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o28 �IWIWAXI� 1430 '' ,114 N E— 1 RIVE ��� E, PAS.; �r.<<a, q � e. 77 r r�.. STATE OF FLORIDA DESIGN CRITERIA: ^CERTIFIED BUILDING CONTRACTOR: •FIARIDA BUILD]m CODE, RESIDENTIAL, OM EDITION (2017) • ALL LOCAL AND STATE CODES DR HORTON HOMES .00CUPANCY - RESIDENTIAL, GROUP R3 1430 CULVER DRIVE NE •CONSTRUCTION TYPE - VB PALM BAY, FL 32907 • MIN. INTERIOR FINISH •BASIC WIND SPEED - CLASS B - Vult=160 MPH TEL: (321) 733-7092 Vasa=124 MPH FAX: (321`) 733-7972 •EXPOSURE *I -STORY RESIDENCE - C - •2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE COVES • TATE OF FLORIDA ROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON AR No. 17305 A.B. DESIGN GROUP, LLC 2194 HWY AM SUITE 301 INDIAN HARBOUR BEACH, FL 32937 Tel: (321) 802-3591 DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAINING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CiLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE `. BEEN GENERATED FOR UNCLEAR ASPECTS OF THE ONSTRUCTION BASED ON THE DRAWING SET. SQ.FT. CALC.'S LIVING IV& SQ. FT. GARAGE 430 SQ. FT. ENTRY 16 SQ. FT. LANAI 80 SQ. FT. TOTAL 2442 60. FT. A/C VOLUME 164i1b CU. FT. Teal (� � 733-7092 ABBREVIATIONS Fax: (321) 733-cZ,72 ABV. .ABOVE LAV. LAVATORY. A/C AIR CONDITIONING LUM. LUMINOUS ADS. ADJUSTABLE M.C. MEDICINE CABINET ALT. ALTERNATE MFR. MANUFACTURER AMP. AMPERAGE MIN. MINIMUM BD .BOARD M.T. METAL THRESHOLD CL CENTER LINE MTD. MOUNTED CAB. CABINET MTL. METAL CI.G CEILING N.T.S. NOT TO SCALE CI.R CLEAR O.C. ON CENTER CONC. CONCRETE PL PROPERTY LINE CPT. CARPET P.B. PUSHBUTTON C T CERAMIC TILE PH. PHONE D. DRYER PLT. PLATE DBL. DOUBLE. PLYWD. PLYWOOD D.G. DUAL GLAZED PR. PAIR DIA. DIAMETER P.T. PRESSURE TREATED DIM. DIMENSION R. RISER DISP DISPOSAL RAD. RADIUS DP. DEEP R.A.G. RETURN AIR GRILL DR. DOOR REF. REFRIGERATOR U.S. DOWNSPOUT - RM. ROOM DTL. DETAIL R.O. ROUGH OPENING D.W. DISHWASHER. S.C. SOLIDCOREEXTDR FA EACH S.D. SMOKE DETECTOR ELEV. ELEVATION S.H. "SINGLEHIING EQ. EQUAL SHY SHEET EXIT. . EXHAUST SHTHG. SHEATHING EXT. EXTERIOR SHWR. SHOWER F.G./FX . FIXED GLASS SIM. SIMILAR F.G. FUEL GAS ST. SLIDING FIN FINISH SL. GL. SLIDING GLASS FLR FLOOR STD. STANDARD FLUOR. FLUORESCENT SWS SHEAR WALL' FR DR. FRENCH DOOR SECTION FTG. FOOTING TEMP. TEMPERED GLASS GA. GAUGE THK. THICK. GAR. DISP. GARBAGE DISPOSAL T.O.C. TOP OF CURB OFT GROUND -FAULT CIRCUIT T.O.P. TOP OF PLATE INTERRUPTER T.O.S. TOP OF SLAB GL. GLASS TYR TYPICAL GYP. BD. GYPSUM BOARD U.N.O. UNLESS NOTED H.B. HOSE BIB OTHERWISE H.C. HOLLOW CORE V.P. VAPOR PROOF HDR. HEADER W. WASHER HGT. OR ITT HEIGHT W/ WITH INSUL. INSULATION WD. WOOD INT. ,INTERIOR WDW. WINDOW W/H WATER HEATER W.I. WROUGHT IRON REVISIONS DATE DESCRIPTION 01/26/18 CD'S ISSUED 0145/18 2011 FBC UPDATE 01/164a CD's ice -ISSUED 02/21A8 SIDING ELEVATIONS ADDED 03/26AB CO'S RE -ISSUED 04/19AB FOOTING REVISION PER M. 8011E5 -_ - 06/21/IS CD'S RE -ISSUED 02ABAS ADDED CURELESS FOOTER AT GARAGE DETAIL (FORT MYERS) 02/2249 PLAN MAINTENANCE 03/28/19 REVISED LINTEL SITE AT FRONT ENTRY DOOR - -- 04/24/19 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON (MELB.) 04/24/19 REVISED 14VAC VOLUMES ON S(2FT CALC SCHEDULE NELB.) 06A2A9 ADDED 'EXTERIOR MONO DEEP FOOTER' DETAIL 12/51.IA (ORL) 06/2149 ADDED LED LIGHTS ® KITCHEN t BATH PER MARK BOWES 01ASA9 ADDED STONE OPTION ELEVATION C t D (TAMPA) 09A1A9 ELEVATION 'G' SIDING -ADDED LOUVER a GABLE ROOF 10/25AS ADDED OPT. 8'-w CEILING HEIGHTS 01/01/20 REPLACE USP CONNECTOI; 5 WITH SIMPSON CONNECTORS 04/01/20 REVISE ENKAVENT RADON PLAN DIMENSIONS 04/09/20 OPT. 8'-0' CLG, HGT: ADDED LED LIGHT IN FOYER 04/09R0 OPT. 8'-O' CLG. HGT. ELEVATION 'C'- REVISED HEIGHT OF ARCHWAY 05/06/201 ADDED ELEVATIONS 'L' E 'M' (ORL) OIA5/20 I ADDED ELEVATIONS 'hKs'-T1H'-'MS' (ORL) INDEX OF DRAWINGS 'CHITECTURAL SHET # CI —COVER SHEET GN—GENERAL NOTES Al —FLOOR PLAN A2D-ELEVATION' "D" E1`—ELECTRICAL PLAN P1-PLUMBING PLAN M1—HVAC PLAN D1—DETAILS D2-DETAILS WAI-WALL ASSEMBLY DETAILS WA2-WALL ASSEMBLY DETAILS WA3-WALL ASSEMBLY DETAILS WA4—NOT USED WA5—NOT USED WAIS—WALL ASSEMBLY DETAILS STRUCTURAL SHEET # PG S1-FOUNDATION PLAN PG S1.1A-DETAILS PG S1.2—DOWEL PLAN �G S1.2A—DETAILS G S2—LIFT BEAM PLAN AND NOTES G S2.1A—DETAILS G S3—FRAMING PLAN G S3.1A—DETAILS G S3.1B—DETAILS PG S3.1C—DETAILS` PG SNI —DETAILS PG PAI-PRODUCT APPROVALS DESCRIPTION DESCRIPTION FILE COPY1 Arouw.a a coo. cwnpwm sawlo %1 1-c?/mac s[. ar a k i r yy < ..H 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, f] FLORIDA32937 �I PH:321-802-3591 �. yA www.abdesigngroup.com 7� AA #i 0003325 ' Y: rq B W � a XX FV IV kJ Q "IIY7KD r:CREEPHALOTPROJEC04321.2R1 MODEL IN 4EBB "1828—CALI" ARAGE SWING LEFT ) PAGE: l COVER SHEET JI i I60 MPH EXP. ARCHITECT STATE OF FLORIDA f. LAUG 2 0 2020 EL C. ANDERS�R NO 1730P, E�µPRINT DATE: OB 25 20 SCALE: 1/4"=1' SHEET "w E y cI t dx uc i rH Safi - -. GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER z FBCR 6TH EDITION (2017) UNO. 