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Home My WebLink AboutBuilding PlansSTATE OF FLORIDA CERTIFIED BUILDING CONTRACTOR DR HORTON HOMES 1430 CULVER DRIVE NE PALM BAY, FL 32907 TEL: (321) 733-7092 FAX: (321) 733-797"2, STATE OF FLORIDA' ' PROFESSIONAL�'AR HITE , MICHAEL ANbERSON AR No. ° `17,aO5 A B {DESIGN GR,OUP,. LLC 219 ' liyVY A1,A, ,{ SUITES. 301 IND AN HARBOUR, y FLORIDA 32937 Tel.; {321) 802-359$ 5 j .r y2 k DRAWING, /.' CbNTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR ANY ASPECT OF THE CONSTRUCTION (AS SCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND DRAWING SET, THE CORRECT P] BUILDER TO SUBMIT A WRITTEN INFORMATION) TO THE ARCHITE CLARIFICATION. AD DESIGN GROUP WILL RESP43: RFI's INWRITTEN/DRAWN - FORMI MANNER. AB DESIGN GROUP TA RUCTION BY THE Bt GENERATED FOR UN RUCTION BASED ON G OR EXPLANATION IN BASED ON THIS ZOCEDURE IS FOR THE R.F.I. (REQUEST FOR "T. OR ENGINEER FOR 9D TO ALL WRITTEN S IN A TIMELY [ES NO 'ATIONS OF Z WHEN NO RFI's HAVE Z ASPECTS OF THE DRAWING SET. z I A -.d3 A� .Awe , . 8.'�4. ..9F`�.1^112 rs 'a[�l5� 'w@.:�5•...w :.. .L.T `A'S' ^, ii Y6• - a F E PALM BAY BL. � 1t 07 �.. a DESIGN CRITERIA: i RIDA BUILDING CODE, RESIDENTIAL, 67U1 EDITION (2017) F,.AIL LOCAL AND STATE CODES w OCCUPANCY — RESIDENTIAL, GROUP R3 CONSTRUCTION TYPE — VB MIN. INTERIOR FINISH — CLASS B • BASIC WIND SPEED — Vult=160 MPH Vasd=124 MPH 2EXPOSURE — C eI—STORY RESIDENCE — 2—STORY RESIDENCE — MAX. HEIGHT AS PER LOCAL AND STATE CODES SQ.FT. CALC.'S LIVlN(s GARAGE ENTRY LANAI 1672 432 38 9E SQ. FT. SQ. FT. SQ. FT. SQ. FT. TOTAL 2238 SQ. FT. A/C VOLUME 14381.E CU_ FT. _ - 1) 73" —7092 11 ABBREVIATIONS ABOVE LAV. [ABV. EC AIR CONDITIONING LUM. D7 ADJUSTABLE M.C. LT ALTERNATE MFR. MP AMPERAGE MIN. BD BOARD M.T. CI, CENTER LINE MTD. CAB.CABINET MTL. CLG CEILING N.T.S. CLR. CLEAR O.C. CONC CONCRETE PL CPT CARPET - P.B. C.T. CERAMIC TILE PIT D. DRYER PLT. DBE. DOUBLE PLYWD. D ( DUAL GLA7ED PR. DIA DIAMETER P.T. DIM DIMENSION R. DISP DISPOSAL RAD. DP DEEP.- R.A.G. DR. DOOR REF. D.S.DOWNSPOUT RM. DTL. DETAIL R.O. D W DISHWASHER S.C. EA EACH S.D. ELEV. ELEVATION S H:- EQ EQUAL SHT.- EXH. EXHAUST SHTHG. EXT. EXTERIOR SHWR. F (i tCX FIXED GLASS Sim. F.G. FUEL GAS SL. FIN FINISH SL. GL. FLR FLOOR STD. FLUOR FLUORESCENT SWS FR DR. FRENCH DOOR FTG '', FOOTING TEMP. " GA GAUGE THK.' GAR DISP GARBAGE DISPOSAL T.O.C. G.F.I. GROIJNn FAULT CIRCUIT T.O.P. INTERRUPTER T.O.S. GL GLASS TYR GYP BD GYPSUM BOARD U.N.O. H B HOSE BIB H C HOLLOW CORE V.P. HDR HEADER W. MT OR HT HEIGHT W! INSUI. INSULATION - WD. INT INTERIOR WDW. W/H W.I. 7 7 Fax: (321) 733-7972 REVISIONS N LAVATORY DATE DESCRIPTION IBID SET ISSUED LUMINOUS .MEDICINE CABINET 01/08/18 --.---- ---- 2011 FHC UPDATF MANUFACTURER 0145/I6 MINIMUM METAL THRESHOLD 0112948' 510 SET REISSUED MOUNTED _ METAL 04/18/I8 FOOTING REVISION PER M. HOLUES NOT TO SCAi.E ON CENTER 02/22/19 PLAN MAINTENANCE REVISED LINTEL 812E AT FRONT .ENTRY DOOR - PROPERTY LINE PUSH BUTTON. 03/2" ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL HATSON PHONE 04/24/113 PLATE REVISED HVAC VOLUMES ON SQFT CALC SCHEDULE PLYWOOD 04/24AS PAIR PRESSURE 06/21413 ADDED LED LIGHTS a KITCHEN 4 15ATHROOMS PER MARK HOMES RISER RADIUS 01/01/20 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS -.RETURN AIR GRILL. REFRIGERATOR -- ROOM ROUGH OPENING - - -------- --- SOLID CORE EXT DR ------ - SMOKE DETECTOR -- SINGLE HUNG - -- - —— .SHEET SHEATHING e I— _ SHOWER SIMILAR SLIDING SLIDING GLASS - -- -- -- — STANDARD SHEAR WALL SECTION TEMPERED GLASS THICK TOP OF CURB TOP OF PLATE I -- — — TOP OF SLAB TYPICAL t- ---- - ---- —---——----- ----- - UNLESS NOTED OTHERWISE ..,, ----iiiJll�� _--- ----- -- --- _-_---- VAPOR PROOF WASHER - -- -- WITH q WOOD WINDOW WATER HEATER WATER HE IRON INDEX OF -DRAWINGS ARCHITECTURAL SHEET # DESCRIPTION PG Cl—COVER SHEET PG GN— GENERAL NOTES PG Al —FLOOR PLAN PG A2D-ELEVATION "D" _ PG El —ELECTRICAL PLAN PG P1—PLUMBING PLAN PG M1—HVAC PLAN PG D1—DETAILS PG D2—DETAILS PG WAl—WALL ASSEMBLY DETAILS PG WA2—WALL ASSEMBLY DETAILS PG WA3—WALL ASSEMBLY DETAILS PG WA6-WALL ASSEMBLY DETAILS F STRUCTURAL SHEET # DESCRIPTI N PIG S1—FOUNDATION PLAN PG Sl AA —DETAILS PG S1.2—DOWEL PLANIds PG 'S1.2A-DETAILS Rica 217 U/ PG S2-LIFT BEAM PLAN AND NOTES/`) PIG S2.1A-DETAILS PG S3-FRAMING PLAN PG S3.IA-DETAILS PG S3.113—DETAILS PG S3.1C—DETAILS PG SNI—DETAILS IaW®d for CO& PG PAl —PRODUCT APPROVALS ®U,x,ers suec End, = 2194 HWY AJ A,SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PN• Z7•f_an7_��.a� AA #: SUBDIV. & L ADT: CREEKSIDE PHASE 2 LOT #45 L * 0 045R1 AB -ARIAS' SWING:GHT A PAGE: COVER SHEET 160 MPH EK OfAmmommARCH19FIECT- ISTATE OF FLORIDA, Ai1 MICHAEL C. r W PRINT 2021 DATE: 05 ✓ SCALE: 1/4"—l.'--O" SHEET % 4, 4 GENERAL NOTES SITE WORK TIMBER 1 ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS IF REQUIRED BY BUILDING DEPARTMENT),�,,��, I ALL WOODS AND W60D CONSTRUCTION SHALL COMPLY,W[TH SPECIFICATIONS AND CODES MODIFICATIONSAS, SPECIFIED 6th EDITION, (2017). ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER HEREIN. FBCR 6TH EDITION (2017) UNO. 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON'SITE�UTILITIES,_,.a<. A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL ) H 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORTAND CIVIL NATIONAL FOREST PRODUCTS ASSOCIATION: DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS-FORTINAL, 1. NATIONAL, DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY FINISH GRADES, PLANTING AND IRRIGATION, ,"G. SOUTHERN PINE INSPECTION BUREAU: THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2. 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE D- TRUSS PLATE INSTITUTE: ARCHITECT. . . ... I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) 3, DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK E. APA -THE ENGINEERED WOOD ASSOCIATION: PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN 1/2 I. ENGINEERED WOOD CONSTRUCTION GUIDE Ie N THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION ri OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS 2. ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS, FABRICATION OF THE WORK. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES, 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 7. 00 NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE RLYBRAQED. BEEN PROPERLY (WHERE APPLICABLE) 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR I 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT SQ. SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE, CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. PLUMBING 7. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. REQUIREMENTS. 2, WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX 'A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARC HITECT/ENGINEER. 10. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH 1/2-- AMAFLEX, WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 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 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. TO PLACE THE FINISHED FLOOR ELEVATION MIN V-0" ABOVE THE BF:E , PER FLORIDA BUILDING CODE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. GARAGES AND CARPORTS 1 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2. 1. GARAGE DOOR !11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903, A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET DRAWING. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603,2. C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 112. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION EXTERIOR WALL COVERINGS 2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING! LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH OF COMPLIANCE SHALL BE ISSUED TO THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATETHE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301,2(2) AS MODIFIED BY TABLE 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 FOLL OWING STATEMENT: R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE 6 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 EXTERIOR FINISHES 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO, 26 GAGE (0,48 MM) SHEET STEEL 1" MIN. RIGID AGRICULTURE AND CONSUMER SERVICES." 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, XF THICK, OVER FRAMED WALLS ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS GARAGE. THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. �j 1 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH 4. AS PER SECTION R302,6 & TABLE R302,6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT ASTM-C926 & ASTM-C1063-12a. LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE 3. LATH & ACCESORIES PER ASTM-C-1 063-1 1A & R703.7. 1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE 1" FLASHING HORIZONTAL LATH AND PAPER DETAILS PROTECTED BY NOT LESS THAN''/2-INCH GYPSUM BOARD OR EQUIVALENT. PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS 12 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 -15AAND R703.7, FIRE RESISTANT CONSTRUCTION UNDER STAIR PROTECTION: 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7. EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) CONSTRUCTION OBSERVATION 1 CONSTRUCTION OBSERVATION SERVICES CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. rl IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S/CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. Reviewed for COCIO Compliance Universal Engineering Sciences Rmp 2194 HWY AIA, 5COTE 30JL INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com ?A #: 0003325 SXYIBDIV. do LO CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200Z045R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: GENERAL NOTES L60 MPHEY-P. C-.l" I j �4 r STATE iCijrrECT• -. STATE OF FLORIDA b OCT 2 7 2020 MICF7MICHAEL C. ANDERSON AR NO 17305 DATE: j05/721/20) SCALE: 1/4"=V-0 FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH FSC R302.9.4 FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH F6C R302.10B �— - 210 4 _ 8' e i LANAI I I I � I 2'-6" I F41 (2) 3052-SH a GREAT ROOM V-8' CLG. 12'-8" 2 d) d) d) '1 N W Bw 0 BDRM.#3 F2Tl (2) 3052-SH ROO 8'-8' CLG. C. 26'-8 3'-I (2) 3052 ^SH 1717 OSRIS 8'-8' CLG. I I1 ^� m I IL'--Sj 9 I II Z9`u�00 ' r I I a Nm I0 A II 9 I m C ' 88CLG \,V%. Al „--- -, ' 4'-4" 11 �I 3'-8' 3'-9' I 3-m"I - x - --'o'- v 3' I 8 I IA v -J 2X8 ��RCH �9 3-SH IR-15H t II^^ \�W BATH #2 8'-8' CLG. ryco,I I I B 114= 2'-8" AV. Al r Li J WC. ® II II 0 — IR-ISH-- c2t) d VOr \\'a 'b'� -), 2'-4" 31_8" nLC�jAl\ 3-sH BATH 18H I rr—n II di t Ull LQV. Q4 r----T+ tQ �� , I II PAN SHW/R ----y L.4V. NCL LAUN. _ r ZZ X�r 1 I ATTIC I L _ACCEi.5__ J OND BOLLARD AS REQ. PER BLDG. CODE FO M GARAGE 3068 W/ 36"X12' TRANS. 0 o BDRM.#2 'J ENT 3'- (2) 3052-SH �� 8'RG. © EGRESS 0 0 2'-6" -O" 4'-4" �'_O' " 16'-e" 2'-5' II'-O" 8'-4" -- HB 4:. 