a)�' `�G GARAGE 3068 W/ 36"XI2' TRANS. r o BDRX#2 M.T. 0 ENTRY (2) 3052-SH © 8'-8' CLG. EGRESS 16'-0'Xl'-010.HD. 0 0 0 0 51-roll 2 _ro 0 a' 4' _O 16,110" 2'- 5 I1'-0" 38' -a" FIGURE A301.2ii C-041PONONT AND CE DDiNG PAtSSORE Z is E FLOOR PLAN SCALE: 1/4" = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID ORHONEYCOM13-GORE STEEL DOORS NOT LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET. U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT SPECIFICATIONS my - SQ.FT. CALC. S LIVING GARAGE ENTRY LANAI 1612 432 38 36 SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2235 SQ. FT, A/G VOLUME 14381.6 COWON IW AND CLJIDDNQ NO LOADS BASIC WW EXPOSM FOR 3 SECOND QUSTS oPBNQS MITI SQUAIE FOOTM E ZONE 180 WH WW (Vl1t) REMAm MIN. WINDOW 10 5 34/-45 CRITERIA EXTERIOR SWING 21 5 32/-42 DR. MIN. CRITERIA S.G.D. MIN. 12 5 30/-31 CRITERIA 5010 O.HD. 56 5 32B/-38.0 IllO.HD. 112 5 30.5/-34.4 SOFFIT N/A 5 31fo/-38.8 ROOF TILE N/A -6829/ IF .3 -58.29 APPLICABLE BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = f 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 15'-9" PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED. (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CONTROL DATS 03/20/10 _� DBL. TOP PLATE BAR DETAIL A SCALE: 1/2'=1'-O' ARCH DTL. B SCALE: 1/2 = 1'-0' 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W y U w 0 0. U C q ti V4 SvsDIV. ee LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: FLOOR PLAN 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA MAY 2 2 212a MICHAEL C. ANDERSON AR NO T7305 PRINT ]DATE:05 19 20 SCALE: 1/4"=10 - 0" SHEET Al SHINGLE 8'-8" SRG. PG7.,a,_ _- 1p' L 0' FYPON 5K711XI� OR EQUIVALENT 4$ A 4' RAISED" SAND Mfr-) r N 0'-0" FIN. FLR.r,_ v 8'-8' 5PG. HC V-18'-8" BL'DCs NCsT. FYPON LV12X24 EQ.—�, OR EQUIVALENT • • -RAISED OF*T. COACH Illi Y, 0 0 FRONT ELEVATION SCALE: 114 = I'-0" TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FSCR R103A a' -a" BRG. NGT. j � 445 �A ' TTP.I I II V-0" FIN. FLR. .11 ter. war I�6 OFF RIDGE VENT OFF RIDGE VENT 8'-8' EJRCa. NGT.� — ______ BRCS. HGT. — - - — I 48 I TYF'. I I r 0'-0" FIN. FLR. _---- -------------- REAR (ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH 2' 1'70' 2'-4 v r LOUVER DETAIL A SCALE: 1/2 = I'-0' 0 -10" FIN. FLR. L7 1F T E ALE"VAT I O N SCALE: 114 = 1'-0' TEXTURED FINISH BRCS. NGT. -0" 0'-0" FIN. FLR. MODEL 1672-ARIA AREA OF ATTIC = 2318 SQ. FT. NET FREEVENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA _ = 2318 /300 7.73 SQ. FT. 7,73 = 1112,64 SQ. IN. MIN. REQUIRED VENTILATION IN = AX 1112.64 UPPER PORTION OF ATTIC = 445.056 SQ. 'IN. (BALANCETO'B'E PROM DEDIN SOFFIT VENTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT (net free area) TOTAL#IOFVENTS REQUIRED ' = 3.23 TOTAL# OF VENTS PROVIDED _ 4 SOFFIT VENTILATION AREA 7 SQ. IN. PER LINEAR FT (netfree ,area) LINEAR FEET OFSOFFITREQUIREC 63.58 ror cod. w:5msow* 5owums 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-�591 www.abdesigngrpup.com AA #: 0003325 }a 4Y9Sc'- fi om Ni- v� w w U w 0 F 0. U w 4 F A I SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT* 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: ELEVATION "D" 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA MAY 2 2 202V/ M ICCHAEL C. ANDERSON AR NO 17305 PRINT DATE- 05 19 20 SCALE: 1/4''=1'-0" SHEET L 2 U ELECTRICAL LEGEND 811115OL DEFINITION NOTES —e 125V OUTLET 20 AMP SINGLE POLE 110V OUTLET uu 7 110V OUTLET 1/2 OP OUTLET WIRED IR OP OUTLET WIRED �A TO SWITCH 110V OUTLET AULI ETERIP WKsTAM ER INTERl1PrER (TAMPER RESISTANT TYPE) I 220V OUTLET (4) WIRE CONNECTION WP EXT. WATERPROOF GROUND FAULT INTERRUPTER GFI OUTLET SWITCH SWITCH 3-WAY OFFER ( 't4 SWITCH 4-WAY OPER WALL MOUNTED LIGHT CEILING LIGHT a © LED CLG LIGHT ®VF` LED VAPOR LIGHT PROOF O VP VAPOR PROOF: LIGHT ORECESSED CAN ® VENT. PAN I CFMI PER 80. FT. VENT. FAN W/LIGHT I CFM PER SQ. FT. --VANITY LIGHT FIXTURE (SPEC'S TBD BY BUILDER) FLUORESCEINT IRES WRAP ® LIGHT AROUND AROUND (RECESSED) 4-X2' FLUORESCENT 2-BULB WRAP ® L IGHT AROUND (SURFACE MNT-) 2' FLUORESCENT k 4'FLUORESCENT R 4' TRACK LIGHT 0 PANEL j METER S.D. SMOKE DETECTOR BATi BACK-U� W/ HARDWIRE WALL MOUNTED BATT. BACK-UP SD. SMOKE DETECTOR W/ HARDWIRE GATT. BACK-UP W/ ® S/CO CARBON MONOXIDE SMOKE DETECTOR ,� HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE GF NOT LESS THEN 4' FROM WALL PENDANT LIGHT LIB NATURAL GAS fl/ OUTLET TELEPHONE JACK WATER HEATER IGNITION SOURCE TO BE ELEVATED DISCONNECT AIR CONDITIONING A/ DISCONNECTTµIS SEE AHU TUNA. SHEET TV TELEVISION JACK CEILING BOX RFAUIRE OJ-BOX TO BE SUPPORTED IN ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION (� CEILING BOX 01 INREQUIRED TO BE SUPPORTED IN SUPPORTED CEILING FANLIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR [\`\3J INSPECTION A�•4 24'INCANDESCENT LIGHT STRIP nno 36' INCANDESCENT LIGHT STRIP nnnnnnnn 0 48'INGANDESCENT LIGHT STRIP FLOOD LIGHT OPT. SECURITY KP KEYPAD Pb. PUSH-BUTTON , <.r OR CHIMES - a-..- LIM PORT - LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION MEETING. - ALL 15 t 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF FBCR 6TH EDITION (2011) 4 NEC 210.12 2014 EDITION. - 20 AMP DEDICATED LAUNDRY CIRCUIT. - GFI a ISLAND (NOT ON KITCHEN CIRCUIT) - DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL - BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF 50 GFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION MI5013 FBCR 6TH EDITION (20I1), - LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR 6TH ED (2011). • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6TH ED (2011). - ALL LAMPS SHALL BE SELECTED BY BUILDER AND 15% OF LIGHTING M GT BE ENERGY EFFICIENT TYPE PER PS.C. ENERGY CONSERVATION (RESIDENTIAL ENERGY �CIENCY) 2011, 6th EDITION R404.12011, 6th EDITION R404.1 ELECTRICAL PLAN SCALE: 1/4' = 11+0' OPT. COACH — — LIGHT METER FIELD VERIFY LOC. TEMPORARY UNDERGROUND WP- Panel MAIN -A PANEL: 8/16 wpat breaker VOLTAGE: 120 /240 V -1 Ph MAIN: 150 Amp M.C:B FEEDER: 3-#1'Cu THWN & -#6 Cu (G) in 1 1/2' C. OR 3- #2/0 AL THNN & 1 #6 Cu (G) in 1 1/2 C. ' Wire l Pole Bkr Description Watts 'circuit circuit. Watts- Description Bkr Pole Wire #12 1 20 Exterior Recept acl e G Fl far TUG 1200 1 2 Space #12 2 20: Imgatlon Pump 1 Do()3 4 Space 5' 6 4684. A/G C UA 30 2 #10 Space 7 8 PANEL -A PANEL: 42 crt breaker VOLTAGE: 1201240 V -1 Ph MAIN: 150 Amp M.L.O. FEEDER: 3-#1 Cu THWN & 1:-#6 Cu (G) in 1 1Q C. OR 3 #2i0 AL THWN & 1 #6 Cu (G) in 1 1/2" C. ' Wire Pole Bkr Description Watts Circuit Circuit Watts Description 'Bkr Pole Wire- # 12: 1 20 Small Appliance. 1�00, 1 2 8000.. Range 50. 2 #6 #12 1 20 Microwave / Hood GFI 1800 3 4 #12 1 20' Small Appliance 1500 5 6 4500 Water Heater 25 2 #10 # 12 1 $0 Refrigerator GFI 1 7 8 # 12: 1 20 Dining Receptacles AFCI 1500. 9 10` 1200 Disposal GFI 20 1 #1:2' 912 1 20 Bath GFI Receptacles 1200 1i 12 1500 Dishwasher GFI 20 1 #12. #12 1 201. Foyer / Hall /Laun dry. AFCI 1200. 13 14 5000 Dryer GF1 30. 2 #10 #14 1 15: Great Room Lanai & pining Lights.AFCI 800 15 16 Space: 17' 18. 1500 Washer GFI 20- 1. #12. #14 1 15: SD & GO AFCI { 900 19 20 1000' Garage Door Opener GFI 20- 1 #12. #12 1 20' Bed #2. $a#31 Bath#2 AFCI 1200 21 22 1200 Garage Lts & Receptacles GFI 20 '1 #12 Sp -ace 23 24 900 Gvmers Suite AFCI 15 1 #14 Space: �i . 25 26 900. Owner's Bathroom AFCI 15 1 #14 Space 27 28 1000 E#enor Lights and Recpt GFI 20 1 #12. Space. 28 30 1000 Irrigation controls only 20.. 1 #12 Space 31 32 Space Space. 33 34 Space Space 35 36 Space Space i 37 38 Space #8 2 35 AIC AHU-1 Heater 5 KVA at 65 fa I o 5 220 35 40 Space 41 42 Space Load subject to demand factor calculatims 1 line 15400 27700 Load subject to demand factor calculations ! Ime. Demand Factor Calculations ABBREVIATIONS: AFC: ARC FAULT CIRCUIT INTERRUPTER NC NON -COINCIDENT LOAD GFI: GROUND FAULT INTERRUPTER Total load subject to demand factor First 1Q000 watts at 100% ' 10000 Remaining Watts at 4tJ®/p_. _. 13240 Total A/C Toad 100% for future growth 9000 LOAD CALCULATION IS BASED ON AFC NON -COINCIDENT LOAD Total Connected Load Watts 3�040 Total Amos(watts ➢ 240 wlt$) : 137.7 it ( II � I I �G I ° I a I I I II' � I �L LED LIGHTING DOUBLE LAV. OUINER'S BATH 150 4MP ELECTRICAL RISER NOT TO SCALE. GENERAL NOTES: A. ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6tH EDITION (2011). LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/THIUN UNLESS NOTED OTHERWISE. l POWER COMPANY TRANSFORMER GRADE PROVIDE 150 AMP, 120/249V VOLT, 1 PHASE SECONDARX ELECTRICAL SERVICE. PROVIDE 3 h COPPER (CU) IN 1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 0210 ALUMINUM (AL) IN 2" DIA SCHEDULE 80 PVC CONDUIT UNLF-88 SERVICE 18 PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. LED LIGHTING SINGLE LAV. a BATH *2 PROVIDE 302/0 CU, THIIIN + 1% CU IN 2' CONDUIT OR 3 04/0 AL, THIUN +Y6 CU IN 2' CONDUIT. (CONDUIT TO TERMINATE ABOVE SOFFIT a OVERHANG-) COMBINATION SERVICE 50 AMP DISCONNECT SWITCH AND 120/240 VOL M ELECTRIC METER IN I PHASE NEMA 3R ENCLOSURE MLO PANEL 150ARP MGB TELEPHONE SERVICE ENTRANCE EQUIPMENT INTERSYSTEM BLINDING TERMINAL AT LOW VOLTAGE CONNECTIONS CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT Revlewed.tur Code 1 04 CU SERVICE G " CONCRETE ENCAS 9XWP ELECTRICAL PRO';EDITR4 ION (2011). 