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1.2. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS'JO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. AS PER SECTION R302.5.1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO. 26 GAGE (0.48 MM) SHEET STEEL 1" MIN, RIGID ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. 4. AS PER SECTION R302,6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN Y2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMSSHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN''/2-INCH GYPSUM BOARD OR EQUIVALENT. " s �33 I SITE WORK , y ;.. TIMRFC 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS IF FEQUAD BYBUILDING DEPARTMEN)T :'<< ( 1: ALL WOODS ' 'CONSTRUCTION S[+ALL COMPLY WITH SPECIFICATIONSAND CODES MODIP ICATIONS AS SPECIFIED 2. "' t REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, f20UGH GRADING, ON -SITE UTILITIES, HEREIN: ?, AMERICAN INSTITUTE. OF TIMBER CONSTRUCTION (STANDARDS MANUAL) SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES THE SOILS REPORT AND CIVIL 13 - NATIONAL. FOREST PRODUCTS ASSOCIATION: DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL L, NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION`' FINISH GRADES, PLANTING AND IRRIGATION. C. "'`" SOUTHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT - , D. TRUSS PLATE INSTITUTE: ARCHITECT. f. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WC)OD TRUSSES (TPI 1-2014) E, APA - THE ENGINEERED WOOD ASSOCIATION 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN''/2 THE HORIZONTAL I. ENGINEERED WOOD CONSTRUCTION` GUIDE DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS Z ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED: AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE 3. MINIMUM NAILING PER CHAPTER 6 WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 4. NOTCHING OR CUTTING OF F AMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 7, DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED, (WHERE APPLICABLE) 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALUFLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 8. EXCAVATIONS TO BE A MINIMUM OF 3- 0" BEYOND NEW FOOTING LINE. 6. MINIMUM DIMENSION OF ANY IPLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE PLUMBING 1. SANITARY LINES SHALL BE OF AST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. REQUIREMENTS. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 10. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 3. CONDENSATION LINES SHALL 4. SIMOWER HEADS BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH'%' AMAFLEX. A WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND SHALL HAVE FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. COUNTY BUILDING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED 5. A�. CLEANOI�TS SHALL BE FL S'i'I WITH GRADE. TO PLACE THE FINISHED FLOOR ELEVATION MIN 1'-0" ABOVE THE BFE, PER FLORIDA BUILDING CODE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 11. 1 SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2. DRAWING 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES; INCLUDING SOIL APPLIED PESTICIDES, 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2. BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION EXTERIOR WALL COVERINGS LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF EXTERIOR FINISHES AGRICULTURE AND CONSUMER SERVICES." 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 & ASTM-Cl063-12a. 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: 1,, ALL STUCCO CONTRO_i JOINTS KICK -OUT DETAILS 1" FLASHING HORIZONTAL LATH AND PAPER DETAILS PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS WINDOW CASING DETAILS STUCCO TO SIDING 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 ON THE ENCLOSED SIDE WITH UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED BOARD. 1/2" GYPSUM 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 I�S CONSTRUCTION OBSERVATION SERVIC / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'SSCOPE 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 Bull -DER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. zx�; Y� , 7 Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SMITE 301 1NDIAN HARBOUR BEAGH� FLORIDA 32937 �"" ` PH:321-802-3591 www. abdesigngrou p. corn AA #: 0003325 s CREEKSIBL PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT ,FIAGE: Ii GENERAL I NOTES hIM EXP. C ARCHITECT - STATE OF FLORIDA OCT 2 7 2020 MICHAEL C. ANDERSON AR NO 17305 SITE: 08/25/20 SCALE: 1/4"=1'-0" SHEET G e P�� c0 v; BEDROOM E CLG- i a V. ro �r ®ry, m � BATHE ®a 88CLCs. e ' 36'x60" SHE ENCL