0 `€; , I a: r ,_ w� t.:iaa ROOF S r` . < COMi$i NfRT AND CL AL WRO PRES$ R iMONEASS FLOOR PLAN SCALE: 114' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT LESS THAN 1 3/8" (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE 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 u��©m SQ.FT. CALL. S LIVING GARAGE ENTRY LANAI 1612 432 38 96 SQ. FT. 60.FT. SQ. FT. SQ. FT. TOTAL 2238 SQ. FT. A/C VOLUME 14381.6 CU. FT. COWONSRT AND CLADDING WIND LOADS BASIC WIND ERPOSM FOR 3 SECOND GUSTS OPENINOS SOUAfE ZONE IN WH VW (Vl1t) F BRIM AND TYPE FOOTAOE MIN. WINDOW 10 5 34/-45 CRITERIA EXTERIOR SWING 21 5 32/-42 DR. MIN. CRITERIA S.G.D. MIN. -12 5 30/-3-1 CRITERIA 5010 O.H D. 56 5 32B/-38Z 16070 O.H.D. 112 5 30.c3/-34.4 SOFFIT N/A 5 316/-388 -6829/ IF ROOF TILE N/A 3 -58.29 APPLICABLE BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 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 DATE 03 20 /18 41 DBL. TOP PLATE BAR DETAIL A SCALE: 1/2'=1'-O' ARCH DTL. B SCALE: 1/2 = 1'-0' Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U F 0. Cal cn W 4 A ti SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT* 04321.200 045RI MODEIZ 4EAB "1672-ARIA" GARAGE SWINC3.: RIGHT PAGE: FLOOR PLAN 60 MPH EXP. ARCHITECT: STATE OF FLORIDA f IAAY 2 2 . MICHAEL C. ANDERSON AR N0.17305 PRINT 05 21 20 DATE: / / SCALE: 1/4"=1'-O" SHEET Al SHINGLE 8'-5" 5RG. NCzT.r I'-0" FYPON SKTIIXI-t OR EQUIVALENT WiTr t4' RAISED I , SAND CTYPJ r 0'-O' FIN. FLR.,d, _ I�6 - — - — 0 EQ =Q FYPON LV12X24 ----- OR EQUIVALENT 1 /A ^ �I 4 2D l J 4 6' RAISED JAI 1 -15 SAND (TYP.) WAl- _—TY A _0�---- 8'-8" BRG. HGT. 15 OPT. COACH `�A I=I LIGHT I— � FRONT ELEVATION SCALE: 114 = 1'-0' TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FSCR I S -8 BRG=. 4GT.$ I'-0" 4S I TyFI II 0'-0" FIN. FLR. MIN. 4' G--RADE I�6 I OFF RIDGE VENT -0" FIN. FLR. OFF RIDGE VENT 8'-8" EKGs. HGsT. BRCS. I-GT. 0'-0" =IN. FLR. TYP. REAR ELEVATION SCALE: 1/4 = I'-0' TEXTURED FINISH r- k------------ ---------------------- --- --- -- LEFT ELEVATION SCALE: 1/4 = I'-0' TEXTUI FINISH OFF RIDGE VENT OFF RIDGE VENT 12 8'-8" SRCs. HCzT.,� 8'-8" SRCs. HC:T. -8„ I _O il 4S A TYP. II 0'-0" FIN. FLR-� _ I 0'-0` FIN. =LR. --------------------- --------------------- ----- MIN. 4" G-BADE RIGHT ELEVATION SCALE: 1/4 = P-O' TEXTURED FINISH 5'-8" 5RG- HG-. q>L4.1.TDETAIL 0'-0" FIN. FLR. 8'-8" ERG. HGsT. 0'-0" FIN. FLR. MODEL 1672-ARIA AREA OF ATTIC = 2318 SQ. FT, NET FREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA = 2318 /3DD = 7.73 SQ. FT. 7.73 = 1112.64 SQ. IN. MIN.; REQUIRED VENTiIATION IN = 4X 1112.64 UPPER PORTION OF ATTIC 445.056 SQ. IN. (BALANCE TO BE PROVIDED IN SOFFIT VENTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT (net free area) TOTAL# OF VENTS REQUIRED - 3.23 TOTAL# OF VENTS PROVIDED = 4 SOFFIT VENTILATION AREA 7 SQ. IN. PER LINEAR FT (net free area) LINEAR FEETOFSOFFITREQUIREC 63.58 ® Reviewed for code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com 0003325 F W U 0 4 a u w a F A ti ; a k SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: ELEVATION "D" 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA MAY 2 2 2020 MICHAEL C. ANDERSON AR NO 17305 DATE: PRIN05 21 20 T SCALE: 1 /4-"=1' — 0" ELECTRICAL LEGEND SY1" 150L DEFINITION NOTES \� 125V OUTLET 20 AMP SINGLE POLE 11OV OUTLET 11OV OUTLET 1/2 OF OUTLET WIRED TO SWITCH GFI 110V OUTLET Eau PED W/CaR71D FAuL NTERUPTER (TAMPER RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION WP EXT. WATERPROOF C�TET GF1 OUTLET NPR SWITCH SWITCH 3-WAY OPER. $¢ SWITCH 4-WAY OPER. i- i-� WALL MOUNTED I_0 LIGHT CEILING LIGHT © LED CLG LIGHT Ovio LED VAPOR PROOF LIGHT O VP VAPOR PROOF L IGHT ORECESSED CAN eVENT. FAN I CFM PER SO. FT. VENT. FAN W/LIGHT I CFM PER Sa FT. 1 VANITY LIGHT FIXTURE RE I''T/TI�T (SPEC'S TE D BY BUILDER) ® 41X21 FLUORES LIGHT HT 2-5ULB WRAP AROUND (RECESSED) ® 4'ES FLUORESCENT LIGHT 2-BULB WRAP AROUND (SURFACE MNT-) T FLUORESCENT *FLUORESCENT 4' TRACK LIGHT a0 n PANEL OWN METER OCj.D. SMOKE DETECTOR W1HARDWIRE UP WALL MOUNTED BATT. BACK-UP S.D. SMOKE DETECTOR W/ HARDWIRE BATT. BACK-UP W/ ® S/CO CARBON MONOXIDE SMOKE DETECTOR COM50 HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE OF NOT LESS THEN 4' FROMM WALL PENDANT LIGHT NATURAL GAS fV OUTLET ► TELEPHI JACK WH WATER HEATER IGNITION SOURCE TO BE ELEVATED DISCONNECT d AIR CONDITIONING TO BE 210V UNA. / DISCONNECT SEEAHU ON ET TV TELEVISION JACK CEILING BOX REGIDIRE O J_BOX TO BE SUPPORTED IN ACCORDANCE W/ BOX MARKED AS SUCH FOR NSPECTION CEILING I30X REQUIRE TO BE SUPPORTED IN CEILING FAN/LIGFIT ACCORDANCE W/ BOX MARKED AS SUCH FOR NSPECTION nnn.4 24' INCANDESCENT LIGHT STRIP n n n n n n 36' INCANDESCENT LIGHT STRIP onannnnn 0 48'INGANDE15GENT LIGHT STRIP ROOD LIGHT KP OPT. SECURITY KEYPAD P.B. PUSH-BUTTON FOR CHIMES �-- -� USB PORT • LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO BE VERIFIED o HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF FBCR 6TH EDITION (2011) 4 NEC 210.12 2014 EDITION. • 20 AMP DEDICATED LAUNDRY CIRCUIT. * GFI 0 ISLAND (NOT ON KITCHEN CIRCUIT) ' DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • BATHROOM EXHAUST FAN TO HAVE MN. CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION M150-13 FBCR 6TH EDITION (2011). ' 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 (2017), • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6TH ED (20111 ALL LAMPS SHALL BE SELECTED BY BUILDER AND 15% OF LIGHTING MUST BE ENESIGY EFFICIENT TYPE PER FBL. ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2017. bth EDITION R404.1 ELECTRICAL PLAN SCALE: 1/4' = 1'-0' OPT. COACH ------ LIGHT METER FIELD VERIFY LOC. UIL TEMPORARY UNDER3ROUND WP Panel MAIN -A PANEL: 8/16 wp crt. breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 150AmpM.C.f3 FEEDER 341 Cu THWPJ & 1-#6 Cu (G) in 1 1I2" C. OR 342/C AL THWN & 146 Cu (G) in 1 1/2" C. Wire Pore Bkr Description Watts: :Circuit Circuit watts Description #12 1 20 Exterior Receptacle UFI tpr TUG 1200 1 2 Space 912 2 20 Irrigation Pump 1000 3 4 1 Ispace 5 1 1 6 1 4680 A/C. CU.-1 Wire Pole I 13t #12 1 20 #12 1 20 #12 1 20 # 12 1 20 # 12 #12 1 1 20 20 #12 1 20 #14 1 15 #14 1 15 #12 1 20 _ #8 1. _.. 2 1 35 I inom atts lining watts A/C load Connected Load Watts Amps. i4vatts, 24Dwll PANEL -A PANEL:42 crt. ,breaker VOLTAGE: 120 /24t0 V -1 Ph MAIN: 15D Amp M1.0. FEEDER: 3- #1 Cu THWN & 146 Cu (G) in 1 112" C. OR 342f0 AL THWN & 1- #6 Cu (G) in 11/2" C. igeratcr GFI ng Receptacles AFCI i GFI Receptacles er / Hall / Laundry AFC at Room. Lanai & Dinin ce & C/O AFC( 5 KVA at 30 1 2 1 #10 Watts I Circuit Circuit I Watts I Description Bkr Pole Wire 1500 11 2 8000. Range 50. 2 #6 _._ 1800 _ 3 4 1503 5 6 4500 Water Heater 25 2 #10 1500 7 8 1500 9 10 1200 DFspo olGFI 20 20 1 1 #12' 1200 11 12 1500 Dishwasher GF1 #12. 1200. 13 14 5000. Dryer:GFI WBsherGFI 30 20 2 1 #10 AFCI 900 15 16 17 18 1500 #12 900 19 20 1000 Garage Od r Opener GFI 20 1 #12 1200 21 22. 1200. Garage Us & Receptacles GFI 20 1 #12 23 24 900 Owner's Suite AFCI Owner's Bathroom AFCI 15 1 #14 25 26 9DD 15 1 #14 2i 28 1 C00 EAerior Lights and Recpt.GFI 20 1 #12 29 30. 1C00 Irrigatiol cwtids only 1 20 1 1 1 #12 _._5120._T 35 1 F 40 pace 431D0 ABBREVIATIONS: AFCI: ARC FAULT CIRCUIT INTERRUPTER NC: NON-QOINCIDENT LOAD GFI: GROUND FAULT INTERRUPTER 1'Zo 1324 9800 33040 LOAD CALCULATION IS BASED ON A!C NON -COINCIDENT LOAD 137.7 I L I LED LIGHTING C DOUBLE LAV. OUINER'S BATH 150 AMP 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 RECTUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE Tw4wr-IU.N UNLESS NOTED OTHERWISE. POWER COMPA TRANSFORMER GRADE PROVIDE 150 AMP, 120/240 VOLT, I PHASE SECONDARY - ELECTRICAL SERVICE. PROVIDE 3 61 COPPER (CU) IN 1-1/2" DIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 02/0 ALUMINUM (AL) IN 2" DIA SCHEDULE 80 PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. Reviewed for Code Compliance Universal Engineering Sciences I I I I I L I LED LIGHTING SINGLE LAV. ® 5ATH 02 PROVIDE 302/0 CU, THILN t 1% CU IN 2' CONDUIT OR 3 04/0 AL, THWN f 1% CU IN 2' CONDUIT. (CONDUIT TO TERMINATE ABOVE SOFFIT a OVERHANG.) COMBINATION SERVICE ISO AMP DISCONNECT SWITCH AND 120/240 VOLT M ELECTRIC METER IN I PHASE NEMA 3R ENCLOSURE MLO PANEL 150A/2P MOB TELEPHONE SERVICE ENTRANCE RGUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT -- I r'4 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE FBCR 6tH EDITION (2011). 5/8" DIA X e FT LONG COPPER CLAD GROUND ROD 2194 HWY A1A, SUITE 30:1 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W h �I III U W ' O F R Cal DI O F A 21 sLTHDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: ELECTRICAL PLAN 60 MPH EXP. ARCHrrECT- STATE OF FLORIDA MAY 2 2 2020 MICHAEL C. ANDERSON AR NO V305 PRINT DATE: /% 05 21 20 SCALE: 1/4"=1' — 0" SHEET El r E I I LAY. �i � 22' � V�.T.R 1/2' JC. I KITCHEN SINK LU/ 1/2' AUTO VENT III 2' V.T.R. Q 2'IL 1 TUB I I I I/2 1/2' I � I I/2' J _2� 2 -9" 31' 3" -- . I I LAV 1 1/2 —1 i4 1/2'1 I/2' / 3' IUASHER I I UIC. I I LAv. LAV- 3 5HWR G.O. TO MAIN 9 ' 0 0 0 0 4' PLUMBING RISER PLUMBING PLAN SCALE: 1/4 = 1'-0' Reviewed for Cade Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W O E 0. v W C F A h SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672- ARIA" GARAGE SWING: RIGHT PAGE: PLUMBING PLAN 60 MPH EXP. ARCHffECT STATE OF FLORIDA MAY 2 2 �M , MICHAEL C. ANDERSON AR NO 17305 05/21/20 SCALE: 1/4"=1'-0" 1 SHEET i HVAC PLAN SCALE: 1/4 a V-0' R-VALUE SCHEDULE FLOOR SLAB ON GRADE R-0 EXTERIOR WALLS CMU - INT INSUL R-4.1 FRAMED WD - ADJACENT R-13 FRAMED WD - EXTERIOR R-13 CEILING UNDER ATTIC R-30 EQUIPMENT SCHEDULE 2.5 TONS MFCs CARRIER G.U. 25H5C530A•030+ A.H.U. FX4DN(B,F)031L HEAT 5 KW SEER 15 SEER TOTAL CAP 28400 ELECTRIC 208/230APH BRIGR C.U. 30 A.H.0 35 REF LINES 3/4" E 3/8" Reviewed for Code Compliance Universal Engineering Sciences F 114 Chi 0 F a V r7 W 4 F q I F ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL 4EAB "1672-ARIA" GARAGE SMNG: RIGHT PAGE: HVAC PLAN 60 MPH EXP. PRINT DATE: 05/21/20 SCALE: 1 /4-"=1' - 0" SHEET I PER FLR PLAN 1/2' CLG. B 1/2' DRYWALL SECURE BT. — PLATE TO SLAB W/ I0d MASONRY NAIL a 32' O.C. MAX FIN. FLR 2X4 TOP PLATE PRE-FAB TRUSS 2X4 WOOD STUDS 624' O.C. SLAB NOTI=: 5TUp5 IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16' O.G. OR, NOT LESS THAN 2xb, WHERE SPACED NOT MORE THAN 24" O.G. TYP. INT. WALL (NON-BRG. SCALE: 3/4' = I'-0' FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON J' 0.5.5. SHEATHING OR }' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN. FL 5/8' GYPSUM 5 OR 1/2' HIGH STRENGTH CLG. BOARD SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL TY- PER ELEVATION o.u. �--R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS a 24' O.G. 8' CMU 1/2' GYP. WL. BD. WOOD BASE a e d e e. a A� e H W/ WINDOW OPENING FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON �g' O.S.B. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0' FIN. FLR. a a B TYP. WALL SECTION `IIINO OPENINr3 NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 212 TO LESS THAN 4:12, A 1-STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM SCALE: 3/4' = I' -0' IS REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST BE PER ASTM D226 TYPE II, ASTM D 48ro9 TYPE IV, OR ASTM D 6757 C/WLK AND SEAL LME F SLEEVE FOR GAS LINE CM 1/2, GYP. ILL. W. WOOD BASE III I 2 GAS LINE THRU BLOCK D1 SCAL.E: VC•r-v, FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON J' O.S.B. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0" FIN. FLf'crL 8' CMU — 1/I' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY C-ALv.STEEL L TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT CzALv. STEEL — APPROVAL REQ. VERTICAL TRACK BY MAUF. FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL REQ. CORDER BEAD S' C1,111 SEE STRUCTURAL FOR REINFORCEMENT US P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REa SEALANT i SACKER ROD WEATHER STRIP MOULDING ALL AROUND (BY DOOR MANX.) OVERHEAD DOOR BY OTHERS 3 GARAGE DOOR JAMBS D1 SCALE: 1 1/2"=1'-0" --2X4 SPF 24' O.G. MAX. SECURE W/ (2) 12d NAILS ® EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS }—STRU ALL UPRIGHTS PER \Fly PER STRUCTURAL DETAILS PRE-ENG WD. TRUSS PER ELEVATION GONT. 2x RAT RUN SECURED f STRUCTURAL DETAILS SEE ENERGY CODE FORMS Ft INSULATION R-VALUES PER ELEVATION \ 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH CLG. BOARD • d e - e. a A,a e a M e d'a P K W/ WINDOW OPENING R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL 1x2 P.T. FURRING STRIPS 6 24' O.C. 1/2' GYP. LI SD. WOOD BASE a FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON �6' O.S.S. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE TIP. MTL. DRIP EDGE o.H. 2x FASCIA PER ELEVATIONS VENTED SOFFIT \_PRE-ENG. GABLE TRUSS WEEP SCREED \--2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY CMU 11 0'-0' FIN. FLR. B TYP. WALL SECTION NO OPENING 1-STORY GABLE BLOCK WALL SCALE: 3/4' = I' -O' Note: WALL FENESTRATION FLASHING PER FBCR -103.4 - Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of Water into the wall cavity or penetration of water to the building Reviewed for Code structural framing components. Self -adhered membranes used as flashing shall comply with ® compliance ngin AAMA III- All exterior fenestration products shall be sealed at the juncture with the Univer$Gances;eering building wall with a sealant complying with AAMA 500 or ASTM C920 Glass 25 Grade NS or greater for proper joint expansion and contraction, ASTM C1281, AAMA 812, or other approved standard as appropriate for the type of sealant. Fluid -applied membranes used as flashing in exterior walls shall comply With AAMA -114. The flashing shall extend to the surface of the exterior wall finish. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w W U F R, rn W 4 F A ti StMDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" 160 ARAGE S WING: RIGHT PAGE: DETAILS MPH EXP. ARCHffECT: STATE OF FLORIDA MICHAEL C. ANDERSON AR NO 17305 PRINT TE• 05 21 20 DA SCALE: 1/4.1_11-091 TOP: 2X6 P.T. a CENTER OF DOOR HEADER SECURED W/ (1) I/1' X e' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT- 0 0 "-SECURE 2x4 ONE' IN FLAT TO BLK W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/2' X 8' J-BOLT OR ANCHOR no © 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. 01 l0 NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR (I)BUCK ATTACHMENT D SCALE: IR1•1'-0' 8' CMU )V DRYWALL I'X4" OR I'X2' P.T. NAILER ❑o Ix4 P.T- OR 5Ya'X4' MIN. SECURE THRU FRAME 4 EXTEND 1-Y4' INTO BLOCK ❑ W/ Wit" TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I-Y4' 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 Ya') DOOR JAMB TO BLOCK +3/4 OR +5/4 DAWINDOW TO BLOCK +3 4 OR +5 4 SCALE: N.T.S. 2X4: SECURE TO BLOCK W/ 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. 2X6:® SECURE TO BLOCK W/2-3f&' TAPCONS(MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') — LUIT14IN 8' OF EACH END 4 18' O.G. MAX SPACING. 2 X8: cm SECURE TO BLOCK W/2-W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 18' O.G. MAX SPACING. 8' CMU ❑ )6" DRYWALL 1'X4' "OR 1'X2' P.T. NAILER r-DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-1/2" rn1 WINDOW TO BLOCK +1-1/2" '' SCALE: N.TS. 2X4= SECURE TO BLOCK W/ 3W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y49 WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 15" O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6aw SECURED THROUGH SECURE TO BLOCK W/2--WG,' NON-STRUCTURAL ' TAPCONS TAPCON MIN. I-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y49 8" CMU -' DRYWALL WITHIN S' OF EACH END 4 18' O-C. MAX SPACING. 1'X4' OR I"X2' P.T. NAILER 2 X8:® ❑ SECURE TO BLOCK W/2-:W6' IT3fb' OS$. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT 1 Y4') ATTACH t0 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O.G. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-15/16" WINDOW TO BLOCK +1-15 16" C SCALE: N.TS. 2X4:® 3� SECURE TO BLOCK W/ MI6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT 1).4') WITHIN 8' OF EACH END 4 V O.C. MAX SPACING. 2X6tw SECURE TO BLOCK W/2-3iW6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 _ MIN. EMBEDMENT 1 Y4') WITHIN 8" OF EACH END 4 IS' O.C. MAX SPACING. 2X8c= 3 SECURE TO BLOCK W/2-n(6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8" OF EACH END 4 16' O.G. MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3iW6' TAPGON MIN. I-Y4' EMBEDMENT INTO BLOCK. 8' CMU ❑ )i' DRYWALL I'X4' OR I'X2' P.T. NAILER r-DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Ya') DOOR JAMB TO BLOCK +2 1/4" ��1 WINDOW TO BLOCK +2 1/4" D SCALE: N.T.5. 2X4cm 3� SECURE TO BLOCK W/ (16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X 18' O-C. MAX SPACING. MUST BE ON OUTSIDE 4 2Xbc= SECURED THROUGH SECURE TO BLOCK W/2 -%' NON- STRUCTURAL. 3/W6' TAPCONS TAPCON MIN. I-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT 1') �' DRYWALL WITHIN 8' OF EACH END < 18' O.G. MAX SPACING. 1'X4' OR I'X2' P.T. NAILER ❑2X8cm 3, SECURE TO BLOCK W/2-n6' TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN- EMBEDMENT 1 Y4') POOR JAMB OR WINDOW WITHIN 8" OF EACH END 4 ATTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SWIM AS NE€PEP TO PLIMM JAM (DO NOT 5X=P Ya') DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +T E SCALE: N.TS. 2X4= SECURE TO BLOCK W/ 34W TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X IS" O.C. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® SECURED THROUGH SECURE TO BLOCK W/2-3iW6' NON-STRUCTURAL -Wb' TAPCONS(MIN. SHANK SIZE TAPCON MIN. I-Y4' .145 EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4')4ATTACP ' CMU WITHIN 8'OF EACH EN18' D.C. MAX SPACING.DRYWALL 2XB:®X4' OR I'X2" P.T. NAILER SECURE TO BLOCK W/2D 2X SECURE TO TAPCONS(MIN. SHANK TRUCTURAL MEMBER .145 /(2)12d WITHIN WOF EACH MIN. HEAD SIZE 300ND 4 6' TO 8' O.G. MAX MIN. EMBEDMENT I Y4')OOR CASING WITHIN 8' OF EACH ENDOOR JAMB OR WINDOW 18' O.G. MAX SPACING. TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +3" SCALE: N.T F'.5. 2X4 SECURE TO BLOCK W/Y4' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') NOTE: STRUCTURAL 2X WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4 18' O.G. MAX SPACING. SECURED THROUGH 2X6:® NON-STRUCTURAL SECURE TO BLOCK W/1-1/4' TAPCON MIN. 1-Y4' TAPCONS(MIN. SHANK SIZE EMBEDMENT INTO BLOCK. .145 MIN HEAD SITE 300 MIN. EMBEDMENT 1 Y4') 8 CMU )6° DRYWALL WITHIN 8' OF EACH END 18' O.G. MAX SPACING. I'X4' OR 1'X2" P.T. NAILER � 2X8 ❑ SECURE TO BLOCK W/1-1/4' N6' OS.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 POOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') POOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER 15' D.G. MAX SPACING. MANUFACTURES DETAILS. NOTE. SEAM AS NEEPEP TO PLUME JAM (PO NOT EXC€EPV) DOOR JAMB TO BLOCK +3-7/16' WINDOW TO BLOCK +3-7/16" G SCALE: N.T.S. 2X4:® SECURE TO BLOCK W/Y4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8 OF EACH END 4 NOTE: STRUCTURAL 2X 18" O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® SECURED THROUGH SECURE TO BLOCK W/1-1/4' NON-STRUCTURAL 3iW6° 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 J¢' DRYWALL 18' O.G. MAX SPACING. ❑ 1'X4' OR 1'X2' P.T. NAILER 2X8cm SECURE TO BLOCK W/1-1/4' TV P.T. X 4' MIN. TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 TTACH TO 2X PER 18" O.C. MAX SPACING. MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3 3/4" WINDOW TO BLOCK +3 3 4" H SCALE: N.TS. Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W W U W 0 F V w a F A i ti SLTHDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHffECT: STATE OF FLORIDA MAY 2 2 2020 MICHAEL C. ANDERSON AR NO 17305 05/21/20 1 SCALE: 1/4"=1'-0" 1 SHEET m OI. FOLD INWARD • Pr. A OI. FOLD INWARD • PT. A 2. GREASE . PT. B 3. CREASE • Pr. C DRIP EDGE, OVERLAP 3', EXTEND Rre' BELOW SHEATHNG, MECHANICALLY FASTEN 4' OZ. MAX. OI. FOLD INWARD • FT. A 2. OREASE . FT. B w LA I. FOLD INWARD • FT. A 2. CREASE • PT. B 3. CREASE • PT. C 4. FOLD PT. C OVER PT. B TILL PT. C TOUCHES BOTTOM FLANGE J' THICK, 3 COAT CEMENT PLASTER (FRAME), Ire' 2 COAT CEMENT PLASTER (CMU) WRB LAYER 02, FORTIFIBER BUILDING PAPER (FRAME ONLY) WRB LAYER •I, STUCCO WRAID(PRAME ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP WRB Ate. I Jf ABOVE SHNGLES (FRAME ONLY) EXTERIOR¢ GMU KICK -OUT FLASHNG (SEE DETAIL) WATER TIGHT SEAL FOLD, Ma Mx CUT. 11 KIC KO UT DETAIL WATER TIGHT SEAL (BEND OR GOLDER DO NOT CUT) ROOF CEMENT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES 1/16' ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF_ SPECS.) OR WOOD SHEATHING OR CMU WRB LATER 01, STUCCO WRAP (FRAME ONLY) B" THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMIJ) METAL LATH (FRAME ONLY) LAP WR5 E TAPE OVER ROOF/WALL SCREED 5"X5" "L" TYPE CONTINUOUS GALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS 5 " L" FLASHING N.t.S. DRAINAr_ E fi LANE (LUfR5 LAYER #1, STUCCO UJRAf=) UJRB LAYER #2 (FORTIFi5ER ......— — 5UILDING I APER) !METAL LATH X X X X STUCCO .. < ..; a. . WOOD SHEATHING OR -1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) SELF—ADHESIVE FLASHING; NOTE: 1-IETAL LATH: LATH TO 8E 1=ER SECTION R-103.7.1 / )457"I C-04-1-091 1`1IN. 23 LE35. PER SQ. YARD (UTILIT*' OR NOl„IINAL LATH DOES NOT 1"fEET Universal En9lneenn# �a� #I 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W U W O ti 0. v h W 4 ti A FF ti SXMDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHrrECT- STATE OF FLORIDA MAY 2 2 F, MICHAEL C. ANDERSON AR NO T7305 ,Irac52120aKN a 0 DATE• / / SCALE: 1/4"=1'-0" SHEET LEGEND DRAINAGE PLANE (WRS LATER #1, STUCCO WRAP) WRB LAYER 02 (FORTIFIBER ...... - - 5UILDING PAPER) METAL LATH x-x-x-x STUCCO ..: WOOD SHEATHING OR -7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SELF-ADHESIVE FLASHING - - - - NOTE - METAL LATH: LATH TO 5E PER SECTION R-I03.11 / ASTM C-841-013, MIN. 2.5 LBS. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) STUCCO FINISH 6° SELF ADHESIVE OVER TOP 4 SIDES 7/16' ZIP SHEATHING SYSTEM INSTALLED PER MANUF. SPECS.) OR SELF C-j— WOOD SHEATHING FLASHING WRB LAYER e1, UNIT STUCCO WRAP WRB LAYER 02, FORTIF15ER PREMANUF. DRYER BUILDING PAPER — VENT GAP (SET IN METAL LATH CONT. SEALANT) WOOD _ f.' 1/8' TEXTURED CONSTRUCTION :FINISH • WOOD FASTEN TO WOOD STRUCTURAL SEALANT s: a MEMBER • -1' OL_ MAX TOP 4 SIDES 8, cMU . V TOX' MID -WALL WEEP SCREED DRYER VENT (BLOCK) 6B y44 W WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH WALL 1\ b" SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER — UNDER 'QUICK FLASH' 1----7 F--� NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES A VENT PENETRATION SCALE: N.T.S. ELEC. METEI VERIFY LC AAM=H I v I«Cr= I Y= STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/BACK— ROLL PRIOR TO ELEC. METER INSTALLATION ELEC. METER FIELD VERIFY LOCATION APPLY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOGYANOTE—POLYBLEND FOAM "'r'� "� " �1 T'"" SIMILAR) APPLY A SILICON SASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES 1,. , 1�4— . ,�,...:0 SCRATCH , COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION GUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER 01, STUCCO WRAP WOOD SHEATHING APPROVED HOUSEWRAP BELOW CUT SUCH TPA NO MEMBRANE ENTERS Box, APPLY TO FAc EDGE APPLY E-Z BEAI OVER 60 MIN GRADE 'D, FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS FINISH ® 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 eI STEP '*I APPLY 60 MIN - GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP 5 T E F #3 0 10, 0 STEP "5 OELECTRICAL 9 WRB LAYER e1, STUCCO WRAP MEMBRANE FLASHING WRB LAYER e2, FORTIFIBER BUILDING PAPER 5T E f ELASTOMERIC COATING OVER STUCCO/ G.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH 5T E f' *1(o RECEPTACLE Reviewed for Code Cornpuance Universal Engineering Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 w 0 0 U W o F ti v r7 4 F A ti svBDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHrrECT- STATE OF FLORIDA `ir:! e. ` 2L 2 '27, u�1+ MICHAEL C. ANDERSON AR NO 17305 r �Aam a DATE: 05 21 20 1 SCALE: 1/4"=1'-0" 1 SHEET WA2 LECENT DRAINAGE RLANE (I.URB LATER #1, STUCCO IURAP) UJRB LA,r ER #2 (FORT1F15ER BUILDING 1FAPOR) METAL LATH STUCCO UJOOD SHEATH Ne OR l/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPEGSJ SELF-ADHESIVE FLASHINC3 0 1 dq�CORNER BEAD CORNER BEAD (I=A5TENER 4 SFACING 6 1" O.C.) CMU %11 THICK, 3 COAT CEMENT PLASTER AFFLIED DIRECTLY TO MASONRY (�P BLOCK Reviewed tor Code . Compliance ID Universal Engineering Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W O F ti V 4 F A F� ti SUHDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL• 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHffECT- STATE OF FLORIDA AV L L.4. (.[i MICHAEL C. ANDEBSON AR NO 17305 PRINT 05 21 20 DATE: / / 1 SCALE: 1/4"=1'-0" 1 SHEET 2x6 5U5-5ANp W/1 "x4" NOTCH a END, WRAPPED IN PEEL 4 STICK DRIP EDGE i/5" TEXTURED FINISH -8 WOOD 1/2" TEXTURED FINISH a CMU METAL FL 11 I1 II II I 1 1 2X6 SU5 1 1 / 1 / 1 METAL FASCIA 11 WRAP Ye" FROM 1 STUCCO, 1" FROM 1 WOOD WALL 11 � 1 EXTERIOR WALL 1 (FRAME OR CMU) 11 NOTE: NOTCH FOR 2X6 11 1 ` REMOVED E'rOND ) OFF WALL :CO) > FINISH 'TUBED W/1 "x4" NOTCH IN PEEL 4 STICK WRAP 1 " OFF 15 BAND 2 " L 1/6' TEXTURED FINISH a WOOD, 1/2' TEXTURED FINISH a CMU METAL LATH UJOOD SHEATHING OR CMU LUR5 LAYER el, STUCCO WRAP (FRAME ONLY) WR5 LAYER 02, FORTIRIBER BUILDING PAPER (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 G WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' -m" SCABBED TO TRUSS W/126 NAILS, 6'-S" O.G. MAX. 2x SUB -BAND W/lY"x4" NOTCH w END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL C WALL SUB BAND DETAIL ® WALL W./KIC K— OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/Oz"x4" NOTCN END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY. FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/lY"x4" NOTCH 6 END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY Reviewed for Code Compliance Universal Enginesring Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 w U ti 0. a D3 w a F A SlUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672—ARIA" GARAGE SWING: RIGHT PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 60 MPH EXP. ARCHFfECT: STATE OF FLORIDA 2 MICHAEL C. ANDERSON AR NO 17305 rJML." a DATE: 05/21/20 SCALE: 1/4"=1'-0" SHEET A 6 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802 3591 www.abdesigngroup.com AA #: 0003325 �I a o U W 4 � U my I y1 I yi t h u J 1 V L u{ I CREEKSIDE k PHASE 2 T.OT ZPROJECT 04321200 045R1 oDET. "1672 ARIAg M,'GaARAQE S VfMG: RIGHT GE 1 p R FOUNDATION } PLAN 60 MPH EXP. ARCHrrECT: STATE OF FLORID--n. lzl� -v C. ANDERSON F NO 17305 ;SATE: 05/21/204 a�a ... SCALE: 1/4"=l'.-0" is HEETC s i Z a d 0 yy F a LILJ 00 0 V —j d O� ink 0 Cl) EXT. PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) Z 0 STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL +- p,_0,1 a ' e TOP OF SLAB A III e ' e SEE SLAB SCHEDULE d a 4" CHAMFER (1-STORY) a 6" CHAMFER (2-STORY) SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" EXTERIOR MONO —FOOTING SCALE: 3/4"=1'-0" 2" CAPPED GALVANIZED PIPE W/FLANGE @ BASE 0 ih SECURE FLANGE TO SLAB W/(4) 1/4" X 2 1/4" TAPCONS Z ,.I. STEEL REINFORCING IN GROUTED a i CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS K �I a w, co U W 00 C ¢ I: . O 8' CMU WALL C) M JIB c e SEE SLAB SCHEDULE TOP EXT. PORCH SLAB- I < -4"CHAMFER (1-STORY) W/ 1/2" ISOLATION la '' -e'' 6" CHAMFER (2-STORY) JOINT (WHERE • < i 'SEE SCHEDULE APPLICABLE) z_ ¢' FOR WxD, BAR SIZE AND BAR QUANTITY 2 EXTE IOR MONO -FOOTING GA AGE SCALE: 3/4"=1.0, _.d .a. r _ A - r _ ---_1 I BOLLARD SCALE: 3/4"=V-0" / LAP P PLATE A MIN. OF 48" AND NN W/ 16d COMMON NAILS, 2- WS, 4" O/C BTM. LAP TO OCC11IJR OVER STUD 2x4 OR 2x6 WOO FARING - WALL W/ SYP No 2 UDS SEE PLANS FOR SPACING. INGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLAT OF SLAB VERIFY HEIGHT OF WALL W/ PLAN PROVI/PLATE RO LA Y NAIL IONAL METAL NECTORS NOT QUIRED WHEN NO UPLIFT IS PRESENT. -SEE SLAB SCHEDULE Aa,,n SEE SCHEDULE FOR WxD, BAR SIZE — D BAR QUANTITY INT IOR FOUNDATION OD WALL 9 SCALE: 3/4"=V-0" (NO LIFT) 0 0- j (s NEW REINF. BAR O a Q SECURED W/2,PART d I EPDXY. MIN. EMBED Q J - 8", LINO a � FOLLOW ALL MANF. W Q I SPECIFICATIONS FOR USE AND 4„ PREPARATION OF Z � LU HOLE. J M p.�0 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLITHIC FOUNDATION 1 SCALE:3/4"=V-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS — 8".CMU \ � 7/ +- 0'-0" 0 TOP OF SLAB " �-SEE SLAB SCHEDULE "ISOLATED" COLUMN PAD 4. , CENTERED UNDER WALL AND POURED MONOLITHICALLY WITH • FOUNDATION AND SLAB T SEE SCH ULE FOR WxD, BA SIZE AND BAR QUAN TY rOOT INED EXTERIO MONO- NG ANDI�COL. P SCA :3/4"=V-0" 30" MIN. EACH WAY MONOLITHIC FOOTING s s rT- 'F--f s p P_ FM CORNER BARS, SAME SIZE AS BAR v>I IN FOUNDATION WITH 30" LEG EACH $ ? WAY AT ALL CHANGES IN DIRECTIONS .s SO THAT THE STEEL REINF. IS CONTINUOUS ° MATCH AMOUNT OF CONTINUOUS BARS .'ILL CONTINUOUS STEEL MONOLITHIC ° FOOTING REINFORCEMENT SEE SCHEDULE r WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO MONOLITHIC FOUNDATION CORNER BARS DETAIL SCALE: 3/4"=1'-0 1 AP TOP PLATE A MIN. OF 48" NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM: LAP TO CCUR OVER STUD 2x4 OR 2XDBL. ING WALL W/ No 2 STUFOR SPACINGPLATE TO BE P. OPPLATE SIMPSON BTM AND TOP PLATE ANCHORS W/ 10d x 1 1/2" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d X3" + 0 O TOP OF SLAB e VERIFY HEIGHT OF WALL W/ PLA,,NN� PROVIDE BLO Xrr 15rPLATE TO SLAB W/ KEDGE ANCHOR W/ 2" R SET IN HIGH STRENGTH 5-1/2" EMBED. MIN. @ 16" OC SLAB SCHEDULE a e. d EQ. EQ, SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD WP SCALE: 3/4"=V-9' (WI U P L I POURED LINTEL CONT. (TYP.) 0 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"=V-0" m w a J w Lu w = � U RECESS AROUND GARAGE DOOR OPENING LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS, 4" O/C BTM. LAP TO OCCUR OVER STUD 2x4 OR 2x6 WOOD BEARING - WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE SCALE: 3/4"=V-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 16" O/C STAGGERED ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. -SEE SLAB SCHEDULE FOR NRY SET EV: EQ. L EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE:3/4"=r-0" (NO UPLIFT) ED Reviewed for Code Compliance Universal Engineering Sciences r r 3 a. ca i I ..�� i �SUBDIV. & LC .� CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL 4EAH "1672—ARIA" °,..A.RAd�E SWING. ''il I RIGHT a ,AGE: J i;{ ) DETAILS s I 4� 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA MAY 2 2 2020 -. 1' IWCC', � �. . ANDERSON NO 17,2307,1:5, SATE 05/21/20 ' SCALE:1�4"=1'-0" �l I; SHEET k S1e1 Al 8'- 10" Je IT-O" DOWEL PLAN. SCALE: 1/4" = 11-0" Reviewed for 100d C'mpliance Universal Erigins,01109 ID sciences 2194 HWY AIA, St ITI INDIAN HARBOUR BE FLORIDA 329 37 PH: 321-802-3 59 www.abdesigngro jp AA #: 0003325 04 C'3 E�: 0. E4 , 4 E 07 r4 N Crtea III .1 id CREEKSIDE PHASE 2 15 LOT #45 PROJEC 04321.200/045R1 MODM� 4EAB J "1672-ARIA" ,',Q-ARAOE SW3[ZqC;.: RIGHT TFIACM DOWEL PLAN t60 MPH EXP. ARCHrrEc6r. STATE OF FLORIDJ8, N MAY 2 2 2020 hACHAEL C. ANDERSON AR NO 17305 DATE: 05/21/20 SCAI.E.: 1/4"=l'-O" SHEET S 1. 12 TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK -GROUTED BOND BEAM 4 Z s e d.a e N ° 11 4 a - d zLLI �o 4 d a- Q e 4. a m ' C °17 4' i .4 .'a. Q .4 ° fA_ a . ' HORIZONTAL/VERTICAL REINFORCING SCALE: 3/4"=V-0" EXT- PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) 6" PVC CHASE — THRU FOOTING VARIES PER ELEV. CLEAN OUT REQUIRED FOR INSPECTION 0'-0" FIN. FLR. TIE ERTICAL REBAR TO HORIZONTAL REBAR W 10" HOOK BAR SIZE 48 BAR DIA #3 18" #4 24" #5 30" #6 36" #7 42" d� STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU WALL SEE SLAB SCHEDULE 4" CHAMFER (I -STORY) 6" CHAMFER (2-STORY) MATCH STEEL REINFORCEMENT PER SCHEDULE —SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY _ +- 0'-0" TOP OF SLAB BAR SIZE 48 BAR DIA. #3 18'. #4 24" #5 30" #6 36" #7 42" PVC CHASE THRU FOOTING 4 SCALE: 3/4"=1'-0" REINFORCEMENT PER SCHEDULE NG #5 BARS FEl CMU UNIT DIMENSIONS ARE NOMINAL SIZES OQ MASONRY SYMBOLS �+ SCALE:3/4"=1'-0" Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 14 F w w U d. O F 0. v O F A ti SVBDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" GARAGE s JEXP RIG PAGE: DETAI 60 MPH ARCHrrECT: STATE OF FLORIDA r'i! i t iv,u MICHAEL C. ANDERSON L AR NO 17305 J 'rjMlxq" DATE: 05 21 20 SCALE: 1/4"=1'-0" 1 SHEET S1. 