5/8" DIA X S E'T LONG COPPER CLAD GROUND ROD 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, PH: 321-802-3591 www.abde.,;ighgroup.com AA #: 0003325' rA P4 r U W ti F 0. w F I A a ii a a r i1 ' ^1 in L I„ a h 0 Ire 6 ll r CREEKSIDL PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL F,I 4EAR "1672—ARIA" GARAGE SWING µs RIGHT t PAGE: ELECTRICAL PLAN 9 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA MAY 2 2 291 MICHAEL C. ANDEN N 'T 05 19 20 DATE: s SCALE:1/4"=1'-011 SHEET El 2194 HWY A1A; SUITE 301 INDIAN HARBOUR BEACH; FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W D3 U pq W ti F 0. v D3 W rl k a i I x C i ` ma�yy�' �2+._. v'�,.$.g..� q'�i, RVERWo?). i's LO CREEKSIDE PHASE 2 LOT #49 PROJECTS r 04321.200 049R1 MODEL: 4EAB "1672-ARIA" �3 °v'�ARAGE SWING: RIGHT PAGE: -�a PLUMBING r, PLAN :r. 60 MPII EXP. C r Aa CHFI-ECT. i STATE OF FLORIDA xj MAY 2 2 2020 MICHAEL C. ANDERSON AR NO 171,05 05/19/20 SCALE: 1 /4"=1' — 0" SHEET SvsDIV. & LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: Rj HVAC PLAN 60 MPH EXP. 05/19/20 SCALE: 1/4"=1' - 0" SHEET m i a 2X4 TOP PLATE PER FLR. PLAN 1/2' CLG. 1/2' DRYWALL PF4=--FAI3 TRUSS SECURE BT- 2X4 WOOD PLATE TO SLAB STUDS 624' W/ Iod MASONRY O.C. NAIL a 32' O.G. MAX GONG - SLAB FIN. FLR NOI k: 5 I UL75 IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT, LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16" O.C. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24" O-G. TYP. INT. WALL (NON—BRG.' SCALE: 3/4' =1'-0' FIBERCsLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON �&' O.S.B. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER T-0" YP. ELEVATIONS OH VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 5/8' GYPSUM 5� OR In' HIGH STRENGTH CLG. 50ARD SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL 17 PER ELEVATION �'—vr, R-4-1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES x SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS a 24' O.C. 8' CMU 1/2' GYP. WL. 5D. WOOD SASE 0'-0' FIN. FLR.� a, a a da a d'a c ; W/ WINDOW OPENING F15ERGLASS SHINGLES OVER *30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON is O.S.5. SHEATHINGS OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL- DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY FLR. a . d a' B TYP. WALL SECTION NO OPENING NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 2:12 TO LESS THAN 4:12, A —STORY HIP BLOCK WALL (2) LAYER UNDERLA`1'MENT SYSTEM IS REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST 5E PER ASTM D226 TYPE II, ASTM D 456S TYPE IV, OR ASTM D ro75-I CNJLK AND SEAL GAS LINE }' PVC SLEEVE FOR GAS LINE 1/2 GYP. Ill. SD. YIOOD SASE ti. a 2 GAS LINE THRU BLOCK D 1 SCALE: 1/2'.I'-O' FIBERGLASS SHINGLES OVER 030 ELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON �g,' O.S.B. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GA5LE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0" FIN. FLR.,Iii, 8' CMU 1/2' THICK, 2 COAT - P'ORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV. STEEL TRACK BRACKETS FASTENED TO WOOD JAMB PER P'ROPUcr GALv. STEEL — APPROVAL Ma VERTICAL TRACK BY MAUK FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL PEG. CORNER BEAD a' CMU SEE STRUCTURAL FOR REINFORCEMENT 2x6 P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL Ma SEALANT 1 BACKER ROD HEATHER STRIP MOULDING ALL AROUND (BY DOOR MANOR) OVERHEAD DOOR BY OTHERS GARAGE DOOR JAMBS SCALE: 1 l/2"=1'-0" 2X4 SPF 24' O.G. MAX. SECURE W/ (2) 12d NAILS ® EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS--, -STIFF5ACK AT ALL UPRIGHTS PER STRUCTURAL DETAILS -PRE-ENG WD. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED PER STRUCTURAL DETAILS SEE ENERGY CODE FORMS FOR - INSULATION R-VALUES PER ELEVATION 5/8' GYPSUM 50ARD OR 1/2' — HIGH STRENGTH CLG. 50ARD v a s a a d 'w a A W WINDOW OPENING R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS g 24' O-G- 1/2' GYP. WL. 51:). WOOD SASE F15ERGLASS SHINGLES OVER N30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON �t' O.S.B. SHEATHING OR }' CDX PLYWOOD SECURED PER 11 _0" FASTENER SCHEDULE TvP' MTL. DRIP EDGE o.N. 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS r, 1/2' ICK, 2 COAT PORTTHLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY B TYP. WALL SECTION NO OPENING 1—STORY GABLE BLOCK WALL SCALE: 3/4' = I' -0' CMU Note: WALL FENESTRATION FLASHING PER F5CR 103.4 - Approved corrosion -resistant flashing shall be applied Shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self -adhered membranes used as flashing shall Comply With AAMA -111, All exterior fenestration products shall be sealed at the juncture With the building wall with a sealant complying with AAMA 800 or ASTM C920 Class 25 Grade NS or greater for proper joint expansion and contraction, ASTM C1281, AAMA 812, Or other approvecU standard as appropriate for the type Of sealant. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 114. The Flashing shall extend to the surFaOe of the exterior wall finish. ® Reviewed for Cade I Compliance Universal Engineering Saencae 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w W U 0 F 0. U W 4 F A ti Svsaxv 8e LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT* 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE SVfMG: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHffECT-- STATE OF FLORIDA LMICHAEL C. ANDERSON AR NO T7305 PRINT DATE: 05 19 20 SCALE: 1/4"=1' — 0" SHEET 131 TOP: 2X6 P.T. • CENTER OF POOR HEADER SECURED W/ (U 1/2' X 8' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/0, WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT-7 0 0 O SECURE 2x4 ON—" FLAT TO MILK [7 W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED © W/ (5) 1/2' X 8' J-BOLT OR ANCHOR BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2' X 2' X 1/8' WASHER 4 NUT. (1) WITHIN 8' OF TOP, (1) WITHIN 8' OF THE BTM, (3)EVENLY SPACED. EI to RI for NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHEN SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR BUCK ATTACHMENT 8' CMU V DRYWALL 1'X4" OR I'X2' P.T. NAILER lx4 P.T. OR 5Y4'X4' MIN. ❑ SECURE THRU FRAME 4 EXTEND 1-Y4' INTO BLOCK ❑ W/ %W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1-)4' WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING \`--DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3/4 OR +5/4 WINDOW TO BLOCK +3 4 OR +5 4 A SCALE: N.T_S. 2X4: SECURE TO BLOCK W/ We, TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING_ 2X(o:® SECURE TO BLOCK W/2-% TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 )'4') — WITHIN 8' OF EACH END 4 18' O_C_ MAX SPACING. 2X8: SECURE TO BLOCK W/2-Wc,' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4/ IS' O.G. MAX SPACING. V 8' CMU ❑" DRYWALL 1'X4' OR I'X2' P-T. NAILER Ir- )—DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y41) DOOR JAMB TO BLOCK +1-1/2" WINDOW TO BLOCK +1-1 2" SCALE: N.TS. 2X4= SECURE TO BLOCK W/ 3W(,' TAPGONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 15' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6tm SECURED THROUGH SECURE TO BLOCK W/2-34' NON-STRUCTURAL 3/%' TAPCONS TAPCON MIN_ I-,V4' (MIN. SHANK SIZE _I45 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT I Y4') ' DRYWALL WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 1'X4' OR I"X2' P.T. NAILER 2X8:® ❑ SECURE TO BLOCK W/2-3/(,b' %' O.S.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT I Y4') ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. IS' O_C. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-15/16" UWINDOW C TO BLOCK +1-15 16' SCALE: N.T.S. 2X4:® SECURE TO BLOCK W/ We,' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X64m SECURE TO BLOCK W/2-Wr,' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 _ MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X8cm SECURE TO BLOCK W/2-3f6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8" OF EACH END 4 18' O.C. MAX SPACING. —/ NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL' TAPCON MIN. I-Y4' EMBEDMENT INTO BLOCK 8' CMU ❑ Yi' DRYWALL I'X4' OR 1'X2' P.T. NAILER rDOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +2 1/4" WINDOW TO BLOCK +2 1/4" D SCALE: N.T.B. 2X44m SECURE TO BLOCK W/ 3fb' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X 15' O.G. MAX SPACING_ MUST BE ON OUTSIDE 4 SECURED THROUGH TO W/2-%'NON-STRUCTURAL SECURE BLOCK TAPCON MIN. I-Y4' TAPCONS EMBEDMENT INTO BLOCK. (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT I Y4') 1 ' DRYWALL WITHIN 8' OF EACH END 4 1'X4' OR I'X2' P.T. NAILER 18' O.C. MAX SPACING. ❑ 2X84M SECURE TO BLOCK W/2-3iWb' TAPCON5 DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') DOOR JAMB OR WINDOW WITHIN 8" OF EACH END 4 ATTACH TO 2X PER IS' O.G. MAX SPACING. MANUFACTURES DETAILS. N01E, SWIM AS NEEPEP TO R. MB JAMp (DO NOT PR) DOOR JAMB TO BLOCK +3" WINDOW TO BLOCK +T E SCALE: N.T.S. 2X44m SECURE TO BLOCK W/ )V TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 15' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® SECURED THROUGH SECURE TO BLOCK W/2-% NON-STRUCTURAL -Wb' TAPCONS(MIN. SHANK SIZE TAPCON MIN. I-Y4" .145 EMBEDMENT INTO BLOCK. MIN. HEAD 51ZE 300 MIN. EMBEDMENT I Y4') S' CMU WITHIN 8' OF EACH END 4" DRYWALL 18' O.G. MAX SPACING. ❑ I'X4' OR 1'X2' P.T. NAILER 2X8:® SECURE TO BLOCK W/2-Ycl 2ND 2X SECURE TO TAPCONS(MIN. SHANK SIZE STRUCTURAL MEMBER 145 W/(2)12d WITHIN 8' OF EACH MIN. HEAD SIZE 300 END 4 6' TO 8' O.G. MAX MIN. EMBEDMENT I Y4') DOOR CASING WITHIN 8" OF EACH END 4 DOOR JAMB OR WINDOW 18' O.G. MAX SPACING. ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3" WINDOW TO BLOCK +3" F' SCALE: N.T.S. 2X4» SECURE TO BLOCK W/Y4' TAPCONS(MIN. 5HANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') NOTE: STRUCTURAL 2X WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4 18" O.G. MAX SPACING. SECURED THROUGH 2X6:® NON-STRUCTURAL 3ifb" SECURE TO BLOCK W/1-1/4' TAPCON MIN. 1-Y4' TAPCONS(MIN. SHANK SIZE EMBEDMENT INTO BLOCK. .145 SI 0 MIN. HEAD ZE 30 8' CMU MIN. EMBEDMENT I Y4') A" DRYWALL WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. ❑2X8coo 1'X4' OR I'X2" P.T. NAILER SECURE TO BLOCK W/1-1/4' x`' O.S.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOfE: SWIM AS NEEDED TO MAM JAM (00 NOT ExcEED V) DOOR JAMB TO BLOCK +3-7/16" WINDOW TO BLOCK +3-7/18" G SCALE: N.T.S. 2X4= SECURE TO BLOCK W/Y4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') NOTE: STRUCTURAL 2X WITHIN 8 OF EACH END 4 MUST BE ON OUTSIDE 4 IS' O.C. MAX SPACING. 2X6:® SECURED THROUGH SECURE TO BLOCK W/1-1/4' NON-STRUCTURAL TAPCONS TAPCON MIN. 1-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') 8' CMU WITHIN 8' OF EACH END 4 A' DRYWALL 18' O.G. MAX SPACING. ❑ I'X4' OR 1'X2' P.T. NAILER 2X8cE= SECURE TO BLOCK W/1-1/4' ' P.T. X 4' MIN. TAPCONS OOR CASING (MIN. SPANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 TTACH TO 2X PER 18' O.C. MAX SPACING. MANUFACTURES DETAILS_ NOTE: SHIM AS NEEDED t0 PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3 4" H SCALE: N.T S. Reviewed far Cods Compliance Universal Enyynesdrq ID Scwncaa 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W D3 0 U W 0 F 0. U D) W q E A SU3BDIV. & LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHITECT- STATE OF FLORIDA (.:"' 2 `; MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 05 19 20 SCALE: 1/4'f=1' — 0" sEIEET O1. FOLD INWARD • Pr, A OI. FOLD INWARD . Pi. A s. CREASE • Pr. B 3. CREASE • PT. C SHINGLE ROOFINGS DRIP EPGE, OVERLAP 3_ EXTEND 112' BELOW BHEATHMG, MECHANICALLY FASTEN 4'Or— MAX. 0 O 1. FOLD INWARD • PT. A s. CREASE • Pr. B FOLD • 45 Jv 1. FOLD INWARD • FT. A z. CREASE • Pr. B 3. CREASE • Pr. C 4. FOLD Pr. C OVER PT. B TILL PT. C T0004158 BOTTOM FLANGE THIM 3 COAT CEMENT .ASTER (FRAME), 14' 7 COAT MENT I-LASTER(CMU) WRB LAYER 02, FORTIFIBER 5UILDMCs f'APER(FRAME ONLY) WR5 LAYER el, STUCCO WRAP(FRAME ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP WRB Ate, 1 lS' ABOVE 814INGLES (FRAME ONLY) FRAME OR CMU EXTERIOR WATER TIGHT BEAL. FOLD, QQ d12L CUT. ® KIC KO UT DETAIL WATER TIGHT SEAL (BEND OR SOLDER DO NOT CUT) ROOF CEMENT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES L„ 5 N.T.S. 7/16' ZIP SHEATHINGS SYSTEM (INSTALLED PER MANUF. SPECS-) OR LJOOD SHEATHING OR CMU UJRB LATER 01, STUCCO UJRAP (FRAME ONLY) '8" THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) LAP UJR5 E TAPE OVER ROOF/WALL SCREED 5"X5" "L" TYPE CONTINUOUS GxALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAI1-, INSTALL LJITH ROOF CEMENT ROOF PER ELEVATIONS FLASHING I � m � NOW � = I ME I DRAINAGzE PLANE (WRB LAi'ER #1, STUCCO UJRAP) UJRB LA(' ER 1*2 (FORTIFI5ER—.—.—.— — — PUILD INCH PAPER) METAL LATH X X X X STUCCO :.. 'd .'t •' WOOD SHEATHING OR -1/16' ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) SELF—ADHESIVE FLASHING — — — — — — NOTE : 1"IETAL LATH. LATH TO BE PER SECTION R703.7.1 / AeTM C-847-09, MIN. 2.5 LBS. PER SO. �rARD (UTILIT*r OR NOMINAL LATH DOES NOT MEET SPEC, If=ICA N4 "rode Conrpuance Universal Engineering SlenceS 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W Chi 4 0 F 0. U fn W C F A ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL. 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA n r r fKI L c: i.". J MICHAEL C. ANDERSON AR NO 17305 rszarm JL 19 DATE 05 20 / % SCALE: 1/4"=1'-0" SHEET MITTS ,%] LEGEND DRAINAGE PLANE (WR5 LAVER *11, STUCGO WRAP) WRB LAYER *2 (FORTIFIBER BUILDING PAPER) METAL LATH X—X—X—X STUCCO °..;....., WOOF,) SHEATHING OR 1/16' ZIP SHEATPING SYSTEM (INSTALLED PER MANUF. SPECS.) SELF-ADHESIVE FLASHING - - - - NOTE - METAL LATH: LATH TO BE PER SECTION R103.1.1 / ASTM C-041-09, MIN. 2.5 LBS. PER SQ. 'I'ARD (UTILIT*t' OR NOMINAL LATH DOES NOT MEET 5PECIFIC,4T1ON5) STUCCO FINISH Po' SELF ADHESIVE OVER TOP E SIDES SELF FLASHING UNIT PREMANUF. DRYER VENT CAP (SET IN CONT. SEALANT) WOOD CONSTRUCTION SEALANT TOP d SIDES s' Cm �B DRYER VENT (BLOCK) .` BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH WALL 6" SELF ADHESIVE - FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER — UNDER 'QUICK FLASH' A VENT PENETRATION SCALE: N.T.S. ELEC. METEF VERIFY LO r STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/BACK- ROLL PRIOR TO ELEC. METER INSTALLATION :C. METER FIELD :IFY 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 AT L'TI 1�1-11 .)R SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEG. WIRE PENETRATES ::0 SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COM50 OR METER CAN AND DISCONNECT O ELECTRICAL CpNDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR SOX INSTALLATION WRB LAYER *1, STUCCO WRAP WOOD SHEATHINGS APPROVED HOUSEWRAP BELOW CUT SUCH TPA' NO MEMBRANE ENTERS Box, APPLY TO FAc EDGE APPLY E-Z 5EAI OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS 5Tf #1 5T E F #3 -1/16' ZIP SHEATHING SYSTEM LINSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING ;_iWRB LAYER "I, STUCCO WRAP WRS LAYER 02, FORTIF15ER BUILDING PAPER METAL LATH 1/8' TEXTURED "-,FINISH • WOOD FASTEN TO WOOD STRUCTURAL �MEM5r=R a l' O.C. MAX Ye' TO X, MID -WALL WEEP °CREED 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY MFORE APPLYING FINISH a MASONRY 7B HORIZONTAL WEEP SCREED (FRAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER "I, STUCCO WRAP CUT 'X" INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER MI APPLY 60 MIN - GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP STEP "5 OELECTRICAL PIN STEP) #2 WRB LAYER 01, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WRB LAYER 02, FORTIFIBER BUILDINGS PAPER STEP # ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH e T E F #(a RECEPTACLE Reviewed for Code Compliance Universa��eering 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 N U W 0 F U m 4 F A 64 w SVBDiv LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL 4EAB "1672-ARIA" GARAGE STrMG: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHITECT -- STATE OF FLORIDA MAY 2 2 2920 MICHAEL C. ANDERSON AR NO 17305 rccaav a DATE: 05 19 20 SCALE: 1 /4" =1' — 0'. SHEET WA2 LEGEND DRAINACzE PLANE CURB LATER #1, STUCCO UJRAP) UJR5 LATER #2 (FORTIF:15ER - - - - - PUILDINr-:� PAPER) METAL LATE x x x x STUCCO . LJOOD SHEATHING; OR 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. 5PEG5.) SELF-ADI4ESIVE FL45+4INC-s - - - - - 2 1/2" CORNER BEAD (FASTENER 4 SPACING a I" O.G.) CMU %11 THICK, 3 COAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 1,1 -:�LCORNER BEAD (�P BLOCK Reviewed for Cade Compliance Universal Engineering Screncec 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W y U Rq O 4 W C A F ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL. 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHITECT: STATE OF FLORIDA MAY 2 2 2020 MICHAEL C. ANDERSON AR NO T7305 PRINT 05 19 20 DATE: / / SCALE: 1/4"=1'-0" 1 IOLJL4A 2x6 SUB -BAND W/1 "x4" NOTCH a END, WRAPPED PEEL 4 STICK DRIP EDGE -1/5" TEXTURED FINISH a WOOD 1/2" TEXTURED FINISH a CMU IN 1� I� I� I� I � 1 � I � METAL FASCIA 1 WRAP)/all FROM STUCCO, 1" FROM WOOD WALL ` EXTERIOR WALL (FRAME OR CMU) NOTE: NOTCH FOR 2X(a SUP BAND ONLY N, � —)ELEVATION 12=5WER ♦_ METAL F/ 2X6 SU6 Ea ROOF KICK OUT REMOVED �\ FOR CLARITY TROOF DECK (BEYOND) \ DRIP EDGE, 1" OFF WALL NOT INTO STUCCO) TEXTURED FINISH / WOOD, 1/2' TEXTURED FINISH a CMU 2xro SUB -BAND W/1"x4" NOTCH Q \ END, WRAPPED IN PEEL 4 STICK I METAL FASCIA WRAP I" OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL 1/8' TEXTURED FINISH ® UJOOD, 1/2' TEXTURED FINISH ® CMU METAL LATH UJOOD SHEATHING OR CMU WRB LAYER 01, STUCCO UURAP (FRAME ONLY) UURB LAYER e2, FORTIFBER BUILDING F°AFER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PRE-ENG'D TRUSS TO BE CUT 6 WALL LINE TO AVOID CONTACT W/TEXTURED FINISH -r2 "x4 "x4' - m" SCABBED TO TRUSS W/12d NAILS 6'-5" -O.G. MAX. 2x SUB -BAND W/V2"x4" NOTCH e END METAL FASCIA WRAP DRIP EDGE `--EXTERIOR WALL (FRAME OR CMU) BAND DETAIL QP WALL SUB BAND DETAIL @ WALL W/KICK—OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. 