f Nt fV E 7� �N c Id 00 m* 5'-8" ._ rb'- BED DAM #4 / s'-8' GLCx II'-8" WN. AS REQ. PER BLDG. CODE 0❑ 10 -0° J_4 4 27-0" 10 -0" I I I EEM I 6068 SLs.D. © I l2J -- ---- DUM e ROOM W-W CLa 4'-8' ?A m 6 6 FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTION FBC R302AI THROUGH FBC R302.9.4 12'-4" FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL M IN -- — ACCORDANCE WITH SECTION FBC R302JOJ THROUGH FBC R302.10B ROOM W-V CL& ❑5 N 0 h 4 -4" Wl C)I I IR-ISH C,— — — — — — — — — — — — — — — — — V. Wic, h b36 I I- — — — — — — — I V. C. I —+I — — — — — -- - - — — — A I I I REFI SH IR-ISH SINK b24 2'_8l ab36 @ � A — — 14 LAUNDRY i V i i Q a 8'-8' CLCx 8i-8� (:1Cs Al 0lI „ 2'_4e m� ==Z 6 -8 b36 AI RANGE PAN. iiii 0.3 �ff CLG ARCH V F-Ig 3-SH �i ---G N v.1 1C. I % u1811 1' 0 1 1 fk 1 %8 C/ 4'- 3_4. 3'-6" �t 2_8�I1'-0" hi O Alav = RA IM co R A / / ��� I I m ry'� 'A BBD SOO #3 I i I/\I I -S' 3'-4" @ F 22'x54l :4ryrb I ACCESS @ II II II B LAV. II QI I Al tul> o GARAGE 8'-B' a& FOYER 81 CL6. 3068 W! 36'XI2' TRANS. V-ems' c a I %' _ C._Nt V. BATHE W-8' CL& BEDROOM#2 B'-B' C1 G ^SH F2] _.. -- - - - - - - - - - - - - - - - - - - - ._. ._. -. 2' 8" 6'-0" 2'-8" 6 3'-10" 3'-10" 10'-2" 21'-4" 4'-4" 14'-0" �d) cm 0� ❑3 .7 E SQ.FT. CALC. S LIVIw GARo*E ENTRY LANAI 1916 SQ. FT. 430 SQ. FT. 16 SQ, FT. 80 SQ. FT. TOTAL 2442 SQ. FT. Al VOLUME 164i710 GU- FIT. COMPONENTAND CLADDING WIND LOADS BASK WIND ERPO M FOR 3SECOND OUSTS OPENINGS AND TYPE SQUARE FOOTAGE ZONE 160 MPH WM M REMARKS MIN. WINDOW �> CRITERIA 10 5 34/-45 EXTERIOR SWING \ DR MIN. CRITERIA 21 5 32/-42 s., .., ..:... ..a....,.� . k8 -v X .' ' S.G.D. MIN. aao CRITERIA 12 5 30/-3'1 8070 O.H.D. 56 5 325/-38.0 160 70 H D O.H.D. 112 5 30 9/ 34.4 \ a 1 �. a SOFFIT N/A 5 31b/-388 -. a ..., . ... ROOF TILE N/A 3 -5829 IF APPLICABLE ,... c, 1 _ \ 45' 'O RO OV's BASIC WIND SPEED MPH = 160 (Vult) INTERNAL 10 f 34" PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 15'-9" PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH ED. P7FU1QEii1 (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR ENTAND CLADDING �tN NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. RpL DATE Y0/16 SCALE: 1/4' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' l35 MM) IN THICKNESS, SOLID OR HONEYCOMB -GORE STEEL DOORS NOT LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION ABOVE CONDITIONED SPACE- -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW IS DIRECTLY FROM THE PLAN SET, U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT SPECIFICATIONS u�■�®ml DEL. TOP PLATE @ BAR DETAIL A SCALE: 1/2'=1'-0' ARCH DTL. B SCALE: 1!2 I'-0' �E+gn.wrw L94 HWY A1A, SUj IAN HARBOUR FLORIDA 329 PH: 321-802-3 w. a b d es i g ngrouAA #000332 F w r W O F 0. V3 w c F 4 F22 e LOT: IDE 2 084R1 BALI" GARAGE SWING: LEFT PAGE: FLOOR PLAN 60 MPH EXP. ARCH111=CT: STATE OF FLORIDA JV AUG 2 9 2020 MICHAEL C. ANDERSON, AR NO 17305 FPRINT DATE: 08 25 20 SCALE: 1 /4"=1' - 0" m - - SHEET Al EQUAL TO CONTROL JOINT BLDG. I-G7-,k - - — - (TYPJ- — - — - — - U EQ. EQ. FYPON LV12X24 OR EQUIVALENT I �A 21 1�6 4 Al 1 AWA1 WA a -8' ERG,.-- - u--------- OPT.COACH LIGHT 0'-0" FIN. EQUAL TOCONTROL JOINT (TYI=.) N EQ. o FRONT ELEVATION SCALE: 1/4 • 1'-0' TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER FBCR R103.4` I-' 6 SHINGLE ROOF FYPON 5KT11XI7 OR EQUIVALENT )� _ a1-811 15RCs. I-4GT. S'-a" 5RC=. H4GT. -011 16'X&2' FYF'ON 45 DECORATIVE A SHUTTERS OR A. EQUIVALENT v I Imo' 4' RAISED r BAND (TYP.) Fv I I 6 0'-0" FIN. FLR. ',; 01-0" FIN. FLR. OFF RIDGE VENT OFF RIDGE VENT v r REAR ELEVATION SCALE: 1/4 = 1'-O' TEXTURED FINISH 12 6� IIE A b'-811 E3RCs. NCxT. - -- - - --- - ------------------- - II 4B _ A 11-011- T Tyo II 01-011 FIN. FLR. _------------- ----- -------------- ---------- - -- LEET ELEVATION SCALE: 1/4 = P-On TEXTURED FINISH OFF RIDGE VENT OFF RIC)GE VENT 12 12 II �E �6 - — - — - - - - --- - - --- - -------- ----- -0" -011 ■ II 4a I tY A `? r TYP. I I r II 0'-0" FIN. FLR. - _ — - — - ------- - — - --------------------- --- - RIGHT (ELEVATION SCALE: 1/4 = 1'-O' TEXTURED FINISH -all BRCS. HG7. '-0" FIN. FLR. -0" FIN. FLR. I TYP. --oo,-O" FIN. FLR. `r I � I I e c0 I I I l\ 11-41 /I DECO. DTL. A SCALE:: 1/2 = I'-O' r- MODEL 1828-CALI-4EBB AREA OF ATTIC 2450 SQ. FT. NET FREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA _ 2450/300 8.17 SQ. FT, 8.17 1176 SQ, IN.. MIN. REQUIRED VENTILATION AX 1176 IN UPPER PORTION OF ATTIC - 470.4 SQ. IN. (BALANCE TO BE PROVIDED IN SOFFITVENTS) OFF RIDGE VENT] LATION AREA I = 138SQ. IN. PER VENT (net free area) TOTALffOFVENTSREQUIRED = 3.41 TOTAL#OF VENTS PROVIDED = 4 SOFFIT VENTILATION AREA 7SQ. IN. PER LINEAR FT (net free area) LINEAR FEET OF SOFFIT REQUI RI 67.20 OunWRevitv Woefq e 2194 HWY A1A, SUITE 3 INDIAN HARBOUR BEAC FLORIDA 32937 l PH: 321-802.3591 www.abdesi gngrou