2 FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x l 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON,LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED: 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. _ 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. HEADER SCHEDULE MARK SIZE & DESCRIFrF11 N REMARK Q (2) 2X8 BEAM SCHEDULE gZROM INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / TO.S = TOP OF SLAP ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION f'c (Psi) SIZE WxH' REINFORCEMENT STIRRUPS REMARKS BTM. TOP MID SIZE SPACING 3131 MASONRY 3000 8x8 (1) #5 NIA GROUTED SOLID "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS I SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8 PRECAST & PRESTRESSED U-LINTELS 091111111 SAFE LOAD -POUNDS PER LINEAR FOOT Cj��+. SAFE L OAD SAFE LOAD -POUNDS PER LINEAR FOOT - TYPE LENGTH BUB 04308 1110120 eF1841B WIDOB 1 W24.0 1 WAM 8P8&OB TYPE LENGTH �� RCMU TYPE LENGTH 8FS1r eF1z1r e�1eTT eP2o-tT ��artT e�tt eFsatt eFe.1B eFt2.1B BF78-1B BPffi7B BPaMB 8Pa&1B BP82.1B 81S,t:'r BF122T BFYe-2T BP262T 4PaF2T 8P162T 3'-8' (427 PRECAST 2231 300 8r19 Gies 9W SM 91111112 10051 3W (42' PRECAST 1025 1024 1598 3'$ (427 PRECAST IM 286E 3624 43H EM 8132 70u1 GOOD 4000 8718 7G47 e974 tO8B1 11809 158D 266E 9824 4384 6259 519E 7001 N4)' (4B) PRECAST 1988 =11 2781 887E 4M OW 7034 Blur 4W (48' PRECAST 785 783 13M N-V (48) PRECAST 1303 290E am 301a 46Y5 sm am 2898 450G 0178 7547 8974 10384 11809 19e9 880E 80e0 901E 4670 682E 0079 4'$' (54' PRECAST 1598 1989 2110 2091 3763 4dM 54W 87a4 4'�' ( .� PRECAST 592 591 1073 4'$' (547 PRECAST 1207 2040 2M 887E 4043 4711 5M 210 4V5 0113 7547 M 8672 law —lion 1207 2D40 2M 337E 4M 4711 am Ste' (647 PRECAST 1217 1349 1488 1999 2W 8728 ,suss 4240 5rF' (�� PRECAST 411 411 745 S4' (84' PRECAST 1016 1715pp zrMig M 3998 39M 452E I= um 5W 7547" 10M4,o 1010 Via 2M 2M 3=1 3M 482E 5'-10' (707 PRECAST 108E ,10E 1173 1631 20M 2GW 3009 3470 5'-10' (TO') PRECAST 840 339 818 5-10' (70') PRECAST 909 1wym 25W 3107 3020 4133 w 1451 284E 4a80 7188g0 �74m 7191go B9�po C29 ,687 20BD 7� Slur 8020 4183 8'�' (78') PRECAST 8D8 1236 217T 3400 3031 V07 4899 5001 e'er' (7S') PRECAST 907 721 490 e're' (7e' PRECAST Mgo 1401p0 100�1 29n 2Mm 3=m 3712= 7289 21n 8180 G881 8880 1081prq 71W6ryq 88G 1407 1888 2929 Z190. 82G7 371z 7'-0' (On PRECAST 743 1011 I= 2032 2M M 3191 3M T4' (9n PRECAST 424 634 303 (90P PRECAST 727 108f1pq 1 2827 SM lull 1729 28e1 8898 6881 B487gq 6172eo 72/ ,7a{ 10a4 207E 2420 2027 822s 9'-4' (1127 PRECAST r dBB 1180 1825 2504 SM 2818 eaoz g-4' (112� PRECAST 32$ 612 230 ' (1127 PRECAST 700 11 t474go 1 si57 2800 7a2 1246 1043 2504 3488 4706pp B890gn :1 GB7 B52 me ts" 19BB Z294 4G19 10 8' (1287 PRECAST 476 Gss eeD 1247 2W8 2M 2103 2W 10$' (128) PRECAST 284 401 180 104' (126') PRECAST 680 576 Diego lleem 1401m 17Am 2MIm 64S ,OG2 169a 2OB8 Z781 4764gn G90 8B0 tleow 7472 1789 20N 2948 11'4' (138n PRECAST 382 682 04a 1888 1848 2428 3127 4000 11'-C (136') PRECAST 280 452 154 11'4` (136') PRECAST 474 se4 8W 1037 127 161 1710 502 94G 1850 Is" 2423 8127 4008 494 007 104$q 1374e0 1048 a, 111,6w 2187 44 124r (1441 PRECAST 337 540 V3 1254 1OB4 2193 2E05 350 17-V (144') PRECAST 244 402 137 17-0' (1447 PRECAST 47D 4418 72400 =a 1158M 1 1585 540 m 1254 ,ee4 2,88 280E 855E 470 1 55D a6 1302 15Bgy 1910r1 2076go 13'�' (160') PRECAST 286 471 755 1075 1428 loss 2318 2BB8 13'�' (180) PRECAST 217 324 110 13'�' (180'j PRECAST 415 MM BOY 7W 904 17 1301 90 471 76G 1075 1428 1088 291E 211111113 428 480 7B0 w 11110111m 1410pq 106k0 18B75p 14'-0' (168) PRECAST 279 424 700 100E t328 1897 2127 2NO 14'4' (166' PRECAST 205 203 100 L 14'411' (168-) PRECAST 304 3111111m NO 724 M1 1270 442 706 1002 tan 1897 2121 2M 410 425 7170 1003 1 1582m 1807 14'-V (17(') PRESTRESSED N.R. NR N4 NR NR NR NR NR W4r (178' PRESTRESSED N.R.284 91 14'4r (17W) PRESTRESSED 230 334 m GEO ell 87G M 1131 468 7B3 1970 low 2517 271E 290 905 101 m 980 go 11303m 1516M 173/ 16'-4' (1847 PRESTRESSED N.R. NR NR N4 NR NR NR 3R 15 4' (1847 PRESTRESSED N.R 259 83 16'-4' (1641 PRESTRESSED 724 313 400 e27 M all I4BOpn 1054 412 110 I= 1738 2M 2M 2513 � SW 018 OWN 1240M 1BeBpq 1T-4' (208') PRESTRESSED N.R NR NR NR NR NR NR NR 1T.4' (2087 PRESTRESSED N.R.104 84 Ir-e Mn PRESTRESSED 107 238 406 gq IS1 � 888 po 768 pn M 300 6W M 187E IWO 18W 2047 112 808 ON w 740 , 127, 1478 19'-4' RM PRESTRESSED N.R NR 4R NR Nt NR NR NR 19'.4' (292') PRESTRESSED N.R 148 62 19W M2') PRESTRESSED 182 lee 229 0o M eW w 429 447 w 023 so 647 am 841 847 pq 1 74r w 122Y 2W 420 700 1037 1282 151G 1718 21'r1' (256') PRESTRESSED N.R. NR NR NR NR NR NR NR 21'-e PM PRESTRESSED N.R.125 42 21'4' (258') PRESTRESSED 142 204 807 808 480 see 855 100 3W 598 04a 1114 1350 "a 142 232 373 w 537 g0 721 905 1048 71 0' (9 PRESTRESSED N.R NR N4 NR NR NR NR NR �� (2e49 PRESTRESSED N.R.118 40 -0' (E4h PRESTRESSED IV 1071q 295 a4 M m 402 m 540 m M 1B6 815 560 7B4 ,00 128E 1889 18r 7a8 866 518 seem onilill BB9 24'-0' (281 PRESTRESSED N.R.NR NR rR NR N4 NR 24- Mn PRESTRESSED N.R. 91 33 84'-0' (2881 PRESTRESSED 124 e4 342 a4 as 497 g4 876 120 s80 4e9 B64 ee4 U4 10DZ 127E 124::. 7D2 X 310 m 819 O� 468 5„ W11 BOBpo 707 e7B m (#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE ADDED PERCENT REBAR. (#) THE REDUCTIONS NUMBERS IN FOR GRADE PARENTHESIS 40 ARE FIELD ADDED PERCENT REBAR. -- PRErABT VALUES TAKEN FROM SAFE LOAD TABLES' BY CASTCRETE MAY 2015 EDITION ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE UCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE MINIMUM 4' OF BEARING PAST EACH BIDE OF WINDOW OPENING PRODUCT DIVISION ACCEPTANCE CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE # 19.013013 8F16-1T/0M/0B ♦I ♦ 400 40, ) 041 041 041 1i 041 UNO, PROVIDE BB1 WHERE ii ROOF TRUSSES BEAR, TOP 1 OF WALL EL. 8'-8", UNO. 1 1 1 1 L — — — — — J 1 -- 1 1 i i s 1 1 ' ♦ 1 1 1 1 ♦ ♦ 1 1 ♦� 8RF6- ♦ ; ; I ♦ 1 T/OM/OB r,T IR 40 ♦ 1 a 871E 1 /D1 i/Oo GEES-1T/OM/OB �� 8F8 1 -- - �r LIFT BEAM PLAN SCALE: 1/4" = 1'-0" Reviewed for Code Compliance ID Universal Engineering Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH; FLORIDA 32937' PH: 321,802-3591 www.abdesigngroup.com AA #: 0003325 tv"t ( 0 X IT SLJHDIV. &IAT :;z� CREEKSIDE PHASE '2 LOT #45 i lk--�ROJECT# 04321.200Z045RI MODEL: j 4EAB "1672-ARIA" ;! <iiARAGE SWING x RIGHT E ]PAGE: ;? LIFT BEAM PLAN AND w NOTES 60 MPH !EXP. C `' ARCHff CT �I x I . k1 i1�' f, r� F MAY-2 2 2030 MICHAEL C. ANDERSON g, 46, AR NO 17305 PRINT 05 21 20 DATE: SC AT i ^ SHEET S 2 p •;, � n,?rzSre.p,, wo, NOTES TO THE INSPECTOR/CONTRACTOR 00 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 1#5 BOND 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. PLACE STEEL 3. PLACEIGHT. MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING { �OF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE" A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5 TWO COURSES ARE BOND BEAMS WITH #5 BAR IN EACH COURSE. TYP 8"x16" 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM r �'- #5 CORNER BAR W/ 30"LAP FOR EACH 0� / COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL COURSE OF BOND BEAM / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5 / TOP OF THE LINTEL. j VERTICAL REBAR W/ 10" HOOK / A\� �Q 6811 . LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16"DEEP. 8x16 DBL. BOND TOP OF BEAM W/ (1) #5 BAR a:. BOND BEAM •\O�� $ e EACH COURSE G 8x8 BOND BEAM TOP OF \� WI (1) #5 BAR 80ND BEAM 30" TYPICAL OF 0 F = FILLED W/ GROUT �\� U=UNFILLED GROUT SOLID FROM TOP \0 NOMINAL LINTEL TO TOP OF BOND OF OPENING OF #5'S, IN 2ND BOND WIDTH BEAM. IF FILLED LINTEL. #5 BAR IN BOND BEAM BEAM COURSE ' SEE NOTE 5 Q \� �0 T/ M /O B 8x8 PRE -CAST CONCRETE a —_ice LINTEL Wl (1) #5 BAR (L2) P �IGF NOMINAL LENGTH OF BAR WIDTH OF MASONRY .I CORNER Q HEIGHT #OF#5S,TOP 0 OPENING-2" IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR BEAM DESIGNATION n THAT XFXX - 1T1M/0B INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE 2 SCALE: 3/4"=V-0" REINFORCING OF BOND BEAM AND XFXX-1T/OM/OB INDICATES A SINGLE BOND BEAM PLACED IN LINTEL STEEL L1 REFER LINTEL W/0 A IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS TOP - UNFILLED LINTEL - OF OPENING ...�% UNFILLED LINTEL AND XUXX- 1T/1M/0B INDICATES A DOUBLE BOND BEAM ABOVE AND XUXX - 1TlOM/OB.INDICATES A SINGLE BOND BEAM ABOVE PRECAST HEADER(MIN) DBL. BOND BEAM AT HIGHER ELEVATION 2x4 (MIN 2 X 3) 1-3/16 L TAPCON OR DRIVE PIN (MIN DBL. BOND BEAM SHANK SIZE.145 MIN HEAD AT LOWER ELEVATION SIZE .300 MIN EMBEDMENT 1 c, WINDOW 1/4") 8" FROM EACH END AND 18" O.G. MAX. MIN 1-114" #5 BAR BENT EMBEDMENT AS SHOWN 2x6 (MIN 2 X 3) 23/16 TAPCON 3 �L OR DRIVE PIN (MIN SHANK I All4/� PRE -CAST :°a 1 SIZE.145MIN HEAD SIZE.300 WINDOWe^Q MIN EMBEDMENT 1 114") 8" 701, `1 6 SILL FROM EACH END AND 18" 5. SLOPE O.C. MAX. MIN 1-1/4" d EMBEDMENT 2x8 (MIN2 X 3) 2-3/16 OPEN FACE SHELL SO TAPCON OR DRIVE PIN MIN AS TO ALLOW BENT SHANK SIZE.145 MIN HEAD BAR TO BE PLACED IN SIZE .300 MIN EMBEDMENT 1 i UPPER AND LOWER 1/4" 8" FROM EACH END AND 2X4 SOLID BLOCKING #5 MIN" REQUIRED IN ) SECURE TO SHEATHING W/ I BOND BEAM EACH CELL HOOKED IN 18" O.C. MAX. MIN 1-1/4" p I � MIN 2-12d PER BLK EA END TOP BOND BEAM W/ EMBEDMENT STANDARD ACI HOOK V/ i„ 7/16" OSB SHEATHING CORNER BARS TYPICAL MASONRY WINDOW """WALL I` SCALE:3/4 1'-D' 4 ARCHWAY FRAMING DETAIL AT CORNER STEP SILL CONSTRUCTION F 5 SCALE: 3/4"=V-0" Fl sl k l� v\�i PROVIDE 3" DIA. HOLE IN LINTEL SO THAT VERT. REINF. BAR CONTINUES- ,.� THROUGH LINTEL .� h a I SINGLE #5 CORNER A BAR, 30x30 TURNED UP g FL�O I I OR TURNED DOWN INTO ,[\ STEEL REINF" OF FILLED CELL p + BOND. BEAM P II � I I 8x8 CMU PIER u PROVIDE #5 W/ SINGLE OR DOUBLE REINF BAR(S), AT EACH SIDE SEE PLAN. OF ELEVATION LINTEL. STEEL REINF. OF 'g ENSURE THAT PIER GROUTS BENEATH BOND. BEAM CHANGE L al CHANGE IN ELEVATION OF BOND BEAM �, Reviewed fm Code Cmnpeance Universal Engineed Sreencesn9 SINGLE LINTEL, MULTIPLE OPENINGS F � W ) 4i U R� W oAll � ea E I 0. n; 4 O r=1 Oro � a I Ili <� a s� r^ I, 0 ' a I-, p a FI NI SURD V CREEK IDE PHAS 2 LOT # 45 PROJECT# 04321.200 045R1 MODEL: 4EAB it "1672-ARIA" GARAGE SWING RIGHT PAGE: r DETAILS d G' 60 MPH E R.. F ARCHff ECT STATE OF FLORID MAY 2 2 20`, ICHAEL C. AR NO 170=__ _ r`"ILAN A DATE: 05 21 20 SCALE: 1 /4"= V — 0 SHEET Ste IA FRAMING NOTES 1.. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x1 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 HILTIX-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" 0 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 / UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2x6 BTM CHORD (MIN,) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOIDCONFUSION AND MISTAKES. 