4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/12"x4" NOTCH Q END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT -s 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. eV" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/lY"x4" NOTCH END, WRAPPED IN PEEL & STICK *ROOF CEMENT Q ROOF EDGE OMITTED FOR CLARITY 91 Reviewed for Code Compwmce Universal Enpu� > 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w 134 U Fti w a F a SVSDIV. 8a LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 60 MPH EXP. ARCHFFECT: STATE OF FLORIDA �,•,"Y, 2 2 .. MICHAEL C. ANDERSON AR NO 17305 rsaaar-i 2019 DATE: 05 / / SCALE: 1/4" =1' — 0" 1 �; I ■ 0 0o tb M In 26,_$n 13'_4" EXTEND SLAB 1 1/2" } T-10" EE E E _ — M-12X18 _ 3 _ FM-12X12 4" CONC. N SLAB ao X r F _ N W u- N W 3 1/2 p w ° 1- a F-24X24 9,_6�, 2._6- r FM-12X18 1 1.1 � Io cC 010.1 TOP OF SLAB 1' PVC CHASE' X LFOR ELEC.@ �I ISLAND 1 1.1 El Im II X III n I I gI! Ili II 19'-01, II n I I 19'-01, EXTEND . `� 4" PVC SLAB 1 1/2" CHASE .� TE-1 *5 1/2 di.112'4' 18,_0, -- 2,_8" 17,_8„ xI 1.1 NI �I L! W N 1 b W U. 1:1 EXTEND p FM-12X18 SLAB 1 1/2" J 2 r --- co 00 71— 4`CONC. u_ x ' I i SLAB a w� X al NI 6"3�_4" 6" *3 1/2 cn I 2 Ia-� 00 -12X18 FMC-12X18 1 1/2 *7 L�FM=12X18 1 1 FM-12X18E — — — — — — F N 412X 12 M 0 v ._ Lo Bo 4" CONC SLAB T519 M SLAB T-6" V - ��r FOUNDATION NOTES 1. SEE SLAB PCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS, 2. TOP OF FINISHED SLAB SHALL BE+-0'-0". �. 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE 1 4. REFERENOE ELEVATION +-0'-0", SEE SURVEY PLOT FOR NGVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN 2194 HWY A1A, S ATE 301 TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS INDIAN HARBOUR BEACH, ESTABLISHED BYITHE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER FLORIDA 32937 SERVICES. PH:321-802- 591 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: www.abdesigngr up,com PROVIDE I/2'FELT PAPER ATTHE JOINT. AA#:00033 5 T COORDINATE SLAB' ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING, F 9. WINDOWS, WINDOW/DO�bDR DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS W y AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARC ITE&URAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.OINDICATED #5 BAR, DINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL' REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE r� HOOKED INI O FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90- y HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. { 12 SPLICES N REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = o 30 #6 36') AND REINFORCING SHALL BE CONTINUOUS. [`- 13 RATIONALANALYSIS 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 4 BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAI REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS a F OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION q C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, BUILDING - CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm = 1,500 PSI, TYIPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN mac RUNNING BOND. 16 WIRE WE-DEb MESH LOCATED IN THE MIDDLE TO UPPER J OF SLAB SUPPORTED S-0' O/C MAX. SEE PLAN FOR WWM SIZE. ' INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017'FLORIDA RESIDENTIAL BUILDING a CODE, RESIDENTIAL, 6th EDITION j ILJII II I J ILJI IILUI-� �✓ 4'-4" 2,, 16._0„ 2,_8„ 2'-6' 2'_0'I 8'_4" _ 19'-4" 38 8" FOUNDATION PLAN SCALE: 1/4" = 1�_0„ SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1.4xW1.4OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY, MARK WIDTH LENGTH THICKNESS BOTTOM REINF. TOP REINF T.O.F. SHORT LONG FM-12x18 12" 1 CONTINUOUS 18" (2) #5's (+)0',-0" FMC-12x18 12' CONTINUOUS 18" - (2) #5's #5IN CURB VARIES F-2424 24" I 24" 12" (2) #5's (2) #6's FM-12x12 12" ONTINUOUS 12" (2) #5's (-)0'-4" TE-1 8" 1 SEE PLAN 8" (1) #5's 0-_0,, SECURE STRAP TP CONC. W/ (2)-3/161X2' TAP -CONS CONC- SLAB A/C SIMPSON WB UNIT ROLL STRAP OR EQUAL a EACH CORNS OF UNIT SECURE STRAP Ti UNITS W/ (2) 05A I/ SHT MTL SCREWS A/C CONNECTION TO PAD DETAIL M- ODEr. 4EA "I (4-A IA" GARAGE S NG: RIGHT PAGE: FOUNDATION PLAN -00 MPH EXP. ARCHffEC e 3T OF FLORIDA 1 � I MAY 2 2 2�29 '3 MICHAEL C. ANDERSON AR NO 17305 ' PRINT 20> 19 DATE' 05e SCALE: 1/4' =1'-0" SHEET S On Z STEEL REINFORCING IN GROUTED �' STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND QI, a CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS SPACING REQUIREMENTS } m U Vm"II J IL OD J IL _ Z 8" CMU WALL O, + Q 8' CMU WALL O cm) " -0 T e ° TOP OF SLAB d. SCHEDULE BAR SIZE 48'BA$ DIA ° < SEE SLAB SCHEDULE TOP EXT. PORCH SLAB WI 1/2" ISOLATION , a.. '. '� 4" CHAMFER 1-STORY 6" CHAM ERS2 SBTORY) ( ) EXT. PORCH SLAB W/ 1/2 ISOLATION ° 4' CHAMFER (1-STORY) JOINT (WHERE • #4 24" 6" CHAMFER (2-STORY) APPLICABLE) z a SEE SCHEDULE #5 30" JOINT (WHERE •? SEE SCHEDULE FOR WxD, BAR SIZE APPLICABLE) z ° FOR WxD BAR SIZE N AND BAR QUANTITY #6 36" AND BAR QUANTITY #7 1 42" N EXTERIOR MONO -FOOTING EXTERIgOR MONO -FOOTING 2 iSCALE: 3/4'=1'-0" GARAGE SCALE: 3/4"=V-0" W W J 2" CAPPED j rn NEW REINF, BAR GALVANIZED PIPE O a SECURED W/ 2- PART WlFLANGE @BASE CL I EPDXY. MIN. EMBED Q ! 8', UNO b Q O FOLLOW ALL MANE ih < I SPECIFICATIONS FOR =- USE AND . SECURE FLANGE TO 00 4 PREPARATION OF SLAB W/(4) 1/4" X 2 1/4" Z 0 K — HOLE. TAPCONS W J O Q O� O� 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) BOLLARD ADDING AR TO SCALE: 3/4"=1-0" MONO HIC FOUNDATION 6 SCALE: 3/4"=V-0" LAP NP PLATE A MIN. OF48" AND NX W/ 16d COMMON NAILS, 2-AQWS, 4" O/C BTM. LAP TO OC R OVER STUD 2x4 OR 2x6 WOONEARING - WALL W/ SYP No 2 UDS SEE PLANS FOR SPACING. INGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLAT +_ U_u" TOP OF SLAB VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKLI RE B . PLATE TO LA / d MASONRY NAIL TAGGERED. ONALMETAL NECTORS NOT QUIRED WHEN NO PLIFT IS PRESENT. ;EE SLAB SCHEDULE SEE SCHEDULE E FOR WxD, BAR SIZE D BAR QUANTITY 9 INT IOR FOUNDATION OD WALL SCALE: 3/4"=l'-0" (NO LIFT) STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS v TOP OF El " SEE SLAB SCHEDULE Z�, Z "ISOLATED" COLUMN PAD CENTERED UNDER WALL AND 00 POURED MONOLITHICALLY WITH - ' -- FOUNDATION AND SLAB •A SEE SCH • ULE FOR WXD, BA SIZE AND BAR QUAN TY BINED EXTERI MONO- OCITING AND COL. P 30" MIN. EACH WAY MONOLITHIC FOOTING > s e p Py• n FM... CORNER BARS, SAME SIZE AS BAR >I. I IN FOUNDATION WITH 30' LEG EACH $ ° WAY AT ALL CHANGES IN DIRECTIONS (... SO THAT THE STEEL REINF IS CONTINUOUS v MATCH AMOUNT OF CONTINUOUS BARS U- CONTINUOUS STEEL MONOLITHIC o FOOTING REINFORCEMENT SEE SCHEDULE .s WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS),UNO MONOLITHIC FOUNDATION 3 CORNER BARS DETAIL SCALE: 3/4"=1'-0" AP TOP PLATE A MIN. OF 48" A NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM. LAP TO CCUR OVER STUD 2x4 OR 2x6 D BEARING — WALL W/ SYP No 2 STUDS SEE P S FOR SPACING. SINGLE BT PLATE TO BE PT. PROVIDE DBL. OP PLATE SIMPSON SPH4 OR SPH6 —� BTM AND TOP PLATE ANCHORS W/ IOd x 1 1/2" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x T' ' + 0 0 RECESS AROUND GARAGE DOOR OPENING LAP TOP PLATE A MIN. OF 48" /BLONG HT AND NAIL W/ 16d COMMON W/ PLAN 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD NG 2x4 OR 2x6 WOOD BEARING - WALL W/ SYP No 2 STUDS SEE TE TO SLAB W( PLANS FOR SPACING. SINGLE NCHOR W/2"BTM. PLATE TO BE PT. HIGH STRENGTH PROVIDE DBL. TOP PLATE BED. MIN. @ 16" OC EE SLAB SCHEDULE TOP OF SLAB ° • o e. v e a EQ. EQ. SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD WP SCALE: 3/4"=V-0" (W/ U P L I POURED LINTEL CONT. (TYP.) 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING 1/2" DIA. SIMPSON STB2 BOLTS 5" MINIMUM EMBEDMENT INTO GROUTED CELL, 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRIG WALL TO BLOCK WALL CONNECTION SCALE: 3/4"=1'-0" w W Is SCALE: 3/4"=V-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/1Od MASONRY NAIL 16" O!C STAGGERED ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. -SEE SLAB SCHEDULE B FOR ONRY -S SET LEV: OF SLAB 4 ° ■ \• -4 q 4 ° -d .4 - EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY $ INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"=1'-9' (NO UPLIFT) 2194 H WY A1A, E UITE 301 INDIAN HARBOUF BEACH, FLORIDA32 137 PH: 321-802- 591 www.abdesigngr oup.com AA #: 0003 25 SVSDIP. LOT: CREEKSIDE PHASE 2 LOT # 9 PROJECT* 04321.200 49R1 MODEI., 4EA13 "1672- RIA" GARAGE SWING: RIGHT PAGE: DETAI S DO u S IN � ♦ all ARCHrrE T- STATE OF FLOPJDA MAY 22 2020_,-- MICHAEL C. ANDERSON AR NO 17305 PRINT 2019 DATE: 05 / / SCALE: 1 /4"=1' — 0" SHEET sI°I 161-101, 2 10'-6" 2 T.6" 2 T-10" 91 z C? -op CID O 00 IN III 7. 19 IT-O" DOWEL PLAN SCALE: 1/4" = T-0" I Reviewed for Code WCorriplihme Universal Engineering ScAsnow 2194 HWY AIA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 ww.abdesigngroup.com AA #: 0003325 0. E-q ARCHITECT: STATE OF FLORIDA MAY 2 2 2920 MICHAEL C. ANDERSON AR NO 17305 f-PRINT I DATE: 05/19�/2O jj SICALM: 1/4"=1'-O" SIMET S1.2 TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM VARIES PER ELEV e Z < 1 ¢d ° 4 :e .a e. a. Q p a- CLEAN OUT REQUIRED r FOR INSPECTION co m co ° V +. O 0 5 M OIL 0'-0" FIN. FLR. .