p.co AA #: 0003325 , ,I? � 4 E X. P1 w F A 64 S l L 0 w W WJ SUBI)iv. 8e LOT: CREEKSIDE PHASE 2 LOT #'84 PROJECT# 04321.200 084�R1 MODEL: h 4EBB %828-CALI" GARAGE SWING: LEFT PAGE: ELEVATION "ACDGHLM" 60 MPH EXP. ARCHrrECT: STATE OF FLORIDA AUG 2 a 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 0825 /0 SCAT :1/49p=1' 01 SHEET A2 D l ELECTRICAL LEGEND SYMBOL DEFINITION NOTES 125V OUTLET 20 AMP SINGLE POLE 110V OUTLET IIOV OUTLET 11 OF OUTLET WIRED T0 SWITCH Il®V OUTLET EQUIPGFI AULI INTER( D R (TAMSID ER INTERl1PTER (TAMPER RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION TERPROOF FAULT G;FI OUTLET INT�ERRIJ ER SWITCH SWITCH n 3-WAY OPER 4 SWITCH i 4-WAY OPER 1-_i� WALL MOUNTED r_o LIGHT CEILING LIGHT O LED GLG LIGHT ©vf= �p LED VAPOR.._-_ PROOF LIGHT O VP �'- VAPOR PROOF LIGHT l C] 1 RECESSED CAN . eVENT. FAN :.. I CFM PER 661 ... VENT. FAN .,...� W/LIGHT I CFM PER SC, .... VANITY LIGHT 1 FIXTURE N (SPEC'8 TiSP BY BUILDER) 4'X2' 2-5111-15 WRAP FLUORESCENT AROUND LIGHT (RECESSED) _ _ry 4'Xi' 2-BULB WRAF'-- ' FLUORESCENT LIGHT AROUND �l (SURFACE MNT.) Y FLUORESCENT I� I� *FLUORESCENT 4' TRACK LIGHT I PANEL a' METER O $,D, SMOKE DETECTOR BATT_ BACK-UP W/ HARDWIRE WALL MOUNTED BAIT, BACK-UP SA. SMOKE PETECTOR W/ HARDWIRE ,.�..-. .. S/COS CARBON MONOXIDE SMOKE DETECTOR BATT. BACK-UP W/ HARDWIRE INTER -CONNECTED SHALL BE A DISTANCE OF NOT LESS THEN 4' FROM WALL PENDANT LIGHT :.... .... NATURAL GAS _J: OUTLET TELEPHONE JACK »_ WATER NEATER ICatITION SOLVE DISCONNECT TO BE ELEVATED IS' AIR CONDITIONING TO BE 210V UINO. DISCONNECT SEE AHU ON 7Hi8 SHEET TV TELEVISION JACK CEILING BOX REQUIRE TO BE SUPPORTED IN O J_BOX ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION CEILING BOX REM TO BE SUPPORTEDP IN IN CEILING FANLIGHT ACCORDANCE W) BOX MARKED AS SUCH FOR INSPECTION 24'LIGH nnn STRIP IP n n n n n n 36' INCANDESCENT O LIGHT STRIP 48' INCANDESCENT -. LIGHT STRIP FLOOD LIGHT OPT, SECURITY .... n n n EL KEYPAD PUSH-BUTTON- U65 PORT FE PB. �--� • LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO BE VERIFIED a HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAJLT PROTECTED PER ELECTRICAL PROVISIONS OF PBCR 6TH EDITION (2011) 4 NEC 210.12 2014 EDITION. • 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI a ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • BATHROOM EXHAUST FAN TO HAVE MN. CAPACITY OF 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION MIW3 FBCR 6TH EDITION (2011). • LAUNDRY ROOM RECEPTACLE MALL BE GROUND FAULT CIRCWT-INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRNG METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR 6TH ED (20111 • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6TH ED l2011). • AI I I Ati•oS SHALL BE SELECTED BY BUILDER AND 75% OF LIGHTING MNSt BE ENERIGY EFFICIENT TYPE PER FI&C. ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2011, 6th EDITION R404.1 --------------------------- OPT. COACH LIGHT ELECTRICAL PLAN SCALE: 1/4' = 1'-0' CEILING MTD. LIGHT TO BE INSTALLED, PROVIDE J-BOX FOR OPT. FAN WP Panel MAW - A PANEL: 8116wp crt. breaker VOLTAGE: 120d240 V 1Ph.. MAIN: 150 Amp M C',B. FEEDER: 3 #1 Cu THVVN & 1'- 96 Cu (G) in 1 1 /2" C. OR 3- #210 Al- THWN & 1 #6 Cu (G) in 1 1/2' C. (Waits Wire foie Bkr Description Circuit.'Circuit : Watts- Description Bkr Pole Wire. #12 1 20 Exteria Receptacle GFI for TUG 1200 1: 2 S ace #12 2 20:: Irrigation Pump 1000 3 d SIJACC 5 6 5304 A/C C. U -1 35< 2 #6 Space � 7 PANEL: 42 cit. breaker FEEDER: 3 #1 Cu THWN & 1'- # PANEL - A VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp [A.L:p, 6 Cu (G) in 1 1/2' C. OR 3 #2/0 AL THVVN & 1- 96 Cu (G) in 11/2' C. Wire: Pole .Sae Description's Watts': Circuit circuit Watts:. Description Bkr Pole: Wire: #12 1 20 Small Appliance 1500` 1. 2 8000 Range 50' 2: #5 #12 1I 20 Microwave / Hood GFI" 11800 3 4 912. i 20 Small Appliance 1500 5 fi 4500 Water Heater 25: 2- #10 #12 '1 20. Reingeratcr 1 1500; 8 #12 1 20 anin Room Lights and Receptacles AFCI I, 15oo 9 10 1200 Disposal GFI. 20 1 #12 #12 1 20: Beth #2 GFI Receptacles 1200 11 12 1500 Dishwasher GFI: 20. 1.,.. #12' #14 1 15'. Foyer Mail Bed 92 &: 93/ Bath #2: Lights AFCI 900 13: 14 5000 Dryer:GFI 30' 2: 910 #14 1 15' Leung Room Lanai Lights AFCI goo 15 16 #14 1 15 Kdchen. and Pantry Lights & Rcpts: AFCI 900 17 18 1500 Washer GFI 20: 1 #12 #14 1 15. SD & C/O AFCI 900 19 20 1000 Garage Door Opener GFI 20 1 #12 #12 1 20. Laundry9 Bed #4 f Dan AFCI 1200 21 22 1200 Garage Lights and Receptacles GFI 20 1 #12 Space 23 24 900 Bedroom #1 AFCI 15' 1 #14 Space 25 26 900 Bathroom#i AFCI 15 1. #14. Space " 27 28 900 Eictenor Lights and RecepE GFI' - 15< 1 #14 Space 29 30 1000 Irrigation controls only 20 1 #12 Space 31 32: Space Space '_ 33 34 36 Space Ispace - - Space i 35 Space 37 38 Space #8 2 35. A/CAHU-1 (Heater 5 KVA at 65°k 5525 88'. 