3. TRUSS COMPAN Y / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING 6, TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAS F 8" FROM THE CENTER OF THE COLUMN. GIRDER/TRU S TRUSSES W12X4 BOTTOM CHORD W/2X6 BOTTOM CHORD 2x4 SCAB NAILED TO DIAGONAL TRUSS BOTTOM ENDJACK BRACING/BOTTOM CHORD W/MIN (4) 10d CHORD BRACING :RE APPLICABLE NAILS FOR EACH A CHORD CONNECTION A DISSIMILAR BOTTOM CHORD BRACING @ END TRUSSESWl2X4 GIRDERITRUSS TRUSSESW/2X4 BOTTOM CHORD W/2X6 BOTTOM BOTTOM CHORD CHORD BRACING DISSIMILAR BOTT A CHORD 2x4 SCAB NAILED TO TRUSS BOTTOM CHOIR W/MIN (4) 10d NAILS FOR EACH CHORD CONNECTION LING 0 MID RUN BRACING/BOTTOM CHORD BRACING. CONNECTOR SCHEDULE I ICONTROL DATE: 01/27/2020 MiTek USE SIMPSON MITek USP SIMPSON DES UPLIFT GRAVITY DES. UPLIFT GRAVITY FASTENER FAS ENER. HTA 16-18 1625 META-16 1450 (8)10d X 11/2" 1-PLY; (7)16d 2-PLY, EMBED 4" (a)' Od x:11/2 1 PLY, (6) 16d 2-PLY; EMBED 4' (2)H7A 16-18 2430 (2)META-161985 (12)10dx 1112"1-PLY, EMBED 4" (10)10d x 11/2 1PLY, EMBED 4" PTA 16 1870 HETA-16 1810 (10)10d X 11/2"; (8) 16d 2-PLY EMBED 4" 1 (9) 10d x11/2 1-PLY, (8)16d 2-PLY, EMBED 4" Hi 20 1870 HETA-20 1810. (10)10d x 11/2 (8)16d 2-PLY, EMBED 4" 1 (9) 10d x11/2 1-PLY, (8) 16d 2-PLY, EMBED 4" (2) HTA-20 2430 (21 HETA-20 2035 (12)10d x 11/2 1-PLY. EMBED 4 (10)10d x 11/2 1PLY, EMBED 4' 2500 (10) 16d 2-PLY, EMBED 4- (12) 16d 2-PLY, EMBED 4 } a LUGT-2 1655 LGT-2 18S5 BLK (5) 1/4' x 3 Wedge-BOR+Anchors, WOOD (16) 10d (7j 1/49x 21/4 TITEN WOOD (16)16d LUGT-3 3380 LGT3-SDS2.5 3480 CONC (4) 3/13X 5 Wedge-Bolt+Anchors, WOOD (12) WS25 (12) SOS 1/4".3" TO GIRDER, (4) 3/8" x V TITEN NO TO WALL DHTA-20 2430 DUAL-20 1 2480 (16) -10d x 11/2, 1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE (18)-10d x 11/2, 1 PLY ALTERNATE USE OF (2).HETA-20 ACCEPTABLE MUGT15+. 3945 MGT+ 3965 11)5/8"A.TR IN HIGH STRENGTH EPDXY (MIN, 12" EMBED),(22) 10d TO WOOD) (1) /8"A.T:R IN HIGH STRENGTH EPDXY (MIN. 12" FM BED).(22) Ind TO WOOD HUGT2+ 9575 HGT-2+ 10690 WOOD {8)10d, MASONRY (2)3/4'hT.R (2) /4"A.T.R IN HIGH STRENGTH EPDXY (MIN. 12" EM BED), (16) Ind TO WOOD HUGT3+ 9860 HGT-3+. 10690 WOOD (8) 10d, MASONRY (2) 3/4 A.T.R (2) /4"A.T.R IN HIGH STRENGTH EPDXY (MIN. 12'EMBED),(16) IOd TO WOOD LPTA 1510 PARALLEL TO WALL 1470 PERPENDICULAR TO WALL LTA2 1210 PARALLEL 1210 PERPENDICULAR wnu TO WALL TO (10)10d x 112' 1 / (10)10dx - 1-1/2" . MUGT15 3945 VGT 4940 (1)5/8"A.T.R. I N HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) 10d TOP/E)ld,d FACE/(12) ILI BACK OF TRUSS (1) /9" A.T.R. IN HIGH STRENGTH EPDXY (MIN, 12 EMBED), (16) SOS 1/4"x3" HUGT 1 9575 (2) VGT 71M (2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED(, (8)10d (2) /8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED(, (32) SDS 1/4'x3" MTW 12 965 MTS-12 990 (14)10d x 11/2", (14) Ind 1 (14) 10d X 1112" HTW 16 1355 HTS-16 1310 (16)10d X 11/2 (16)10d (16) 10d X 1In HTW 20 1355 HTS-20 1310 (24) 10d X 11/2",(20) Ind (24)10d X 11/2 HTW 24 1355 HTS-24 1310 (24) 10d X 11/2",(20) lod (24) 10d x 11/2 LSTA 12++ 930 LSTA-12++ 925 (10)10d (10110d. LSTA 18++ 1235 LSTA-18++ - 1235 (14) lUd - (14) 10d MSTA-18++ 1310 MSTA-18++ 1315 (14) 10d (14) 10d MSTA-24++ 1640 MSTA-24++ 1640 (18) 10d (18) 10d - 1/y� MSTA-30 « 2065 MSTA-30++ 2050 122) 10d (22( 10d MSTA-36++ 2D65 MSTA-36++ 2050 (26) 10d (26 10d KST1286 2765 MSTI-36 3800 (36)10d X'11/2 (3610d X 11/2 KTS1248 5105 MSTIL48 5070 (48)10d X 11/2 (45 10d X 11/2 LFTA6 980 H6 1055 (16) Bid x 11/2", (16)Sch (3) d TO PLATES, (8) 8d TO STUDS ' SPT4 875 SP4 825 (6)10d TO SPUDS 16110d TO PLATE (6) Od x l l/2 TO STUDS "Ev MP34 5251N Fl @ 160% A34 430 (4) 8d x 11/2 TO BEAM, (4) Ed x 11/2 TO POST (4) Id x 11/2 10 BEAM (4) Sol x 11/2 TO POST HHCP2 680 HCP2. 590 (10)10d x 11/2 TO TRUSS, (10)10d X 11/2 TO PLATE (12) 10dX 11/2 RT16A 1020 H10A 1040 (9)10d x.11/2 TO TRUSS, (9) 10d X 11/2" TO PLATE (18) 10d X 11/2 MUGTIS&PHD4A 4175 VGT&HOW 4940 (28)10d TO TRUSS, (10)'WS3 WOOD. SCREWS TO POST W/ 5/8' ROD,, (16-SDSQ/4'a3"TO WOOD,(10}SDS V4".21/2"W1 THREADED ROD, (2) NUTS/WASHER/2 PLY MUGT15 & PHD4A 4175 VGT & HD7B 494U (2S)10d TO TRUSS „(10) WS3 WOOD SCREWS TO POST W/ 5/8" THREADED RODI (16 -SOS 1/4"x3"TO WOOD, (3) 1/4" STUD BOLTS W/ THREADED ROD, 12) NUTS/WASHER/2PLY PAU44 2535 6775. \. ABU 44Z 2300 7750 (1)5/8"A.TR. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONIC, (12) 16d TO WOOD (1) /8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12) 16d TO WOOD. PAU66 2455 16005 ABU 66Z 2190 18205 (1)5/8"A.TR. IN HIGH STRENGTH EPDXY, (MIN. EMBED) IN CONC,(12)16d TO WOOD (1) /8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC.,(12)16d TO WOOD LTS19.+++ 1205 LTT19+++ 1310 1 (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONC., hH10d 19 WOOD 111 /4". A.T.R.IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC, (8)10d TO WOOD LTS20B +rv> 1100 LTT206 +++ 1500 (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC., (10)10d> 1-1/2 TO WOOD (1) /2" A.T.R IN HIGH STRENGTH EPDXY, (MIN 7 EMBED.) IN CONC., (10) lod TO WOOD HTT45 4160 HTT4 4455 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. P' EMBED) IN CONIC., (18)16d xi 21/2' (1) 5/8` A.T.RIN HIGH STRENGTH EPDXY (MIN 7 EMBED,) IN CONC., (25)16dX 21/2" HTT45 5005 PITTS 5090 (1)5/8"A.TR IN HIGH STRENGTH EPDXY (MIN. T' EMBED) IN CONIC,(26) 16d 2112' (I) /8" A.T:R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED,) INCONC.,(26)16dX21/2- UPHD11+ - 14395 2.5 Q -SDS 11810 IT) T' A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED) IN CONIC, (24) WS3 WOOD SCREWS (1) 1` A.T.R. IN HIGH STRENGTH EPDXY, (MIN.. 10" EMBED.) IN CONC.; (24) SDS Y." x 211 WOOD SCREWS PHDSA 6525 HD78 6645 (1) 5/8" A.B.IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONIC (14) WS3 WOOD SCREWS (2) /8"A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (3) 3/4-STUD BOLTS TO WOOD TDXB' 7870 (1) 7/8" A B, IN HIGH STRENGTH EPDXY, (MIN..7" EMBED) IN CONIC. (3)7/8". STIJD BOLTS TO WOOD NFM35ffi2U 2580 7130 MBHA 3.56/11.25 3475 5330 (1)1/2"'. J-BOLT W MIN 6" EMBED& NOT LESS THAN 4" FROM EDGE OF CONIC W/ 3/4" DIA ITW RAMSET/REDHEAD DYNA BOLT SLEEVE ANCHOR OR EQ W/MINI.$"EMBED INSTALLED IN FACE. (14110d AT IOIST (1) EPDXY. 3/4 A.T.R IN HIGH STRENGTH EPDXY, (MIN 6.75" EMBEDMENT) IN C.M.U. TOP, (1) 3/4" A.T.R IN HIGH STRENGTH (MIN, 6 75" EMBEDMENT) IN LM.LL FACE, (18) lUd TO BEAM N HUS4121F 3615 2710(100%) HUSU12 (WOOD) 3435 2635(1001. (10) 16d TO H EADER,(10) 16d TO WOOD (10 16d TO H EADER,(10) 15d TO WOOD 3325(125%) 3220 T25%) W HD4101F(CMUI 1950 3080 HUC410 (CMU). 1900 4500 (18)1/4""x3 WS3 SCREWS, (10) Ind TO. WOOD. USP (20)3/16"TAPPER+(10)10d TO WOOD (181/4x 2-3/4 TITEN IS PER FLANGE)TOCMU,(10) 10d TO WOOD: H0210-21F(CMU) 1950 30W HUC210-2 (CMU) 1800 4500 ,W000. (18) 1/4"" x 3 WS3 SCREWS, (10)10d TO USP (20)3f16"'.TAPPER+, (10) 10d TO WOOD (181/4'x23/4 TITEN (9PER FLANGE) TO CMU,(10) 10d 70 WOOD: HO230-31F (CMU) 2795 5015 HUC210-3 (CMU) 1800 '(18)1/4""x3 4500 ASS SCREWS, (10) 10d TO WOOD. USP (2013/16.TAPPER+, (10)10d TO WOOD (18 1/4 a 2-3/4 TITEN (9 PER FLANGE) TO CMU, (10) 10d TO WOOD LGU1262 2125 6065 LGUM26-2-SDI1430 5595 (4)3/8"X4"Wedge-Bdh+ Anchors, WOOD (4) WS3 WOOD SCREWS 1 (4) /8 x 4 TITEN HD ANCHORS(2 PER FLANGE)TO CMU,(4)1/4X2-1/2 SOS SCREWSTO WOOD 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W1(2) 16d COMMON NAILS& SECURE TO BM. W/ SIMPSON LTA2 USED TO ti✓j v U U BRACE TOP OF WALL. CJ1X_r--11—tir--_1r--tt- EJ7 III II LU III II I CJ3 HILL]11 1g uW uW n n n u II u u u u n _T 1 II 131 I I II II II II II II II CJ5 ItII II II II ATTACH 4'-0" LONG 2x SCAB TO TRUSS W/ 10d NAILS @ 6" O.C. I=�-._m m u n I �n u u u — (4" FROM EA. END) II II GT U U U 6 A5 U O H A4 o tiq Z p fr��__= A2 = --- c9 m ABRICATED ROOF o 24.0.C. MAX Tj Lj O h _, . ----- ---- — — r� I I I 0 tl -�.r�.: 1 ATTIC (I ACCESS I_ o A3 1 A4 1 A5 id — — — — — — A7 A9 = 1A 1A — GTE 1 — — - A11G 1A 0 CJ5 5, _—..�. — s' II II mII ]IIof II > ,— I — 4 as II II WII�II > �1A _ ED — CJ3 = II II II II _ 1= _ = 7 CA II II II II II \ L— 1 _—L_A_L./ --L —1 _ Co U w (D 0 FRAMING PLAN SCALE: 1/4" = V-0" MTA9.1 CA CJ3 a Reviewed for Code Compliance Universal Eng(raiering Sciences G a 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 vuww. a bd esigngrotap. com AA # 0003325 3T:�zt'A"a3P.. .,., .C'.'�.:�.'mSm1, lse'STr:�x,iV�Ev,xd..,• CREEKSIDE PHASE '2 LOT #45 w PROJECT# 04321.200%045R1 1 :MODEL : 4EAB "1672- ARIA" I I,L'vARAGE SWING ; << RIGHT PAGE: 1 II FRAMING PLAN 160 MPH E),�1�° ARCHrrECT- /S/T�)ATE {O/ F FLORIDA k MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 05 21 20 SCALE: 1/4"= V - 0" SHEET S 3 ENGINEERED WOOD TRUSSES- PLYWOOD SHEATHING, SEE @ 24" GUC, SUBMIT SHOP "ROOF/WALL/FLOOR DRAWINGS FOR REVIEW SHEATHING A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH AND APPROVAL FASTENER SCHEDULE" (9) 10d x 1 2" NAILS TO TRUSS PLYWOOD SHEATHING, SEE (1) SIMPSON HETA16 "ROOF/WALL/FLOOR TRUSS', ANCHOR WITH # 1100 UPLIFT SIMPSON B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH NOTE: A PT SYP #2 2" x4", HTSM20 W/10 10d TO SHEATHING (12) 16d x 1 J' NAILS TO TRUSS (9) 10d x 1 z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED TRUSS AND (4) 1/4" x 2 1/4" DBL STRAP 1 EACH SIDE WRAPS UP AND FASTENER SCHEDULE" GIRDER. PROVIDE 5 W/ 10d NAILS; 2 ROWS, 3 TITEN 2 ANCHORS TO OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE CONT POURED LINTEL {16) 10d x 3 " NAILS TO GIRDER AND MENT. USED IN ADDITIONAL PLY MAX. TO C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH EMBED NOTE: APT SYP #2 2" x 4", a CONJUNCTION WITH ACCOMMODATE GIRDER; # 1900 UPLIFT (2) SIMPSON 6", 8' x 4'-0" MAY BE ADDED HEAVY,UPLIFT TIEDOWN REQUIREMENTS. HTSM20 INSTALLED ON PRE-ENG TRUSS (2) SIMPSON HETA16 TRUSS ANCHORS W/ 10d NAILS 2 ROWS, 3" CONNECTOR OPPOSITE FACES OF WITH (12) 16d x 3 2" NAILS TO GIRDER 0/C TO FACILITATE ONE BLOCK WALL W/10 10d TO ADDITIONAL PLY MAX. TO A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN TRUSS AND (4) 1/4" x 2 1/4 ACCOMMODATE TRUSS ,; TITEN 2 ANCHORS TO 1x2, 2x WOOD FASCIA CONTINUOUS BOND BEAM SEE ARCHITECTURAL ANCHOR REQUIREMENTS. WITH (4) �'x 5" TITEN HD TO CMU AND (12) SDS 2x SECURED W/ (3) 16d Ii ' 4' x 2 -1" TO GIRDER CONT POURED LINTEL GALV. COMMON NAILS. ENGINEERED WOOD B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH 1x2 SECURED W/ 10d TRUSSES @ 24" O/C,: WOODFASCIA (2) Z' x 5" TITEN HD TO CMU AND (18) SIDS 4' z i GALV. COMMON NAILS a SUBMIT SHOP DRAWINGS SECURED�WT NAILS. URAL OTO GIRDER N FG TO CMU AND (D SDS a x H 12" O/C FOR REVIEW C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH AND APPROVAL 2 " x 1" 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV COMMON NAILS B AM ENSURE THAT CELLS ARE GROUTED MASONRY BOND BE 12" O/C SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS SEE SCHEDULE A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) B ALL WABLE UPLIFT = 4725 LBS (2 PLY MIN) TITEN _ANCHORS MIN. C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN) 2" COVER & 2" APART TYPICAL TRUSS/ REPAIR OF MULTIPLE 1a 1b 1c GIRDER CONNECTORS) SCALE 3!4"=''-° 2a 21J 2c TYPICAL ROOF SCALE,3/4"=1'-0" 3 MISPLACED 3EMBEDDED TRUSS ANCHOR GIRDER CONNECTOR(S) ) (2) 2X4 No.2 SYP DIAL. 2x4 BLOCKING BETWEEN BRACE Wl (3) 12d @ EA TRUSSES WHERE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT �; I COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING U-0" TO 30'-0" (1) "1 BRACE SEAMS) 30'-1" TO 60'-0 (3) "1 BRACE SECURE 2x8 PT. PLATE I' (2) "X"BRACE DIVIDED EQUALLY ANCHOR BOLT WA2" GI ,ya 6'-0" MAX W/1X4 FROM CENTER TO END. j (1) "X"BRACE @CENTER @ ( ) WASHER SET IN HIGH v v 2x WOOD FASCIA, OR 10'-0" MAX (W/2X4) STRENGTH EPDXY 6" Ci SEE ARCHITECTURAL MIN. EMBED. AT 32" OC � MAX. ( P.T. PLATE W% 2dOs 8x8 1x4 DIAGONAL PRE-ENG GABLE TRUSS g BTM. CHORD STIFFBAS PER O.C. MAX ACK BRACING. SEE ( PLAN FOR LOCATION AS ENG) CONT. 2x4 SECURED W/j b j U a MAY NOT BE (2) 101 @ EACH TRUSS j a REQUIRED TO BE INSTALLED @ 10'-0" O.C. MAX. o BTM. CHORD OF WOOD ROOF TRUSSES NI 4 �+ SEE SCHEDULE FOR BOND BEAM REQ. a I I i �i 1x4 BTM. CHORD BRACING 6-0" O/C END WALL OR OTHER p MAX., OR 2x4 BTM.CHORD BRACING ENO TYPE CONDITION, IF 1 U-0" O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN 7 COMMON NAILS AT EACH CHORD BLOCK WALL W/ GABLE END L NTERSE¢TIONTYP. BTM. CHORD BRACING P RE-ENG'D TRUSS SCALE- 3/4 NOT USED >! 