� .a. - ° . d ° '. <' TIE ERTICALREBAR TO HORIZONTAL REBAR W/ 10" HOOK ° 'v° . .8 . . : . A -7 HORIZONTALNERTICAL REINFORCING SCALE: 3/4"=1'-0" Z ¢a 0 aLu mW � J V IL BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS m CA - Z .r 8" CMU WALL O CD I O a ° W7;STEEL AB SCHEDULE EXT. PORCH SLAB MFER (1-STORY) W/ 1/2" ISOLATIONMFER (2-STORY) JOINT(WHERE APPLICABLE) Z REINFORCEMENT 6" PVC CHASE PER SCHEDULE THRU FOOTING w SEESCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" +- 0,-0, + 0 0 T',OP OF SLAB e' • a -d' TOP OF SLAB W a e. 0 a. d ° 6" PVC CHASE THRU FOOTING MATCH STEEL REINFORCEMENT PER SCHEDULE PVC CHASE THRU FOOTIN SCALE: 3/4"=1 0' #5 BARS 0 40 $u co I CMU UNITDIMENSION� ARE NOMINAL SIZES MASONRY SYMBOLS Reviewed for Code compliance Universal Engmeedng Sc+encec 2194 H WY A1A, SUITE 301 INDIAN HARBOUR EACH, FLORIDA 32937 PH: 321-802-3691 www.abdesigngropp.com AA #: 00033Y5 �SLTBDIV. 8e LOT: CREEKS�DE { PHASE 2 LOT #49 PROJECTS 04321.200 049R1 ;; MODEL 4EAB "1672—ARIA„ GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHffECT: STATE OF FLORIDA MAY 2 2 2020:-- MIICHAEL C. ANDERSON AR NO 17305 DATE 05/19/20 SCALE: 1/4`— 1' — 0" SHEET s1. 2, A FRAMING NOTES 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILLALL 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 PSS36, .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 FO SIZE & DESCRIPTI REMARK (2) 2X8 BEAM SCHEDULE INDICATES OPENING BELOW/ T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH/ T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C =ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION fc (PSI) SIZE W'xH' REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — (1)#5 — N/A — GROUTED SOLID "CAST-CRETE" SAFE LOAF? TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST &PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT C CU■ SAFE LOAD6 , i1,. SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8UB OFea0 SF1246 VIOM 8FT8GB Br4AAB SOB BPez-OB TYPE LENGTH 8� 8F8 RCMU TYPE LENGTH �-,T ON24T ONO -IT WA4T BPa6-,T 81-se-,T eraatt W8.16 ON24B W1040 WAMB WX40 904E NW4B 8�T 8Fy2.2T 8mea 8pp.2T w,*u raw mm V4r (42') PRECAST 2231 we Rio 5168 Bee? 8054 BBN 10061 (42'j PRECAST 1025 1024 1598 3'-6' (42'7 PRECAST 1588 285E 3124 4304 am 0132 70M 8080 400E 6113 7547 8074 10884 lion�'� 111111111 2665 3624 4804 MOO 8182 70M 44' (45' PRECAST 1968 2601 2m 8820 4000 am 7m 8107 4'4' (48') PRECAST 765 783 1309 4' 0' (48') PRECAST 1888 2005 BOBO 8B76 4878 am 8078 211111118 40M 0113 7547 BW4 10894 11800 13E3 2305 BOBO 38,5 4570 mm 6070 4,$, (54') PRECAST law 1800 2110 2931 s768 467E am am V-W (54•) PRECAST 592 591 1073 *r (541 PRECAST 1207 2040 2707 3375 4043 47N a87B 21e0 1 487E 1 0113 7547 01J3M4= 11B00 1207 2040 2707 3375 4043 4711 S870 Ste' (847 PRECAST 1217 ISO 14M ,090 2580 4BW 5�' (64' PRECAST 411 411 746 6'�' (64� PRECAST 1016 17, 227e 2889 88W. a08, 46n2 1688 3080 580E 75478E0E 101270n leis 1715 227Ba 2888 me 3001 4M (707 PRECAST 1002 1105 1173 1081 2000 3470 (70'j PRECAST 340 SW Old 9-10• � (M PRECAST ;YW 1 2508 8101 8620 4188-I(F ,�, 2B2s 4seo 7,eaS'-10' ae6RFR B20 1567 2aeo 2508 8,07 aese 4188 912M PRECAST 908 2177 3W =1 5a61 " (78') PRECAST 507 721 490 8'4' voi PRECAST Sae 1407m , nn 270gr1 8201m 87120E(789 12ae2tn a4ee ass, Be25� on 1407 lees 23N 2700 gnat 8712 ram' (80'j PRECAST 743 1011 1720 2612 220E m3191 Om727 Tom' (W) PRECAST 424 534 389 Tom' MY) PRECAST 1 , 21G5 2027 8� 1011 1720 2861 8888 66et 84670E 847286 727 1224 1624 2afffi 2428 2827 8228 9-C (112') PRECAST 554 m 1100 102E 2504 34M 2916 8802 9-C (117) PRECAST 328 512 230 9'.4' (112') PRECAST 5B, 708 11 ,474 161 2157 25G0 762 124E 1843 208/ 34e0 47058n Oman 521 8a2 1318 1843 IBM =4 =9 ,0'4' (126' PRECAST 476 m No 1247 208E 2M 2183 2521111 10-W (128) PRECAST 284 401 180 10'-0' 0201 PRECAST eao mInaHeaps 1401pq 1 2011 8� ,OM ,sae 2008 2781 964ap6 47a4 ,1BOa 1472 IMM saes 2818 11'-4' 1 PRECAST ( 382 602 m18e6 1840 2Yp 3127 4WD 11'�4' (13s') PRECAST 280 452 154 114F i(138' PRECAST 474 as 000 1087 27 , 101 759 1 M2 943 ,bee Is"2423 3127 40M 494 007 104$n 13720e IMM 1015a 21U a 12-0' (144� PRECAST 337 640 878 12H 1684 2108 2806 8552 12-0' (144') PRECAST 244 402 187 12' 11" (1447 PRECAST 470 4M 774 B86 ,1 1 1aBa pq 540 5ra 1254 1884 2108 =5 sin 470 No 8400E 1902 16egq 161$n1 2075 INN (IM PRECAST 296 471 .76E 7075 14M 1e88 881E THBB 13W (1W) PRECAST 217 324 110 13'.' (,on PRECAST 418 8Be 607 786 084 77 7828 471 TOO 107E 14M 1B8e 2816 2888 4M 4M 780 a 1100 ,410p4 7661Mq 1BB70n 14-W (168') PRECAST 279 424 70e 1002 182e 1607 2127 2880 W0 (186' PRECAST 205 293 100 14'-0' (1681 PRECAST 384 8e4 86B 500 560 724 88B 1 221 ,220 442 700 1002 1828 1097 21V 2080 41Eon p1 1008 , 1012pq 1011117 (176") PRESTRESSED N.R NR NR NR NR NR NR NR 14%r (176') PRESTRESSED N.R. 264 91 IR-8' (17n PRESTRESSED 290 es4 e2B Ma 67z mpe sea 1 R7e ,6, 11a1 134p0 466 m1V4r 1870 1802 224E 2517 2712 1W-r (184) PRESTRESSED N.R.NR NR NR NR NR NR 1& 4- (184-) PRESTRESSED N.R. 259 83 15W (1841 PRESTRESSED 484 280 818 808 406 616m W78B BOB p6 a1 1240m rill 1480pn 1064 1888 412 710 ,ffi0 70 1788 40BB 23M 2619 1i4' W) PRESTRESSED N.R. NR NR NR NR NR NR I*P4" (2087 PRESTRESSED N.R. 84 1T-4' RM PRESTRESSED 405 IanNR 1B2 aee w 740 ,M ,56 147a pq 1g4• (IVI PR68TR N.R NR NR NR NR NR NR NR 19 �' PRESTRESSED N.R. 148 52 W-4 ( .) D 162 ,Be 220 Bn 288 340 pq 428 447 828 po W pn 841 647 pn , 747 pq 1227 ae 42o 750 Carr 1212 1515 1718 21'-4' (25" PRESTRESSED N.R. NR NR NR NR NR 21,4,204 (� � N.R 125 42 21 � (2567 PRESTRESSED142 A82 307 pq 878 a 313 p7 400 72, we Boa m 7048 ISO 340 we 846 1114 2Z-V (2649 PRESTRESSED N.R NR NR NR NR NR �� C 9 PR�TRESSED N.R 116 40 22-0' (264' PRESTRESSED 137 ,070E m 879 Jim 6b 080 IN 815 550 784 1047 %NRfNR 228 85B 518 BBB B68 pq187 BBB24'-0' (288'j PRfiBTR N.R NR NR NR NR NR �-4rWn PRESTT�SED N.R 91 33 24'-0' ( ) ee p6 418 pp 402 m 5a7 pn 120 2e0 460 04 BM 124 1 202 81001 4611 (01 806pe 757m)l a7s {#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE PERCENT ADDED REBAR. (#) THE REDUCTIONS NUMBERS IN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. -ALL VALUES TAKEN FROM'SAFE LOAD TABLES' BY CASTCRETE MAY 2015 EDITION - PRECAST PRODUCTS - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIM BY OTHERS TO MEET OR ExCC"_ED VALUES STATED ABOVE JIM 40 OF BEARING PAST EACH SIDS OF WINDOW OPENNIG PRODUCT CONT ROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE* 19-013013 8F 16-1 T/OM/0B 8F 16-1 T/0M/0B ♦♦♦ Im I� 1 m 2 i o ♦e o .1 � 0 i 1� ♦ � I 1 16 ♦e 1 1LL ♦ N LL �� 1 e 00 GT 1 8F16-1T/0M/0B 1 1 1 e 1 1 e 1 1 ee 1 1 ♦♦ 1 1 ♦ 1 e 1 ♦e♦♦ 1 ,I %e 1 i 1 1 ee 1 1 i 1 e eY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 to 1 1 l0 1 1 100 1 1 1 1 1 1 1 UNO, PROVIDE BB1 WHERE 1 ROOF TRUSSES BEAR, TOP I 1 1 OF WALL EL. 8'-8", LINO. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ♦ ee i----- 1 1 i o ee♦ 1 1 e♦ 1 i * I 1 1 1 1T/OM/OB 1 5� G —_, b00000co v—_ 1401 1 1 � ♦ 1 1 � 1 1 1 �hl 1 8F16-1T10M/0B 8F8- 8F28-1T/0M/0B 1T/0M10BEmma - ®{'jI t9 LO T RT'F Reviewed for Code Corripliance -LIFT BEAM PLAN scherwas Universal Engineering SCALE: 1/4" = V-0" 301 NCH, ARCHrrECT: Q74LTE OF FLORID MAY 2 2 20S MICHAEL C. ANDERW ,'"1 AR NO 17305 PRINT 2019 DATE: 05 / / SCALE: 1/4"=1'-0" SHEET #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 10" HOOK OPEN FACE SHELL SO AS TO ALLOW BENT BAR TO BE PLACED IN UPPER AND LOWER BOND BEAM 30" TYPICAL #5 BAR IN BOND BEAM — CORNER REINFORCING OF BOND BEAM SCALE: 3/4"=V-0" #5 MIN. REQUIRED IN EACH CELL HOOKED IN TOP BOND BEAM W/ STANDARD ACI HOOK', CORNER BARS 3 AT CORNER STEP SCALE' 3/4'=1'-0" PROVIDE 3" DIA. HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES THROUGH LINTEL. m _E REINF. BAR($), ,ROUTS BENEATH SINGLE LINTEL, MULTIPLE OPENINGS i NOTES TO THE INSPECTOR/CONTRACTOR 1. PLACE LINTEL ACROSS TOP OF OPENING. 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. (�G\ 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING �\\N PLACE STEEL HEIGHT. �O REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUN CGS AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. P 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM 0 / COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL /REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH TH / TOP OF THE LINTEL. / R \\A 0 6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. 