40 Space Space 41 d2 —.- Load subject to demand factor calculations / line. 16000 27600 Load subject to demand factor calculations line Demand Factor Calculations; ABBREVIATIONS: AFCI. ARC FAULT CIRCUIT INTERRUPTER NC: NON -COINCIDENT LOAD GFh GROUND FAULT INTERRUPTER Total load Subject to demand factor d3600 First 10000+watts at 1000k 10000 Remaining watts at 40P/a 13440 Total A/C load 10829 LOAD CALCULAT ION IS BASED ON'AJC NON -COINCIDENT LOAD Tcal Connected Load Watts 34269 TaW Amps (weds 1 240wits)I 1428 , �1 Ell LED LIGHTING @ DOUBLE LAV. BATH 01 150 ,AMP ELECTRICAL RISER NOT 70 SCALE. GENERAL NOTES: A ELECTRICAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBOR 6tH EDITION (2011). LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHNRHUN UNLESS NOTED OTHERWISE. ICE PROVIDE 150 AMP, 120/249) VOLT, I PHASE SECONDARY - ELECTRICAL SERVICE. PROVIDE 3 h COPPER (CU) IN 1-1/2" CIA SCHEDULE 80 PVC CONDUIT OR PROVIDE 3 0210 ALUMINUM (AL) IN 2" DIA SCHEDULE W PVC CONDUIT UNLESS SERVICE 16 PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. / LED LIGHTING @ SINGLE LAV. ® BATH 02 PROVIDE 362/0 CU, THUN + INS CU IN 2' CONDUIT OR 3 44/0 AL, THUN + 1% CIJ N 2' CONDUIT OR 2/0 AL. S.E.R. (CONDUIT TO TERMINATE ABOVE SOFFIT a OVERHANG.) COMBINATION SERVICE DISCONNECT SWITCH AND M ELECTRIC METER IN NEMA 3R ENCLOSURE 1M TELEPHONE SERVICE ENTRANCE EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS 150 AMP 9/R40 VOLT I PHASE MLO PANEL CABLE TELEVISION SERVICE ENTRANCE EOJJIPMENT Reviewed for Cede Compliance Universal E --.- 1 14 CU SERVICEGM E CCINCiETE ENCASED FCOTER STEEL R EI.NCTRICAL PROVISIONS OF THE FECR 6tH =TION (2011). 5/8" DIA X G FT LONG COFFER CLAD GROUND ROD SVBDIV. & LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 /084R1 MODEL: 4EBB "1828-CALI" LEFT PAGE: ELECTRICAL PLAN 60 MPH EXP. ARCHFECT STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 ' SCALE: 1/4"-1'—Oi' SHEET • El M. PLUMBING PLAN SCALE: 1/4 = KITCHEN SINK LU/ AUTO VENT 1-1/2' VTR'( I I I (ALTERNATE LE1=T) PLUMBING RISER DIAGRAM IQ — IN HT) ®Re�� comPxa„:� univet E"fl"'oorhq 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W W 0 F 4 V ul W Q F A F ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL. 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: PLUMBING PLAN 60 MPH EXP. ARCHITECT-. STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 ` i &&N ` DATE: 08 25 /20 SCALE: 1/4"=1'-0" SHEET E, W U W 0 F 4 U W A F q F: h SiTBDIV. & LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT* 04321.200 084R1 MODEL.• 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: HVAC PLAN 60 MPH EXP. ra &&a a DATE: 08 25 20 SCALE: 1 /4"=1' — 0" SHEET i PER FLR PLAN 1/2' CLG. 1/2' DRYWALL SECURE BT. — PLATE TO SLAB W/ 106 MASONRY NAIL 9 32' O.G. MAX 0'-0' FiN. FLR 2X4 TOP PLATE PRE -FAR, TRUSS 2X4 WOOD STUDS 024' O.G. SLAR, NOTE: STUDS IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16' O.C. OR, NOT LESS THAN 2xfo, WHERE SPACED NOT MORE THAN 24" O.G. TYP TNT WATT. (NnN-,RRr. SCALE: 3/4' = I' -0' FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON an O.SB. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER 0, ELEVATIONS TYP. o.k. VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 5/8' GYPSUM 5 OR in, HIGH STRENGTH CLG. BOARD " DIA. SLEEVE, D NOT CUT -BAR PEA BOND BEAM SOLID GROU1 W/ (I)- *5 (2) COURSE DO NOT CUT THE BOND BEAM REBARS 2A PIPE THROUGH BOND BEAM D1 SCALE: 3/4'=I'-0" SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL PER ELEVATION I �—R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS ® 24' O.C. 8' CMU 1/2' GYP. WL. BD. WOOD BASE 0'-0' FIN. FLR. _ <. a AV 141, ° d'a n W/ WINDOW OPENING ti FIBERGLASS SHINGLES OVER *30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON O.S.B. SHEATHING OR }' 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 J 0'-0' FIN. FLR ° a n a d n TYP. WALL SECTION L NO OPENING NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 2:12 TO LESS THAN 4:12, A -STORY HIP BLOCK WALL (2) LAYER UNDERLAYMENT SYSTEM SCALE: 3/4' =1' -0' IS REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST BE PER ASTM D226 TYPE 11, ASTM D 4869 TYPE Iv, OR ASTM D 6751 CAULK AND REAL LM I II' PVC SLEEVE FDI¢ 648 LINE ®' CM W 6YP. U- W. uboD SASE .p. 2b GAS LINE THRU BLOCK D 1 SCALE: 1/1'.I'-®' FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON J' O.S.B. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE MTL- DRIP EDGE-/ 2x FASCIA PER J ELEVATIONS VENTED SOFFIT J PRE-ENG. GABLE TRUSS — WEEP 5CREED- 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 GOAT—L- � PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-0" FIN. FLR.,4 1'-0`' TYP- o.N. 1/2' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV.STEEL TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALV. STEEL APPROVAL REQ VERTICAL TRACK BY MAUF. I' MIN, FASTENED TO LIDSLIDS E TRACK BRACKETS ROOM W/ PRODUCT APPROVAL REQ. COINER MAD a, CMU SEE STRUCTURAL FOR REINFORC &ENT 2xb P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REQ SEALANT BACKER ROD WEATHER STRIP MOULDING ALL AROUND(ST DOOR MANUF.) OVERHEAD DOOR BT OTHERS 3 ) GARAGE DOOR JAMBS D1 SCALE: 11/2'=1'-0' --2X4 SPF 24' O.C. MAX.