6 SCALE: 3!4"=1'-Q" I , 4 THE USE OF ALTERNATE MATERIALS MAY BE bv HOLE EDGE >5/8" ° NOTCHDEPTEUSED SO LONG AS THEY CONFORM TO THE EDGE q ER FOLLOWING �' HOLE DIAMET < 2/5`D SGL. STUD 1 OUTER 113 OF 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS v SPAN ONLY A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS r EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES HOLE EDGE >5/8" AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND , ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE OtI SUBJECT TO F1 AND F2 FORCES. BTM. HOLE DIAMETER PLATE < 3/5`D DBL. STUD ti " }j STUD NOTCHING NOT USED ALTERNATE MATERIALS NOT USED 1 SCALE 3/4"=,'-0' AND BORING LIMITS 9 10 ae�,eWeaiacoae ,k Universal Engerreerinq SCALE: 1 1 /2"=1'-0" Sciences %X o 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W W U 0 a C4 O F A C;REEKSIDE PHASE 2 I- LOT #45 ROJECT# 04321.200 045R1 :MODEL• 4EAB F "1672—ARIA" GARAGE SWING: RIGHT F-'4AGE: F k l ry DETAILS ild Fld PH EXP.i ARCHITECT STATE OF FLORIDA MAY 2 2 2020 F1 MICHAEL C. ANDERSON AR NO 17305 �1�RINT DATE: 05021/20 W SCALE: 1/4" V-0" SHEET ( S3.1A PRE-ENG GABLE TRUSS— 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE f0 BLK- W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 T PLATE W/ 12d's 8" O.CMAX I i PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN CONC. POURED` LINTEL COURSE CONT. 2x4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. GABLE END BRACING W/ PRE—ENG GABLE TRUSS @ CMU WALL SCALE: 3/4"=1'-0" ED Revieweda Code Compliance Universal Engineering Sciences C li.. I I a� Ift 4 ry Z, S w u } *f `� S8e LOT: CREEKSIDE In PHASE 2 LOT #45 !a PROJECT# 04321.200 045R1'. MODEL• 4EAB "1672—ARIA" 1GARAGE SWING: RIGHT k± PAGE: a° DETAILS 3 60 MPH EXP. ARCF°IITECT: A STATE OF FLORIDA ;i4 - MAY 2 2 2024. MICHAEL C. ANDERSON AR NO 17305 J � PRINT �b DATE: 0 3/21/20 SCAT :1/4"=1'-0' EiEET S3. 1 B IpPpppppp QQQpppppp (2) 2X4 No.2 SYP DIAL. 2x6 OUTLOOKER @ 24" O.C- ppppVQpQQ BRACE W/ (3) 12d @ EA. SECURED W/ SIMPSON H10A 'ITCR SPACING (1) AT _ACH END pp11ppp�QA TRUSS (DIAG. BRACE TO VTCR AND 6'-0" O.C. MAX. COVER 5 TRUSSES) 2x SUB -BAND -- 0'-0" TO 30'-0" (1) "X" BRACE 3&4' TO 60'-0 (3) "X' BRACE (1) "X" BRACE @ CENTER (2) "X" BRACE DIVIDED EQUALLY PRE-ENG GABLE TRUSSSTIFFBACK AT ALL IInII ppI Iii ]I FROM CENTER TO END. UPRIGHTS OVER 4'-10" HIGH I I ppppppppp !AR PFR TRI IRA FNO; a PLYWOOD G. SEE /WALL//FLOOR ROOF SHEATHING I FASTENER SCHEDULE L SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. CONNECTION PER 9 2x WOOD FASCIA TRUSS MFG. /ENG SEE ARCHITECTURAL SE 2x SECURED W/ (3) 16d EERED WOOD SIDE VIEW GALV. COMMON NAILS. TRUSSES @ 24" O/C. 1x2 SECURED Wl 10d SUBMIT SHOP DRAWINGS R`UN_ GALV. COMMON NAILS FOR REVIEW CONT. 2X4 RAT 12" O/C AND APPROVAL SECURED W/ (2) 12d's @ MASONRY BOND BEAM EACH TRUSS SEESCHEDULE GABLE END PRE-ENG'D TRUSS PRE-ENGINEERED 1 SCALE:3/4"=1-0" W/ HIP RETURN VALLEY TRUSS CONNECTION 2 SCALE: N.T.S. ® Reviewed aCode Compliance Universal Engineering sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 Fes. W U W 0. ti V O F A Ev ti SXMDIV. & LOT: CREEKSIDE PHASE 2 LOT #45 PROJECT# 04321.200 045R1 MODEL: 4EAB "1672-ARIA" GARAGE SWING: RIGHT PAGE: DETAILS 60 MPH EXP. ARCHffECT: STATE OF FLORIDA is"" 2 n 1`7"9i MICHAEL C. ANDERSON AR NO 17305 rZQ1.ZWi DATE: 05 21 20 SCAT :1/4 1'--0"' SHEET S3oIC a � "A" X GAELI:. END HIP ROOF ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 67.16 PSF (77.16) "A"= 4'-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT 0.18 ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" O.S.B. OR 1/2" CDX EXT. PLYWOOD, FOR CEMENTITIOUS TILE AND METAL ROOFING: USE 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 W/ IN 4' OF GABLE END. I A ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN. CIA. SHANK TENSILE STIR. SHANK Bd RING SHANK, 2 1/2" 0.120" 170,000 RING SCREW SHANK (16-20 RINGS PER INCH) 8d SCREWSHANK 21/2" 0.120" PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4' 2. INTERNATIONAL STAPE, NAIL &TOOL O.C. MAX. IN FIRST2 FRAMING ASSOCIATION (]SANTA) ESR-1539 SPACES AT EACH END. RAFTER OR TRUSS -- ROOF SHEATHING EXTERIOR SHEATHING USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7116" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. 8d RING SHANK GUN NAILS @ 4" O.G. TOP & BOTTOM EDGES @ U) J J Z • Z Z) (D W E: . Y Z Q n Z — U d W Z z z aD Y Z C7 z 00 m QD Z W z CD 7)o (j W Y @ z 2 U �O O v z W J Y Z Q, W W 2E C UU w wv'Uc3 U H U W 2 O 00 W co z n BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING 8d RING SHANK GUN NAILS �a 6" O.C. IN FIELD TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEATHING (O.S.B. I U tlt J I KUU I UKAL. UKAUt) C8d RING SHANK GUN NAILS @ 12" O.C. IN FIELD or 8d x 2 1/2" SCREW SHANK PNEUMATIC SCREW -NAILS @ 12" 0.6.1N FIELD J\ FYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33. MAXIMUM AGGREGATE SIZE SHALL BE 3/4" STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: ARCHITECTU AL, MECHANICAL', ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4". ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-1 4 BUILDING CODE REQUIREMENTS II Q - S ETC. SHALL BE SOUTHERN PINE NO. 2 OR BE - CRIPPLERS SILL BETTER. Fb - 1100 PSI AND AMODULUS OF FOR STRUCTURAL CONCRETE, ACI 53013/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON PROVIDE 6-MIL. CONTINUOUS POLYETHYLENE VAPOR BARRIER ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COLD -FORME D STEEL STRUCTURAL MEMBERS2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE, PRESSURE TREATED PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES .SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM ALL DETAILSIAND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORMWORK: CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, FORM-WQRK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPT WHERE DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347, W/ DOT SHALL. BE HOT DIPPED. GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. CONTAINS MORE THAN W OF HEARTWOOD. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOTSCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS, TO THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS OF THE WORK ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL. DEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. SYP #2 THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT: CONTACT WITH CONCRETE. SEATPLATES SHALL BE PROVIDED SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. DURING ERECTION. TEMPORARY THIS WORK1NCLUDES THE ADDITION OF NECESSARY SHORING,SHEETING, BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WTH THE ACI WOOD TRUSSES: TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE THE CONTRA TOR'. SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION SUPPORTED WITH 2'"CHAIRS SPACED 3'-0" OC, EACH WAY. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND REQUIREME TS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA, SEE NOTED FOR SHOP DRAWINGS. DO NOT SCA4 E DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036 AND BE MANUFACTURED FROM STEEL TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 MEETING THE REQUIREMENTS OF ASTM A446, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. 'DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION, HORIZONTAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPI/WTCA BCSI1": AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED ROOF: IVE LOAD FLOOR: LIVE LOAD 140 psf 20 psf. TOP CHORD -non-concurrent REVIEW. WOOD TRUSSES. TYP. MIN LAPS SHALL BE A5 FOLLOWS: #4 BAR - 25" #6 BAR - 36" 10 psf BTM CHORD -non-concurrent ' #5 BAR - 30" #7 BAR -'42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR PEADLOAD DEAD LOAD FOR ADDITIONAL INFORMATION. -. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982 15 psf TOP CHORD 20 psf TOP CHORD (1 (7 psf w! ASPHALT SHINGLES) (10 psf w/ No GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS 10 psf BTM CHORD 5 psf BTM CHORD E WALL AT THE TOP AND BOTTOM WITH THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE EAD LOAD TO RESIST WIND UPLIFT: 1 Dpsf MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAW NGS FOR ALTERNATE CONNECTION DETAILS AT BALCONY LIVE LOAD 60 psf WALL. TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. STAIRS LIVE LOAD 40 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING WIND: ASCE 7 10 SPEED -17) MPH 3- SECOND GUST (ASCE 7-10(FBC R2017) EXPOSURE C, RISK CATEGORY II) ,. .INTO INTERSECTING WALLS AND HOOK AT ENDS STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY &ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LIVE LOADS UNINHABITABLEATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED LAYOUT, SPANS & ALL TRUSS/HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT STORAGE: 2 psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED. STAIRS: 30psf, BALCONIES (EXTERIOR) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED. ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE AND DECKS* Opsf,',GUARDS .AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50psf, PASSENGER WITHOUT THE APPROVAL OF THE ENGINEER.: STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM:. 40psf, SLEEPING ROOMS: 30psf, STAIRS: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION 40psf MASONRY:. PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE LICENSED PROFESSIONAL ENGINEER. SHOP DRAWING REVIEW: "SPECIFICATION MASONRY STRUCTURES" (ACI 5301 ASCE 51TM5 402, BUILDING CODE REQUIREMENTS FOR THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS OF THE CONI RACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY PUBLISHED BY. THE MASONRY STANDARDS JOINT COMMITTEE. PROVIDED BY THE TRUSS ENGINEER. COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH ELEVATIONS,, DIMENSIONS, ETC. .THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT ALL SHOP D AWINGS SHALL BEREVIEWEDBY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR DRAWINGS S JBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE ALL TRUSS TO TRUSS CONNECTIONS. OF REPRODILCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS)ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER.. IN ALL INSTANCES, THE CONTRACT ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN, THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" WRITING BY HE ARCHITECT: .. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. FOUNDATION/ SITE PREPARATION: TYPE' M OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING .PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS EXCAVATION AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED, REMOVE MORTAR. PROTRUSIONS THAT EXTEND INTO MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREATALL CELLS TO BE FILLED. SOIL FOR TERMITE PROTECTION. FILL CMU CELLS SOLID WITH.GROUTAT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE OWNER HALL RETAIN THE SERVICES OF AN INDEPENDENT .CEO-TECHNICAL'ENGINEER TO VERIFY REINFORCING.. SUCCESSFUL. COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE GEO-TECHNICAL AL 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 DEGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY HE GEO-TECH:. ENGINEER, THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE CONCRETE' SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM CONCRETE SHALLACHIEVE - MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS : A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy = 35 ksi. TUBE AND PIPE 2,500 P I REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WTH DOUBLE -NUT LEVELING. ALL - CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM A325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT, BOLTS SHALL CONCRETE PLAEMENT CONCRETE SLUMP SHALL NOT EXCEED 5"+/- PRIOR . TO THE ADDITION OF PLASTICIZER. BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN. CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS DELAY IN SUCH HAT A BATCH IS HELD FOR LONGER THAN 90.MINUTES, THE CONCRETE SHALL NOT BE PLACED IT SHALL BE THE RESPONSI8ILIT OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE ABOVE, REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS: A. 3" FOR C ONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS)',: B. FOR CONCRETE EXPOSED TO EARTH AND/OR WEATHER, 1-1/2" FOR #5 AND SMALLER 2"FO #6 AND LARGER C .FOR CONCRETE NOT EXPOSED TO WEATHER 3/4" FO SLABS, WALLS AND JOISTS ' 1-112" F R BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE F WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS iI 1x2 PT FURRING TO CASE HARDENED COIL GARAGE DOOR BUCK 1/4" ElkTAPCON MASONRY 112" EMBED., 4" END DIST., MASONRY / CONC. NAIL 1 112" LONG 8" O/C TO MASONRY/CONC NO WASHER FASTENER 8" O/C 1 1/2" EDGE DIST. SGD CAHARDENED COIL 9"GE DID WWI MDODOORI FASTENED EN GARAGE DOOR BUCK 12 DIA. W/ 4" EMBED_ 4" END DIST, PT SEE NOTE SS NAIL LONG STAGGERED INTO MASONRYICO TO MASONRY/GONG WASHER EXPANSION BOLT 24' O/C E 3" EDGE DIST . WINDOW BUCK CASE HARDENED COIL 9°o/C WINDOW/DOOR/FASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR SPACING ix PT, SEE NOTES NAIL 1112"LONG STAGGERED INTO MASONRY/CONC. 'MASONRY/CONC. REQUIREMENTS REQUIREMENTS J .EXT. SWING DOOR (2)3/16"DIA. "TAPCON" 11/2"EMBED. 8"END. NON-BEARI NG WOOD 12"". EXPANSION 4" EMBED, 4" END BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER 18 Q/C DIST., 1 1/2" EDGE DIST. WALL TO GONG SL48 W/ WASHER BOLT 24 O/C DIST., 3" EDGE DIST 2x PT WINDOW BUCK 0.138° PAF x 2 118" 9" O/C 4" END. DIST, 1 112" PT TO STEEL COL., SEE W/ WASHER. STAGGERED EDGE DIST. NOTES NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND /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 HE STRICTER 5. FASTENER SPACING FOR THE BUCKS SHALL BET REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. lx MEMBERS ARE NAILED AND 'I 2x MEMBERS ARE SECURED WI TAPCONS OR PAF TO THE SUBSTRATE. Taevfewsd�tfl @,i Univemal prIgIR t)p r scow" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W U W 00 u BDIV, CREEKSIDE kx I" PHASE 2 ff' LOT #45 6: "I ROJECT# f 1 "34321. 200 f 045R1 �I d 4EAB r j "1672—ARIA" � � tARAGE SWING 1 �i RIGHT PAGE: , Irw DETAILS it r. 60 MPH EXP. C',,` ARCHFECT: STATE OF FLORIDA _, I* MAY z '2 eaza MICHAEL C. ANDERSON �x AR NO T7305 PRINT k'I DATE: 05/21/20 I SCALE: 1/4"=1'—O"I C) 7. 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F`I Gen" l:St?f3 � PlyG�tm. { Builders Se.Fa_ Slfitiou, s Rff 12J�ir'2r322 �Sl's:r€tty;'Crlas§f3ruu Ply Gem d } � l Stf€ Riser' k t k € F 2i7%g1.17 RA : € C3lsaRue sdele I2 31;`2W21 Sid ": Star : k ldoor with ixar>4m Do,leGafiib1373 Ric 2., 3:*6 r Door a E _ F Fi7fl3g1 R1G 12131,imo _ Roof a a i R6 t2J3]r`2 21➢ �%1S23b.3 igg t€ indcr€ayrt}erK gym— m�m� k } k E } k i } FLE51i .i & £,r3 a+2 2 bd?ris£xl Rau€la pr Ply Gem 15t Rftfrin U-20 4*r>»ssvie Pie?a�stetE: kI/V r.onrrete 9c .LY fi edV,e do sta r.,6f.. 0 head 4 " exjgo. dtxta r.t , rnh, C E° ai h Srd e i }da# transon Centerline in hackle=g, listener stead}r=R 4u 15 o/c max. @ head and jamb_ ra+'A iRRin.. eat dment of al€ anchors to b e 1. IX' rM$Gi { �`�^'`� r v r ) 167) f t,ae ) asE'x}r if4 €.lx: x`�la€ira£x'4aY adtx:hdan anax,fiE>n�,::dsrners, 2t 3a A"a{d axjatrsh , emtsex Ft ent T r pe, s€, 3, t 'ear l{ " 1 r i4 C arE£rete to j f fal a nc hof 6" ;matt, frisn ^omen', ^r t a" a{c at {a s 1C'1 P 6 tetrad. i 3 A" em rimeot. Tiro add lriosaal tapC.om midspan and one at imeer frame required vetmalfy each side.. �zsr, laxapa£t ?irasta€l lazarmanuf'acturare reCemmendedraCfulredasetts. ° i*�+�1,€€ a5i � {��}y rl.„}�} ifltra ro7 a Olaf W iwoc, frorn E`l;En'a7'R3, 14„ . o C :at jximl>, 101 head, A 114' Type 11� 1/4" 3TW <,pA :f£. P ta€Scon �nnehor k ' �m a.x. from -orners, $ tt 2" c{C at jamb,. V +� hood, 1 {„''si"Mmtit:s1i7k=f14. Eight. kaddjtloral tapccets topand e'k3e rd3tfiij.?'813 L tt34 xi€ `e,3:f€'E Non Edo' p rt Sli§ , instajl tt4. iB An[ef;3Ctk3fSlS rE'i. Df' 3 ei ij4?f4 Pitjd3df'i +Y}gi:t4. {y1I:/3 fpq j rif* 1: ;%t1 " Ear 1/4" K.Cf7 it€tracoo an ho f5 frax,. fmno. Lt+rFifer , 14" oft at arnh, lks ' head/ siil. 11;42'erltbed€dmnt Type i:; 3/16" or 1,{4"1W cram, ,'dP tlpcno am l+iw alma%, from cofrlerE 9 1/2"a3/c at;amb, a) 1{fV P hea` l {1lll. 1 114"kmbe4t➢ em 1 jvNe aiddit+ona€ t3t3d:o S top and bottom dteclotrkel horitwniflly.tlw mid5lxw S+ani ally %l3pr impact ;[?a ,€Y Sadt'. €¢,stall peE En<?r=,anf3€Faxriat� re<:ExaxrTx�neleE" rE?r€}airx�nte'.a't5., ('+ i8) .g {43) l 66) { (-5ti) 3 e r ,TetG nfanCrNix'? Yc rt1 aEdt,€znp. 2 �i r" m+ntiAtEtETt rdr pr tif�tiit"C�. � maX rtlC #rikE' Gftir&pt Ili I :and203r+4m%It elsdashaeetop, vest(, 9lyandtrlr orr. 21{T"rr9nemt-smart Non impact i i s33) ` (-411 I ("50) t" ojp} {'.1°' id3taCfet£? SCCFi4Y v" wilt e d9t 3rx- e ifs..'° head, d edge riimmS.e irg? lamb:. R" 'of ire r3„CHt} ee.zsRetlsnc to buckang. 15" ars: max, i�l head and jamb,= j :Rhin„ emh—, nr of ar aochms to be 1 I W' } + uV' x 2.314" hilti sld d e rM€ t rS E," from ends 22" O/C >w.ff3jRe3'y l iti{A � la2�sxtff l•35} I jt3x:.S ,+i^`$'ai�j. NO Cao,,bridge }nttmwefs } l a p = l a 4 t OFF -RIDGE VENT "6''Tt€ cl.159191 R2 € v5{2a26 E Off k wge Wnt I T MOOD E € OA,FF F ; t f } } k p _ l E € E k E l f P k } k I ? E } k E a k } Roof VentH. :. } ;altefnateg gEg € ➢ I E } r42riP�1.1. Nt�hF. .i2,'`.�I{,tt?2:p l l l E :su#5:t h urnsa¢ae^aaEl^ rt16Iz91.1 R i2131,r2013 : i e`s9 la'raan d'A' Sj',eE£Ea ..:... .. ... .... ....... . -- ------ d l Hurricane pane€a FiTa253.1 R t213712;313 f�e span a'sf mare } l E l k _ l k �x tS f g l � !; I a136` at„FfxG a , z" � k ... _.. _..., ... ....._ F ....... ........ ' i........ _... :. '170- 3 tlaFiforrn SC fit& 24 GAGE, 24 GAGE 4'Na€l Saxeaticrng r ;tile gaBvenaxe€f $tine £fotrd9 roof it r:a i , 11 t?r V. gakj.;r�, xaARh aA li?atit. �:R 6n. sheaths, lOrg etwx}g p to penetrate through 5ut",otxi fpr 3t4" inFfs boards. U,,� 4 fuasl: per? Alta €s p€aee i dx 1,`a" lb4wt, the, butt edge, jt,l ax, 1" and 1311 from e th end and 1{`2' fi A afrove each cmtovlE Dave naafs straight so that •,Zil head is f€wh sv€Afa, twat l`ot Cutting ,r3 t t` t-t I N/A eat'to shiat:€flda sdtTfaCe. $f aari 3c,e k+pprove.'d rc i +ax rislstRnt 6o caps and 32 gay 1-1,i4' <a,tnts€ar ring. 9 dA sham r adl5 :spacrdd t "C3 C. at zit laps and tt me staggaFd Eck s fmA r*d 12" ➢ C an the fa;'A ;field: r"os,AiE]r} yens �lxnge i2#dxC^atfa i'x'fRof?raCd al3satgitta alignet� uv{ dd;i:id a�penaflR. a4lpiply A51 D d55£: er.AS AAL 3AW4,"yipe i roofing Cefner=A+r astir to tho vndens iieof the Vent #tanlTe at be* the Inside and: L tsidp pefim—eter and to ccmtfaauously surround and weal ,the firinge. Slade die tnla and 'iWo flanges of We vent uni ermeath t€re, stria➢g€es ann ial€gnv tt➢s hottoas flange to lie on topof the shingle=p. A€Y<;rh ri➢e vrr t ➢fnth ga€rr;an+red nr sAalnless steel rrcfi g Halls having#;# orm 12 ga shank, mlta 3?fl" diarrtater"eati grad !sufficient lengtft to fn r4d iY3is th:roktgh Use sheathing t:€ioe stzank nails steal& be used in € e, 4WV) hails strail be kxabs.d I" from, the edp of the f€anga and 8"O' : afw, ill N{A Ce side's of th ; sent, Ali expea.ed Na Tfne l` shall he se"Oe'd with rooftrq € /A rri/A CeitlEnt{'3a9asR€ , all ioox,eoad yhtngles shall he adhedare9 down Wth rWf I. iCG: tr=}7S{gaaas tic. Ri`fer wi}i3df0lr`w Ni.l.. Mansrfaaloet;, mstoictiMAOR 1. is rust responsitale for Ceti rs, }nsstons or anterpritations of this :mstatlation Method, Apply konf n ?teal- kt on all seamr imide the liar, l Collar. Apply € ckAirg Sraalant i x 3 aloog all #A} side:: of the bottom of tl}e Trent Flashing, insta€i in liw itson under :3 f glsas Rat trod tfe£l iaAien arise Ming to U exivg a mi: 5 LW flinlg Sh<r+ tv4115 ,Fasteta aa9e Flv aliifp W i it na'3'I ea aGtner @ R. from edge, Fa.xten each 5+dde of Base Qang e ar,�tnt, 110 nkrilx s 9 alce4 dFr urinal 5" apart ar d V fteama edge asmo Top aratk 19onam tes}nb i3; nails s6z+crc€ r issue anal ",` apart and V fTow. edge for a total of 22 e i,ornana i l { A as ld€s. $"I all ,/:ants znd jail beam, and iou ,hang, cs Refer W aaad fv lost &l_ : `d{A Rflh khR.sr=k>farti}rd�rs 7n5Rc?lakatpoT' fnsaratff9dpns aiC3R is att>t ro.4}usE 3wlpi€e. fL,r>°Etfoa`s, f3a�sFnrs.. ear ante?sprttabons of tAis installation kiethml AOR is not. resiaxemiWe for f:rrcfs, jGms- 9ions or eels€n€erpr0atrasra5 of tint , instaltkat.or} f lethod. I. } a i pw'ern VA T1.23if l.t l' 3t gi { i Tk1.g? la'17,€3p/1-2:`s.tij 144" x 20 sIainless steel or ftr.0 psnarldnate with ro nrum embedment 1 3/ A s in a Hurricane Storm .a:CsnCrete ! masonry, 2 1,r2" min, edge dastaa'"Ce, 12" o,{c mare, sp�-asrnff. Can he headed k ' p,sn0 €ti�`PGi WA,,r-rmv or all thread #,ttt u40!. wing nuts. N/A4� t,r - 2ii R?.6..f. ... ..----- jk/4 e 20 sttaahte^ yIoel of EkCo Panelmate with�eMirimufn ernlJw1 raent 1 t ' ray Hurricane Stormg 'Cox' .Ee!t `. Imasomy, 2 ,112" min, edge distance, 12" ols: rnEax: spring. Can be be.,Wod : r � 'A � screwor lhepad WA -With arIng nm%, {A s 2ti p R panelRfFC�' } l Reviewed for Code Coro^1.ance ,,,,,,,,,, M Inw_,..._,,_.,,,,_,_,.....,..,_.,...,..,,...,,,, ....,.,,._.M.,,,,..,�_.,,�....,_..,.�,,,,,,,,,,,,,,,,,,,,, Urnvereal Eng ._,_...................._..,. ,ati11 per mint factures ret;,mr mer.rie:d rde+l }a€m,ment5, � ® �e�P" t€ u r RiA ?JfA N/A t i 4 ....................................... .................................................... ...... ........ ................ 0N,T5Z0L DATE 3,920 1 S. APOLLO BLVD.. SUITE 202 lvl Lfl0UR , FLORIDA3290 PH: 3 1-802-3 91 mww.abdosign9roup.com 4Iw ET kI