8x16 DBL. B( BEAM W, (1) •\O EACH CUR 0 \QJG 8x8 BOND BEAM TOFF OF • QCGC\ W/ (1) #5 BAR BOND BEAM F =FILLED W/ GROUT �\AU =UNFILLED GROUT SOLID FROM N �1\0 NOMINAL LINTEL TO TOP OF BOND OF #5'S, IN 2ND BOND WIDTH BEAM, IF FILLED LINTEL. BEAM COURSE BOND BEAM Eo TYP.8"x16 m BOND BEAM •� --its 811 6—� T/1 M/ R 8x8PRE-CAST CONCRETE NOMINAL�� v LENGTH OFLINTEL W/ 16ARg WIDTH OF MASONRY P HEIGHT # OF #5'S, TOP OPENING -2 BEAM DESIGNATION IT IS'S .THIS ENGINEERINTENT BOND BEAM COURSE OR THAT XFXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE 2 SCALE: 3/4"=1'-0". AND XFXX - 1T/0M/0B INDICATES A SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL(L1) REFER IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS' AND XUXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED OP LINTEL OF OPENING AND XUXX-1T/OM/OB: INDICATESA SINGLE BOND BEAMABOVE UNFILLED LINTEL PRECAST �iEADER(MIN) 2x4 (MIN 2 X 3)11-3/16 TAPCON OR DRIVE PIN (MIN SHANK SI2,E.145 MIN HEAD SIZE .300 Iq�h1IN EMBEDMENT 1 WINDOW � 1/4") 8" FRAM EACH END AND PRE -CAST WINDOW SILL TYPICAL MASONRY WINDOW C%II I !1!'1Alt+-rrYI I^-rIrNK1 SINGLE #6 CORNER BAR, 30x30 TURNED UP OR TURNED DOWN INTO FILLED CELL STEEL REINF. OF BOND, BEAM 7 STEEL REINF. OF BOND. BEAM —� PROVIDE #5 8% AT EACH SIDE OF ELEVATION CHANGE CHANGEIN ELEVATION OF BOND BEAM 18" O.C. M X. MIN 1-1/4" EMBEDMENT 2x6 (MIN 2'X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 L MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 21 X 3) iF-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 2X4SOLIDBLOCKING 1/4") 8" FROM EACH END AND SECURE TO SHEATHING W/ 18" O.C.MAX. M,IN 1-1/4" MIN. 2-12d PER BILK. EA. END EMBEDMENT' V/7/16" OSB SHEATHING CMU WALL ARCHWAY FRAMING DETAIL 5 SCALE: 3/4„=1'-0" Reviewed for Code c7lihame Universal Englneedng 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 329�7 PH: 321-802-35191 www.abdesigngroup.com AA #: 0003320 W U W r sJ BDIV. 8e LOT: LREEKSI E PHASE ;? LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHrTECT STATE OF FLORIDA MAY 2 2 2020 i MICHAEL C. ANDERSONI AR NO 17305 FPRINT DATE: 19 20 NDATE• SCALE: 1/4"= V — 0" SHEET IS2e1�, SGALL: 3/4"=1'-U FRAMING NOTES 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5, LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6, BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND 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 U-0", FINISH FLOOR, UNLESS NOTED OTHERWISE. 13. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD, FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. TRUSS MANUFACTURER %`ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2.500 LBS SHALL BE FABRICATED W/ A 2x BTM. CHORD (MIN.) 2. COORDINATE ANY RAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITEC rURAL 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 RUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST " FROM THE CENTER OF THE COLUMN. G I R DER/TRUSS W?2X6 BOTTOM CHORD TRUSSESV BOTTOM CI TRUivT v 1v DIAGONAL SS BOTTO. END JACK ��I""" BRACING/BOTTOM CHORD W/MIN (p) IOd CHORD BRACING VN :RE APPLICABLE NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ END TRUSSES W/2x4 GIRDER/TRUSS BOTTOM CHORD I I CHORD OTTOM lie Vv DIAGONAL 2x4 SCAB NAILED TO BRACING/BOTTOM TRUSS BOTTOM CHOR CHORD BRACING MWIMIN(4) 10d NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING Qe MID RUN TRUSSES W/2X4 BOTTOM CHORD DIAGONAL BRACING/BOTTOM CHORD BRACING CONNECTOR SCHEDULE ICONTROL DATE: 01/27/2020 MiTek USP SIMPSON MiTek USP i SIMPSON DES. UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER FASTENER HTA 16-19 1625 META-16 1450 (8)10d X 11/2" 1-PLY, (7)16d 2-PLY, EMBED 4" (8) Ind x 11/2 1 PLY, (6)16d.2-PLY;. EMBED 4" (2)HTA 16-18 2430 (2)META-16 1985 (12)10d x1l/2"1-PLY, EMBED 4" (1w, 10d X 1 VV'I-PLY, EMBED 4" HTA 16 1870 HETA-16 1810 (10)10d X 11/2", (8) 16d 2-PLY; EMBED 4" (9)10d x 11/2 1-PLY, (8)16d2-FLY, EMBED 4" HTA 20 1870 HETA-20 1810 (10)10d x 11/2",(8)16d 2-PLY, EMBED V (9)10d x 11/2 1-PLY, (8)16d2-PLY, EMBED 4" (2) HTA-20 2430 (2) HETA-20 2035 (12) 10d x 11/2", 1-PLY, EMBED 4" (10)10d 11/2 1-PLY, EMBED s 2500 (10)16d 2-PLY, EMBED 4'. (12116d f-PLY, EMBED 4" LUGT-2 1655 UST 1885 ELK (5)(1;4'x3 Wedge Bolt+Anchor WOOD 1610d B b ( 1 7 1/4 1/4" 21/4"TITEN, WOOD (16) 16d LUGT-3 3380 LGT3-SDS2.5 3490 CONC 4 3 B X5" Wedge Anchors, WOOD (12) M25 (17 ) /4"x3"TO GIRDER. (4)3/R ft5 TITEN. HDTOWAU. DHTA-20 2430 DETAL-20 2480 (16) -10d x 11/2, 1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE (18)-]0dlx 11/2, iPLY ALTERNATE USE OF (2) HETA-20 ACCEPTABLE MUGT15+ 3945 MGT+ 39B (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), 122) 10d TO WOOD). (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EM BED),(22) IOd TO WOOD HUGT2+ .9575 HGT-2+ 10690 WOOD (8) 10d, MASONRY) 3/q"AT.R (2)3/4 A.T.R. IN HIGH SfRENGTH EPDXY (MIN. 1V EMBED), (16) 10d TO WOOD - HUGT3+ 9860 HGT-3+ 10690 WOOD (9) 10d, MASONRY (2) 3/4"AT.R (2)3/4 A.T.R.IN. HIGH STRENGTH EPDXY (MIN. 12" EMSED),(16) 10d TO WOOD LPTA 1510 PARALLEL TO WALL 147D PERPENDICULAR TO WALL. LTA2 1210 PARALLELTO 1210 PERPENDICUUULTO WALL WALL (10)10dx 11/2'; I (10)10d x 1-1/2" I- MUGT15 3945 VGT 4940 (1)5/8"A.T.R.IN. HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/(6)10d ma/(12) 10d BACK OF TRUSS (1)5/8"A' ,T R IN HIGH STRENGTH EPO .. EPDXY (MIN. 12" EMBED), (16) SDS 1/4"x3" HUGT 9575 (2)VGT 7185 (2)5/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (8) 10d (2)5/8"A'T:R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED),(32) SDS 1/4"x3" MTW 12 96S MTSd2 990 (14) 10d x 11/2", (14) 10d (14)10d x 11/2 HTW 16 1355 HTS-16 1310 (16)10d X-11/2 , (16) 10d (16) 10d N 11/2 HTW 20 1355 HTS-20 1310 (24) 10d X 11/2', (20)10d (24110d X 11/2 HTW 24 1355 HTS-24 1310 (24) 10d X11/2 , (20)10d (24110d 11/2 LSTA 12U+ 930 LSTA-12++ 925 (10)10d (10) 10d LSTA 18++ 1235 LSTA-18 ++ 1235 (14) 10d (14)10d MST4-18++ 1310 MSTA-18++ 1315 (14)10d (14)10d MSTA-24 + 1640 MSTA-24++ 1640 (18)10d (16)lOd MSTA-30++ 2065 MSTA-30++ 2050 (22)10d (22)10d MSTA-36+ 2065 MSTA-36++ 2050 (26)10d. (26)10d KSTI236 2765 MST]-36 38W (36) 10d X 11/2"(36110tl 11/2 KTS1248 5105 MSTI-48 5070 (48) 10d X 11/2 (48) 10d X 11/2 LFTA6 980 116 1055 (16) Ed v 11/2 (15)Ed) (6) 8d TO Ed Sl'UD5 L1/2" SPT4 875 SP4 825 (6) 10d TO STUDS (6)10d TO PLATE (G)10dx T STU) 1/2 TO STUDS.: S MP34 525IN F1 @ 160% p34 430 (4) Ed x 11/2' TO BEAM, (4) Ed x 11/2" TO POST (4) Ed x 1 /2" TO BEAM, (4) Ed x 11/2 TO POST HHCP2 680 HCP2 590 (10)10d x 11/2 TO TRUSS, (10) 10d X 11/2"TO PLATE - (12)10d X 11/2 RT16A 1020 H10A 1040 (9)10d x 11/2 TO TRUSS (8)10d X 11/2" TO PLATE (18) 10d X 11/2 MUGT15&PHD4A 4175 VGT&HDU4 4940 (28)10d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/5/8"THR EARED ROD (16}SDS 4"x3 i0 WOOD, (10) SDS 1/4 x21I2 W/ THREADED R00, (2) NIITS/WASHER/2 PLY MUGT15&PHD4A 4175 VGT&HD7B 4940 28110d TO TRUSS, (10) WS3 WOOD SCREWS TO POST W/5/8"THREADED ROD (16)-SDS 4"x3 TO WOOD, (3)-3/4 STUD BOLTS W/ THREADED ROD,(2) NUTS/WASHER/2PLY PAU44 2535 6775 ABU 44Z 2300 7750 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., (2)16d TO WOOD. (1) 5/8" A T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED.) IN CONC., (12)16d TO WOOD PAU66 2455 6005 1 ABU 66Z 2190 1820 5 1 5 8' A.T.R. IN HIGH STRENGTH EPDXY MIN. 7P EMBED INC O / ,( 1 ONC,(12116d TO W000 (1)5/8'A A.T.P. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.)IN.CON[., (12)16d TO WOOD LTS19 +++ 1205 LTT19+++ 1310 (1)3/4"A:7.R. I N HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN LONG, RDIOd TO WOOD (1) 3/4" T.T.R. IN HIGH STRENGTH EPDXY, (MIN: 7 EMBED) IN CONC., (8)10d TO WOOD LTS20B+++ 1100 LTT20B.+ 1500 (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED) IN CONC.,(10)10d x 11/2 PTO WOOD (1)1/2 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED.) IN CONC., 110110d TO WOOD HT745 4160 HTT4 4455 (1)5/8"A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED) IN CONIC.,(18) 16d X 21/2I (1)5/8"A. A.T.R. IN HIGH STRENGTH EPDXY (MIN. 711 EMBEO.,)IN CONC., (26)16dX21/2" Z HTT45 5005 HTTS 5090 (1)5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. T' EMBED) IN CONC.,(26) 16d X 21/21 (1) 5/8" A.T.A. I N HIGH STRENGTH EPDXY (MIN.7 EMBED,) IN CONC.,(26) 16d%21/2' UPHD11+ 14395 HHDO11-SDS 25+ 11810 (1)VA.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10"EMBED) IN CONC., (24) W53. WOOD,SCREWS (1)P'A.T:. :. IN HIGH STRENGTH EPDXY (MIN. 10 EMBED.)IN CONIC., (24) SDS Y." z 2A. WOOD SCREWS PHDSA 6525 HD7B 6645. (1) 5/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) WS3 WOOD SCREWS (1) 7/8" A.. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (3) 3/4"' SmDd BOLTS TO WOOD TDXB 7870 (1)7f8"A. A.S. IN HIGH STRENGTH EPDXY, (MIN.J EMBED) INCONK. 13)7/8"STUU RDIpS TO WOOD NFM35X12U 2580 7130 MBHA 3.56/1115 3475 5330 11)1/2"' I -BOLT W MIN 6" EMBED & NOT LESS THAN 4" FROM EDGE OF CONC W/ 3/4 DI ITW RAMSET/REDHEAD DYN A. BOLT SLEEVE ANCHOR OR EO W/MIN 5"EMBED INSTALLED. IN FACE.('14)10d AT I)IST (1) 3/4 A:.R. EPDXY,(M IN HIGH STRENGTH EPDXY, (MIN. 6.75' EMBEDMENT) IN C.M.U. TOP, (I) 3/4"AT. R IN HIGH STRENGTH N. 6.7S EMREDMENT) I N C. M. U. FACE,(18) 10d TO BEAM y� HUS4121F 3615 2710 (100%Y HUSC412 (WOOD) 3435 2635(300%) (10) 16d TO H EARL R,(10) 16d TO WOOD (10)16dT HEADER, (10) 16d TO WOOD 3325(125%1 3220(125%) W H04101F CMU l ) 1950 3090 HUC410 (CMU) 1800 4500 (18)1/4"' x 3"' WS3 SCREWS, (10) 10d TO WOOD USP (2013/16 TAPPER+, (10)10d TO WOOD (18)1/4 x 34TITEN -/. 