--,, SECURE W/ (2) 12d NAiLS ® EA. END 2x BLOCKING BETWEEN TRUSSES --PER STRUCTURAL DETAILS-- STIFFBACK AT ALL UPRIGHTS PER STRUCTURAL DETAILS PRE-ENG WD. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED 1 STRUCTURAL DETAILS SEE ENERGY CODE FORMS Fi INSULATION R-VALUES PER ELEVATION \ 5/8' GYPSUM BOARD OR 1/2, HiGH STRENGTH CLG. BOARD o''CMU / d dv ° a. < 44 ° a . d n W/ WINDOW OPENING H R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS -REFERENCE STRUCTURAL ix2 P.T. FURRING STRIPS m 24' O.C. 1/2' GYP. WL. BD. — WOOD BASE FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION RS05.1.1 ON Iii' O.S.B. SHEATHING OR J' CDX PLYWOOD SECURED PER 11-011FASTENER SCHEDULE T P. MTL. DRIP EDGE O.N. 2x FASCIA PER ELEVATIONS VENTED SOFFIT 4: PRE-ENG. GABLE TRUSS WEEP SCREED is y : 2x P.T- SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY CMU — 0'-0' FIN. FLR u a . ° a ° a d TYP. WALL SECTION L NO OPENING I -STORY GABLE BLOCK WALL 5CALE: 3/4' = I' -0' Note: WALL FENESTRATION FLASHING PER FBCR -103.4 - Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of Water into the wall cavity or penetration Of water to the building structural framing Components. Self -adhered membranes used as flashing shall comply With AAMA -711. All exterior fenestration products shall be sealed at the juncture With the building wall with a Sealant Complying With AAMA 500 or ASTM C920 Class 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. %vieww w c6ft cam UrWA A E ye 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com LA_AA #: 0003325 ti W v w 0 E 0. W 4 F O ti IX 4 0 W hN .. w SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084RI MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 60 MPH EXP. ARCHITECT. STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT OS 25 20 DATE• / / SCALE: 1/4"-1' — 0" SEMET roP: 2X6 P.T. o CENTER OF DOOR HEADER SECURED W/ (1) 1/2' X 8' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/0' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT-7 0 0 0 "-SECURE 2x4 ONE' FLAT TO ELK W/ MASONRY �0 NAILS. SIDECz 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/2' X 8' J-BOLT OR ANCHOR BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2' Fo X 2' X 1/8' WASHER 4 NUT. (I) WITHIN 8' OF TOP, (1) WITHIN 8' OF THE BTM, (3) EVENLY SPACED. of 10 NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR (:T1BUCK ATTACHMENT D SCALE:I/!'.r-0' 8' CMU _VrV DRYWALL 1'X4" OR I'X2' P.T. NAILER IX4 P.T. OR %'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.G. MAX SPACING \`DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3/4 OR +5/4 WINDOW TO BLOCK +3/4 OR +5/4 A SCALE: N.T.S. 2x4: SECURE TO BLOCK W/ 3iW6' TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 15' O.G. MAX SPACING. 2X6:® SECURE TO BLOCK W/2-3{� TAPCONS(MIN- SANK SIZE .145 MIN. HEAD SIZED31V0 MIN. EMBEDMENT I Y4') — WITHIN 8' OF EACH END 4 18'O.C. MAX SPACING:. 2X8: cam SECURE TO BLOCK W/2-%' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 41 18' O.G. MAX SPACING. 8' CMU ❑15" DRYWALL F-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 t0 PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-1/2" i1 WINDOW TO BLOCK +1-1/2" '' SCALE: N.TA 2X4= SECURE TO BLOCK W/ 3/{6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6cm SECURE TO BLOCK W/2--Wb' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE .300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2XB:® SECURE TO BLOCK W/2-�6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 / 113' O.C. MAX SPACING. —/ NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH3� NON-STRUCTURAL 316' TAPCON MIN. I-Y4' EMBEDMENT INTO BLOCK- 8 CMU DRYWALL OR I"X2' P.T. NAILER O.S.B. X 4' MIN. FOR 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 +1-15 16" WINDOW TO BLACK +1-15/ 6" C SCALE: N.TS. 2x4:® SECURE TO BLOCK W/ TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6tm SECURE TO BLOCK W/2--X6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 _ MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 IVO.C. MAX SPACING. 2X8cm SECURE TO BLOCK W/2--X6 TAPCONS (MIN_ SHANK SIZE .145 MIN. HEAD SIRE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8" OF EACH END 4 18' O.G. MAX SPACING. -/ NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL Y*' TAPCON MIN. I-Y4' EMBEDMENT INTO BLOCK. 8' CMU ❑ Y2' 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 Y4') DOOR JAMB TO BLOCK +2 1 4' e'n WINDOW TO BLOCK +2 1 4" J-' SCALE: N.T.S. 2X4cm SECURE TO BLOCK W/ fib' 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 IS O.C. MAX SPACING. 2X6cm SECURED THROUGH SECURE TO BLOCK W/2-%'NON-STRUCTURAL 3fb' TAPCON MIN. 1-Y4' (MIN. t EMBEDMENT INTO BLOCK N. SHANK SIZE .145 HA MIN. HEAD SIZE 300 8' CMU MIN. EMBEDMENT 1 Y4')' DRYWALL WITHIN 8' OF EACH END < I'X4' OR I'X2' P.T- NAILER 18' O.G. MAX SPACING. ❑ 2X8cE= SECURE TO BLOCK W/2-W6' TAPCONS DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8" OF EACH END 4 ATTACH TO 2X PER 18'O.C. MAX SPACING. MANUFACTURES DETAILS. NOTE: SWIM AS MME)EP TO PUM15 JAMS (00 NOT PY4 DOOR JAMB TO BLACK +T WINDOW TO BLOCK +T E' SCALE: N.T.S. 2X4= SECURE TO BLOCK W/ TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 18, O.C. MAX SPACING. 2X&:® SECURE TO BLOCK W/2-n3/ b' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN EMBEDMENT I V') NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STR3�UCTURAL 3f6' TAPCON MIN. I-Y4" EMBEDMENT INTO BLOCK. WITHIN 8' OF EACH END 4 8' CMU 18' O.G. MAX SPACING. %J' DRYWALL 2X8:® ❑ 1'X4' OR 1'X2' P.T. NAILER SECURE TO BLOCK W/2-3(6' D 2X SECURE TO TAPCONS(MIN. SHANK SIZE RUCTURAL MEMBER E121 .145 2d WITHIN 8' OF EACH MIN. HEAD SIZE 300 END 4 6' TO 8' O.G. MAX MIN. EMBEDMENT I Y4') DOOR CASING WITHIN 8' OF EACH END 4 DOOR JAMB OR WINDOW 18' O.G. MAX SPACING. ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +T F WINDOW TO BLOCK +3" SCALE: N.TS. 2X4= SECURE TO BLOCK WfY4' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') NOTE: STRUCTURAL 2X WITHIN 8' OF EACH END 4 MUST BE ON OUTSIDE 4 18" O.C. MAX SPACING. SECURED THROUGH 2X&:® NON-STRUCTURAL 3fl," SECURE TO BLOCK W/1-1/4' TAPCON MIN. 1-Y4' TAPCONS(MIN. SHANK SIZE EMBEDMENT INTO BLOCK. .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8' CMU )6' DRYWALL WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. I'X4' OR I'X2' P.T. NAILER 2X8cm ❑ SECURE TO BLOCK W11-1/4' ',{6' O.S.B. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOSE: SWIM AS NEEPEP TO PUMP JAM (DO NOT ExCEEP Yi) DOOR JAMB TO BLACK +3-7/16" WINDOW TO BLACK +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.C. MAX SPACING. MUST BE ON OUTSIDE 4 2X6:® SECURED THROUGH SECURE TO BLOCK W/1-1/4' NON-STRUCTURAL 3(6° 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 }�' DRYWALL 18' O.G. MAX SPACING. ❑ 2X8=m 1'X4' OR I'X2' P.T. NAILER SECURE TO BLOCK W/1-1/4' ' P.T. X 4' MIN. TAPCONS OOR CASING (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 TTACH TO 2X PER 18' O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED/4') DOOR JAMB TO BLOCK +3 3/4" i1 WINDOW TO BLOCK +3 3/4' USGALE: N.TS. Roviewed CO twow tM 91 urw 38I� Enw 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W W U W t 0 ti 4 U m W O F q ti SUBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 60 MPH EXP. ARCHITECT: STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 DATE 08/25/20 SCALE: 1 /4"=1' — 0" SEIEET NOTE: IF ZIP SHEATHING: SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PREFORMED CONTROL JOINT - FLANGE OF CONTROL JOINTS TO BE WIRED TIED TO LATH' 9' O.G. MAX (VERT.). NOTE: DO NOT FASTEN CONTROL JOINT TO WALL EVEN IF STUD EXISTS BEYOND EXCEPT STAPLES W/ 31is' LEG MAY BE USED TO TEMP. SECURE CONTROL JOINT DURING INSTALLATION FASTENERS TO BE SPACED • T' O.C. MAX VERTICAL LT 7 THICK, 3 COAT CEMENT PLASTER WRB LAYER 02, FORTIF15ER BUILDING PAPER APPROVED METAL LATH FASTENED 67' (VERT.) O.C. MAX AT SUPPORTS WR5 LAYER 01, STUCCO WRAP WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM ONSTALLED PER 1 e TO " LATH SHALL NOT CsAP MIN. BE CONTINUOUS 6' TO a' 61 To a' THROUGH CONTROL MIN. JOINTS BUT SHALL MIN. BE STOPPED AND TIED AT EACH SIDE. PROVIDE 2X4 BLOCKING PER ASTM C1063 PLACED FLAT MAX. 6' TO 8' i.10.14 FROM CONTROL JOINT WHEN NOTE: CONTROL JOINT FALLS ON I. FASTENERS FOR LATH TO BE NAILS OR STRUCTURAL STUD STAPLES IN COMPLIANCE W/ A5TM C1063 2. WIRE TIES TO BE (NO. 18) 0.0415' WIRE / 3. BLOCKING SHOWN MAY BE IN ADDITIT \ TO WALL STUDS REQUIRED PER PLAN O"M" TYPE CONTROL JOINT OI. FOLD INWARD • FT. A OI. FOLD INWARD a PT. A 2. CREASE • PT. B FOLD • 46' OI. FOLD INWARD • ® I. FOLD INWARD • Pr. A FT. A 2. CREASE . Pr. B 2. CREASE • PT. B 3. CREASE 6 FT. C 3. CREASE • Pr. C 4. FOLD FT. C OVER Pt. B TILL PT. C TOUCHES BOTTOM FLANGE — ® ®FOLD . 