9 PER FLANGE ( )TO CMU, (10) 10d TO lN00D HD210-21F(CMU) 1950 3080 HUC210-2 (CMU) 1800 4500 (18)1/4"x3" WS3 SCREWS, (10) 10d TO WOOD. USP (20) 3/16"" TAPPER., (10)10d TO WOOD (18)1/4" x2A/4" TITFN (9 PER FLANGE) TO CMU, (10)10d TO WOOD; HD2ID-31F (CMU) 2795 5015 HUC210-3 (CMU) 1800 45CO (18)1/4""xT WS3 SCREWS, (10) 10d TO WOOD. USP (20)3/16""TAPPER+, (10) 10d TO WOOD. '. (18).1/4x -3/4"TITEN(9 PER FLANGE) TO CMU, (10)10d TO W000: LGUM26-2 2125 6065 LGUM26-2-SD 1430 5595 (4)3/8"%4"Wedge-Bolt+ Anchors, WOOD(4) WS3 WOOD SCREWS (4)3/8 x4 TITER ND ANCHORS (2 PER FLANGE)TO CM U, 14)1/4X 2=112 SDS SCREWS TO WOOD it 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES IA// (2) 16d COMMON NAILS & SECURE TO BM W/ IMPSON I TA2 USED TO yt/j U U U BRACE TOP OF WALL. - v CJ1 4 EJ7TTTT II U � IIii uJ � CJ3 I= „ nw 11 1B IIWI InW n u uu a II n n u u II II 131 I I I IL I) I�II -ATTACH III4 10 LONG 2xSCAB TO CJ5 TRUS W'El0dNAILS @6"O.C. ('FRlA E 1A L I II IIII IIII IIII �III =_ II II GT II II I� 11 A4n 1A 6 1101*1 al = A A4 2 ABRICATED ROOF 2C O.C. MAX ut-1 10 Oil z: eel AlA _=_ ell _ _ �Zl = 4== = IT A2 == _ I ATTIC I ACCESS = _ = A3 A4=IZZIN -Mill - p 1 A5 4� V4 A7 A9 = 1A --- A11G Ile W - - - CJ5 --_ I II Wll�n �u �- 1A_ = o- m __ II II II II 1 A 01 CJ3- 1 CJ1 II II II II II \ �---�-Ns{ L/- -- E) J7P Oil W (D FRAMING PLAN RrAI P 1i/ .11 = 1Lf)" 7 V 8 \ CJ1 1:J3 p CJ5 91 Reviewed hx Code CDmPAance Umversalnces n 1A R IM 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-359 www.a6desigIn roup. om AA #: 0003325 W ' v w O � 0. 3 r7 4 F A ti SUBDIV. 1& T: CREEKSID- PHASE 2 LOT #49 PROJECTO 04321.200 04 Rl MODEL• 4EAB %672-ARI1 GARAGE SWIXG: RIGHT FRAMING PLAN 60 MPH E ARCHrrECT STATE OF FLORIDA MAY 2 2 2020 MICHAEL C. ANDERSON AR NO T7305 (DEAUTNE:05/19 20~ SCALE: 1/4"=1'-0F' SHEET S 3 A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 10d x 1 2" NAILS TO TRUSS B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH (12) 16d x 1 -"'NAILS TO TRUSS DBL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN) C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH (16) 10d x 34" NAILS TO GIRDER AND (2) SIMPSON HETA16 TRUSS ANCHORS WITH (12) 16d x 3 z" NAILS TO GIRDER 1x2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3) 16d GALV. COMMON NAILS. lx2 SECURED W/ 10d GALV. COMMON NAILS / 12" O/C MASONRY BOND BEAM SEE SCHEDULE PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" NOTE: A PT SYP #2 2" x 4", 6", 8" x 4'-0" MAY BE ADDED W/ 10d NAILS, 2 ROWS, 3" O/C TO FACILITATE ONE ADDITIONAL PLY MAX. TO ACCOMMODATE TRUSS ANCHOR REQUIREMENTS. ENGINEERED WOOD TRUSSES @ 24" O/C, SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) SS&jG—1 YPICALTRUSS/RDER CoNNECTOR(S) SCAL 4 NOT USED NOTCH DEPTH 1/4*D O HOLE EDGE >5/8" HOLE DIAMETER �< 2/5*D SGL. STUD OUTER 1/3 OF SPAN ONLY BTM. - PLATE STUD NOTCHING AND BORING LIMITS $ SCALE: 1 1/2"=1'-0" E EDGE >5/8 HOLE DIAMETER < 3/5*D DBL. STUD ENGINEERED WOOD TRUSSE - PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHOP "ROOF/WALL/FLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" (1) SIMPSON HETA16 TRUSS ANCHOR WITH NOTE: A PT SYP #2 2" x 4", (9) 19d x 1 z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3" MINIMUM CONCRETE O/C TO FACILITATE ONE EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO CONJUNCTION WITH ACCOMMODATE GIRDER HEAVY UPLIFT TIEDOWN REQUIREMENTS. CONNECTOR A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN WITH (4) 8' x 5" TITEN HD TO CMU AND (12) SIDS ` 4' x 2 Z" TO GIRDER B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH 1x2, 2k WOOD FASCIA (2) 2" x 5" TITEN HD TO CMU AND (18) SIDS 4' x SEE ARCHITECTURAL 3" TO GIRDER 2x SECURED W/ (3)16d C-(2)SIMPSON FGTR GIRDER TIEDOWNS WITH GALVi. COMMON NAILS. (2) 2'" x 5"TITEN HD TO CMU AND (18) SIDS" x 3" lx2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV, COMMON NAILS BEAM BEE SCHEDULE ENSURE THAT CELLS ARE GROUTED 12" O/C SOLID, 8" EACH WAY OF BOLTS A AL�OWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT= 4725 LBS (2 PLY MIN.) C ALLOWABLE UPLIFT '= 8885 LBS (2 PLY MIN.) ROOF SSSTYPICAL -GIRDER CONNECTOR(S) SCALE:3/4"=1'-0" 5 NOT USED � NOT USED 6'-0" MAX (W/lX4) OR 10'-0" MAX (W/2X4) n # 1100 UPLIFT SIMPSON - HTSM20 W/10 10d TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON OPPOSITE FACES OF BLOCK WALL W/10 10d TO TRUSS AND (4) 1/4"x21/4" TITEN 2 ANCHORS TO CONT POURED LINTEL PRE-ENG TRUSS CONTINUOUS BOND BEAM TITEN 2 ANCHORS MIN. 2" COVER & 2" APART REPAID OF MULTIPLE MISPLP�CED EMBEDDED TRUSS ANCHOR 3 SCALE: 3/4"=1'-9' (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN BRACE W/ (3) 12d @ EA TRUSSES WHERE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING 0'-0" TO 30'-0" (1) "X" BRACE SEAMS) 130'-l" TO 60'-0 (3) "X" BRACE SECURE 2x8 PT. PLATE (1) "X" BRACE @ CENTER TO BLK W/ 1/2" DIA. (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2" FROM CENTER TO END. WASHER SET IN HIGH 2x WOOD FASCIA, STRENGTH EPDXY 6" SEE ARCHITECTURAL MIN. EMBED. AT 32"OC MAX. 1x4 DIAGONAL PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 BTM. CHORD P.T. PLATE W/ 12d's 8" BRACING, SEE STIFFBACK .(AS PER O.C. MAX PLAN FOR LOCATION TRUSS ENG) CONT. 2x4 SECURED W/ MAY NOT BE (2) 10d's @EACH TRUSS REQUIRED TO BE INSTALLED @ 10'-0" O.C. MAX. BTM. CHORD OF WOOD ROOF TRUSSES SEE SCHEDULE FOR 4 BOND BEAM REQ. •• lx4 BTM,lll CHORD BRACING 6'-0" O/C —END WALL OR OTHER MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF 10'-0" O/C MAXSECURED W/ (2)10d DEPICTED SEE PLAN COMMON NAILS AT EACH CHORD /+ INTERSECTION TYP. BTM. CHORD BRAVING 6 SCALE: 3/4"=1'-0" SAqLqqED BLOCK WALL W/ GABLE END PRE-ENG'D TRUSS SCALE: 3/4"=1'-0" THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. AFLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON-H10A OR LGT2,ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES. ALTERNATEMATERI, SCALE: 3/4"=1'-0" ® Reviewed for code Compliance Ureversal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 3 937 PH: 321-802113591 www. a b d es i g ng ,ou p. corn AA #: 0003325 a;, F A 8 BDIV. 8I LOT: CREEKS;IDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE S WING: RIGHT PAGE: DETAILS � • I 1' 1 .. ARCHITECT: r STATE OF FLORIDA MAY 2 2 2920 MICHAEL C. ANDERSON AR NO V305 PRINT DATE• 05 19 20.,; SCALE: 1 /4"=1' — 0" SHEET S3. 1 3 PRE-ENG GABLE TRUSS 2x4 BLO(KING BETWEEN TRUSSES AT FIRS f TWO BAYS 4'-0" O.C_ (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK- Wl 1/2" DIA_ ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.G. MAX U 0 PRE-ENG'D WOOD TRUS,'� (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN CONC.POURED LINTEL COURSE CONT_ 2x4 SECURED Wl (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. GABLE END BRACING W/ PRE-ENG GABLE TRUSS @ CMU WALL 1'-0„ ReviewedCode Compliance universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W W V W ti F 0. U h �1 4 F A F ti SUBDIV. 8e T: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHffECT: STATE OF FLORIDA MICHAEL C. ANDERSON AR NO T7305 rnar'-L- DATE• 05 19 20 SCALE: 1 /4"=1' — 0" SHEET S3. 1 B (2) 2X4 Nc.2 SYP DIAL. 2x6 OUTLOOKER @ 24" O_C. ppQpppppQ QQppIQQpp BRACE W/ (3) 12d @ EA. sECURED W/ SIMPSON H10A VTCR SPACING (1) AT EACH END pppplpppp I p p Q TRUSS (DIAG. BRACE TO VTCR AND 6'-0" O.C. MAX. COVER 5 TRUSSES) 2x S U B-BAN D 0'-0" TO 30'-0" (1) "X" BRACE 3U-1" TO 60'-0 (3) "X" BRACE (1) "X" BRACE @ CENTER PRE-ENG GABLE TRUSS "X" �� pppQQQIpO (2) BRACE DIVIDED EQUALLY STIFFBACK AT ALL FROM CENTER TO END- UPRIGHTS OVER 4'-10" HIGH �� pppppppld (AS PER TRUSS ENG) �� ppppppQpp PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR \ o O SHEATHING FASTENER SCHEDULE" L SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. — CONNECTION PER 1x2. 2x WOOD FASCIA TRUSS MFG. /ENG/lNEERED SEE ARCHITECTURAL 2x SECURED W/ (3) 16d WOOD SIDE VIEW GALV COMMON NAILS_ TRUSSES @ 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 PRE-ENGINEERED W/ HIP RETURN SCALE 3/4"=1'-0' VALLEY TRUSS CONNECTION 2 SCALE: N.T.S. Reviewed tor code compliance Universal Engineering sclences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W D3 W U W 0 Ey U A F A C: ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #49 PROJECT# 04321.200 049R1 MODEL. 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHrrECT- STATE OF FLORIDA MAY 2 2 2020 " MICHAEL C. ANDERSON AR NO 17305 05/19/20 ' SCALE: 1/4"=l'--0"' SHEET Ilys/ mil', 3 e I �/ GABLE - END HIP ROOF ROOF WIND DESIGN PRESSURES_ NET (GROSS) I ASCE 7-10 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77.16) "A"= W-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT+- 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7116' O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. 5/8 CDX EXT. PLYWOOD, WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT. SUPPORTED PANEL EDGES AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS. SEE DETAIL. ROOF SHEATHING TO GABLE END FRAME USE 8d GUN NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS WI IN 4' OF GABLE END. I A ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STIR. SHANK 8d RING SHANK, 2 1/2" 0.120" 170,000 RING {16-20 RINGS SCREW SHANK PER INCH) 8d SCREWSHANK 21/2" 0120" PNEUMATIC SCREW -NAILS I1. NAIL SIZE PER ASTM F1664 _2. INTERNATIONAL STAPE, NAIL & TOOL ASSOCIATION ISANTA ESR-1539 EXTERIOR SHEATHING USE 1/2" CDX OR 7/16 O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4 O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. J Z ELI Z fD O W YU Z U U) (D Z00 0 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES_ J Q 0 Z LU =)a (D uJ Y @ Z =U b (D V, z a 00 Q Y Z Q W W Er 0 U)0 w W J �� U ~ U U) O 00 W LID Z a TOP CORD BLOCKING AT 4' O.C. MAX. IN FIRST FRAMING BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING 8d RING SHANK GUN NAILS • 6" O.C. IN FIELD IV DC JI rCULi I UP rw C, 8d RING SHANK GUN NAILS @ 12" O.C. IN FIELD or 8d x 2 1/2" SCREW SHANK PNEUMATIC SCREW -NAILS @ 12" 0.6�(N FIELD J\ �r �,,_­Amff wz , GENERAL NOTES: STRUCTURALDRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT ARCHITECTRAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAW INGS. APPLICABLE BUILD ING CODE STANDARDS: F - BC R 2017 6th EDITION ACI 318 14 UILDING CODE REQUIREMENTS FOR STRUC1 URAL..CON CRETE, ACI 53013/ASC E 5-43 AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS ALL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TrACAL AND SHALL BE CONSTRUED NSTRUED 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. FOLLOWWRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTE NTION.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 ISCOMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERE TION. THIS WORK INCLUDES THE ADDITION. OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING GUYS OR TIE -:DOWNS. THE CONTR CTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPAR ATION REQUIREME TS 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. DESIGNLOADS: ROOF: IVE LOAD FLOOR: LIVE LOAD 40 psf �. 20 psf TOP CHORD -non-concurrent 10 psf BTM CHORD -non-concurrent DEAD LOAD DEAD LOAD . 15 psf TOP CHORD 20 psf TOP CHORD (7 psf w/ASPHALT SHINGLES) (10 psfw/ No GYPCRETE) 10 psf BTM CHORD 5 psf BTM CHORD EAD.LOAD TO RESIST WIND UPLIFT: 10psf BALCONY LIVE LOAD 60 psf STAIRS LIVE LOAD 40 psf WIND: DEAD LOAD SPEED =1 60 MPH 3-SECOND GUST (ASCE 7-10.(FBC R2017) EXPOSURE C, RISK CATEGORY II) LIVE LOADS: UNINHABITABLE .ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED STORAGE: 29psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) AND DECKS: 40psf, GUARDS AND HANDRAILS 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf, 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 M TTAL TO THE 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 I, WITHOUT THEEXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT DOCUMENTSWILL GOVERN OVER THE SHOP DRAWlNGS CHECKED, UNLESS OTHERWISE SPECIFIED IN WRITING BY HE ARCHITECT: FOUNDATION/ SITE PREPARATION: FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING 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-1557. TREATALL SOIL FOR TERMITE PROTECTION 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 314 PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATEQ ON DRAWINGS. SEAMS LAPPED INCHES AND SEALED WITH ADHESIVE TAPE. FORM -WORK: 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 STRUCTURAL.DEPFNDAG ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUTARE BY OTHERS,' li WELDED WIRE MESH: WELDED WIRE MESH, SHALL BE ASTM A185, 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 S-0". OC, EACH WAY. . REINFORCING STEEL: REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 !, GRADE 60IN 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 ENGINEERS REVIEW. TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" #5 BAR - 30" #7 BAR - 42" L PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DE�IAILS FOR ADDITIONAL INFORMATION, II, 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 OIF THE WALL. I 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 EMBEDDE61TEMS WITHOUT THE APPROVAL OF THE ENGINEER. - MASONRY MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE "SPECIFICATION MASONRY STRUCTURES" (ACI 5301 ASCE 51TMS 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 I'm = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERW SE NOTED. LAY-UP MASONRY WALLS TOBOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH I, 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 3/81, COURSE AGGREGATE, AND SHALL BE PLACED W/A SLUMP OF 8" 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 C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE3/8" THICK. UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO CELLS TO BE FILLED. - WOOD: NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF ALL WOOD FOR BEAMS BEARING W ALLS SOLE PLATES TOP PLAT ES, BRACING, LEDGERS, BLO CKING, CRIPPLERS SILLS ETC., SHALL BE SOUTH - ERN PINE N0�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 0.25 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'/d' OF HEARTWOOD.. MINIMUM NAILING PER FBCR 2017,.6th EDITION. SEE NAILING SCHEDULE ON PLANS. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER SYP #2 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 MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED.. FROM STEEL MEETING THE REQUIREMENTS OF ASTM A446, 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 "TPINUTCA BCSI V COMMENTARY AND RECOMMENDATIONS FOR HANDLING, 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 A58.1-1982. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S 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 THL 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 COMPONENI AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. I THE OWNER HALL RETAIN SERVICES OFANINDEPENDENT FILL CMU CELLS SOLID WITH GROUT ATALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE GEO-TECHNICAL ENGINEER TO VERIFY -REINFORCING. SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE - GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE LAP VERTICAL REBAR 6 X BAR NO: (48 BAR DIAMETERS).', U.N.O. CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE !. MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY THE.GEO-TECH. ENGINEER. THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE CONCRETE: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM A36 Fy = 36 ksi FOR ANGLES, PLATES, ANDW-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, 2500 P REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE'. Fy = 46:ksi. STRUCTURAL. PIPE SHALL BE ASTM-53,. GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE 3,000 P I REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP, CONTRACTORS HALL SUBMITPROPOSED MIX DESIGNS WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307BOLTS WTH DOUBLE -NUT LEVELING. ALL " CONCRETE PLACEMENT CONCRETE SLUMP SHALL NOT EXCEED 5 +1- PRIOR TO THE ADDITION OF PLASTICIZER. '. OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301AND ASTM C-94 OR MEASURING, MIXING; TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE: MAXIMUM TIME ALLOWED FROM WHEN WATER IS ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ADDED TO THE MIX UNTIL 1T IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILITYI OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE. CONTRACTOR OF ANY NON COMPLIANCE WIH THE ABOVE. ? F REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS O ❑_ J A - 3" FOR C DNCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): m B. _FORC CRETEEXPOSED TOEARTH AND/ORWEATHER : - 1-1/2" FOR #5 AND SMALLER _ T F #6 AND LARGER ' C. FOR CONCRETE NOT EXPOSED TO WEATHER ''.. 7 3/4' FOR SLABS, WALLS AND JOISTS 1-1/2" FO BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS I I I FASTENER APPLICATION SIZE TYPE SPACING REMARKS I APPLICATION SIZE .TYPE SPACING REMARKS . lx2.PT FURRING TO CASE HARDENED COIL 8.1 O/C ��II GARAGE DOOR BUCK 1/4" DIA. TAPCON MASONRY 1 12" EMBED., 4" END DIST MASONRY / CON NAIL 1 12" LONG. TO. MASONRY/CONC. NO WASHER FASTENER 8" O/C 1 112' EDGE DIST SGO, AL. EXT DOORS CASE HARDENED COIL 9" O/C WINDOWIDOORI IIASTENpD. GARAGE DOOR BUCK 1/2" DIA. WI EXPANSION BOLT 24" O/C Ix PT, SEE NOTE 6 NAIL 1 112" LONG STAGGERED INTO MASONRY/CONCI TO MASONRY/CONC. WASHER WINDOW BUCK CASE HARDENED COIL 9"O/C WINDOWJDOORr ASTENID METAL STRAP TO CONTAI/� N THIS ENGINEER FOR ix PT, SEE NOTE NAIL 112"LONG, STAGGERED INTO MASONR /CONCI MASONRY I CONC. REQUIREMENTS EXT: SWING DOOR (2) 3/16"DIA "TAPCON" 1 1/2" EMBED,'IV' DNST. NOWBEARING WOOD 112"" EXPANSION REQUIREMENTS IVI 24„ O/C J 18"O/CG - BUCK 2x PT, SEE NOTE 6 NO WASHER PASTNER DIST, / 112 ED, WALL TO CONC. SLAB W! WASHER BOLT 2x PT WINDOW BUCK 0.138' RAF c 2118" 9" O/C 4" END. DIST I 1 1/2 SEE W/ WASHER STAGGERED EDGE PT TO STEEL COL., DIST NOTES NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS j 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND I OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME E PECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOORFRAME. lx MEMBERQARE NAILED AND 2x MEMBERS ARE SECURED W/ TAPCONS ORPAFTO THE SUBSTRATE. 4" EMBED., 4" END DIST., 3" EDGE DIST. 4" EMBED, 4" END DIST, 3" EDGE DIST. SLJSDIV. & ,LOT: CREEKSIDE PHASE LOT #46 PROJECT# 04321.200 049R1 MODEL: 4EAB "1672-ARIA" A�•A T.AGE SWING: RIGHT PAGE: DETAILS 60 MPH ESP. ARCHITECT: (-STATE OF FLORIDA Y MAY 2 2 200 MICHAEL C. ANDERSON AR NO T7305 r suaa� DATE:: 05 19 20 nevmo To Cow SCAT :1/4 10-091 ComWI %sal Enlyneoft Sciences SKEET N1 651S. APOLLO BLVD.. SUITE 202 MELBO€ RNE, FLORIDA32901 PH: 321 02-3691 www.abdes!gTigrou�i.com XA #d': 0003325 S Dtv. a .I . COUNTY MASTER P PROJECT# F PRESSII SHINGLE: GARAGE S rG-. PAGE MAY 2 2 2020