1T• NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES SHINGLE 1800FING—� PRIP EDGE. OVERLAP 3_ EXTEND la' BELOW SHEATHING, MECHANICALLY FASTEN 4' OG. MAX. FLANGE i' THICK, 3 COAT CEMENT PLASTER (FRAI'9E1, IA' 2 COAT CEMENT PLASTER (CMU) WR5 LAYER 4, FORTIPMER BUILDING PAPER(PRAmil oWLr) FIB LAYER 'R, / STUCCO WRAP (FRAME ONLY) / LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP WRB AFTnGX 1 K' ABOVE SHINGLES (FRAME ONLY) FRAME OR CMU EXTERIOR p/Y1CAn �IL Si Sx! WALL FLASHING FASCIA WRAP KICK -OUT FLAaHNG (SE DETAIL) I- WATER TIGHT SEAL. FOLD, i yQj CUT. NOTE: APPROVED BUILDING WRAP SHALL BE LAPPED A MINIMUM OF 6' • VERTICAL LAPS (ROLL ENDS) 4 6' • HORIZONTAL LAPS. ALL SEAMS NEED TO BE TAPED WITH FORTIBER SHEATHING TAPE I I" MIN. LAP . METAL LA'H 6" MIN PAPER LAP BELOW ONLY WR8 LAYER 02, FORTIFIBER BUILDING PAPER 2 APER LAP SCALE: 1 1/2' • 1'-0' ® KIC KO UT DETAIL WATER TIGHT SEAL (BEND OR SOLPM DO NOT G1Tl LATH VERTICAL LAP TO BE I' METAL LATH WRB LAYER 01, STUCCO WRAP I' MIN LATH LAP, 4" OVEI ALL LAP VERTICAL LATH & PAPER DETAIL NOTE: SIDE LAPS OF METAL PLASTER BASES SHALL BE SECURED TO FRAMING MEMBERS. THEY SHALL BE TIED BETLl SUPPORTS WITH 0.0415-IN. (121-MM) WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM C1063 78.1. NOTE: FOR REPAIR OF TEARS IN WRB LAYERS, TEARS MAY BE PATCHED WA-IOUSE WRAP TAPE PER MANUF. SPEC. OR PEEL 4 STICK ROOF CEMENT NOTE: IF ZIP SHEATHING: SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WOOD STUDS SHEATHING - OR 1/16' ZIP SHEATHINGS SYSTEM (INSTALLED PER MANUF. SPEGG.) BUILDING — PAPER NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES STUCCO i' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIFIBER BUILDINGS PAPER WRB LAYER "I, STUCCO WRAP WOOD SHEATHING OR 1AW ZIP SHEATHING SYSTEM (INSTALLED PER M.{1NUF. SPECS.) 6' MIN. LAP LAP c LATH LAP . PAPER HORIZONTAL LATH & PAPER DETAIL L„ 5 N.T.S. 7/16' ZIP SHEATHING SYSTEM ( INSTALLED PER MANUR SPECS.) OR WOOD SHEATHING OR CMU WR5 LATER 01, STUCCO WRAP (FRAME ONLY) 8" THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) LAP WR5 4 TAPE OVER ROOF/WALL SCREED 5'X5" 'L" TYPE CONTINUOUS GxALV- METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS FLASHING 4'x4' SELF -ADHERING: MEMBRANE FLASHING (COMPATIBLE W/ HOUSES WRAP MATERIAL) OVER " APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE 1' OR LESS PIPE PENETRATION CUT AND OVERLAP ONE SIDE OF / SELF -ADHERING MEMBRANE J FLASHING .STEP 01 INSTALL FASTENERS(CL STRAPS, STAPLES) AS REQUIRED TO SECURE PIPE/ WIRE TO FRAMING SECTION NOTE: IF ZIP SHEATHING: SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES 6'xBo' SELF -ADHERING MEMBRANE FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE CUT AND OVERLAP ONE SIDE OF SELF -ADHERING MEMBRANE STEP 02 FLASHING UPS LAYER fl, ATUGCO WRAP 14 P f PE PENETRAT f ON N.T�.5. RB LAYER 02, FORTIFIBER WILDING PAPER ETAL LATH 'xb' SELF -ADHERING MEMBRANE -ASHING OVER 4'x4' ELF -ADHERING MEMBRANE -ASHING OVER APPROVED OUSE WRAP. ASHING TO EXTEND ONTO PIPE 'x4' SELF -ADHERING MEMBRANE -ASHING OVER APPROVED OUSE WRAP. ASWING TO EXTEND ONTO PIPE in CONT. BEAD OF SEALANT STALL APPROVED HOUSEWRAP AIR FILTRATION BARRIER OVER -IEATHING LASTOMERIC COATING OVER STUCCO/ .V. FINISH (SEE TYP WALL SECTION) PER SECTION _RM.7 E sirlor Ming and plaideft Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-12A. Installation of exterior lathing and framing shall comply with ASTM C 1063-12A, TA L DRAINAGE PLANE (WR5 LA"'EfR #1, STl�CCO WRAP) WRB LA**T'ER 1*2 0=0RTIFIE3ER 5UILDING PAfi EfR) 1"IETAL LATH Mi .......... X X X X WOOD SHEATHING OR i/16" ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) SELF—ADHESIVE FLA&HN NG — — — — — — NOTE: 1"IETAL LATH. LATH TO BE PER SECTION R-703-11 / AST1l C—B47-013) 1"IIN. 2.5 L85. F=ER SCE. �rARD ( LIT I L I T"T' OR NC)1"I IN a yl w.drorcoa. LATH DOES NOT 1"IEET SPECIPICA tla� 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 W y V W O F 0. s; ta ti A ti SLTBDIV. 8t LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT&V 04321.200 084R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHITECT - STATE OF FLORIDA AUG 2 s 2020 MICHAEL C. ANDEMON AR NO 17305 J DATE 08/25/20 SCALE: 1/4"=1' — 0' SHEET MOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES BACKER ROD BACKER ROD WRB LAYER "I, STUCCO WRAP DRYER INSTALL 6' SELF -ADHERING MEMBRANE FLASHING OVER TOP, SIDES) AND BOTTOM FLANGES OF NON -MOVABLE FRAME OF THE EXHAUST. SEQUENCE OF FLASHING TO BE: L BOTTOM 2. SIDES. 3. TOP VENT CAP IS TO BE SET IN BED OF SEALANT AT TOP AND SIDES ONLY. SEALANT IS TO BE TOOLED SO AS TO DEFLECT WATER AWAY FROM JOINTS. E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL JOINTS AND INTERSECTIONS APPLY SEALANT AT PERIMETER OF NON -MOVABLE FRAME AND STUCCO ON ALL SIDES, ya' CAULKING Q JOINT ALL AROUND PER SECTION R703.7 Exterior lathing and plastering Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-12A. Installation of exterior lathing and framing shall comply with ASTM C 1063-12A. HOODED VENT J' THICK, 3 COAT CEMENT PLASTER METAL LATH WR5 LAYER 02, FORTIFISER BUILDING PAPER WOOD SHEATHING T ( FRAME LEGEND DRAINAGE PLANE (WR5 LAYER #I, STUCCO WRAP) UJRB LAYER #2 (FORTIF15ER 51JILDINCz PAPER) METAL LATH STUCCO X—X—X—X a WOOD SHEATHING OR -1/16 ZIP SHEATHING SYSTEM ( INSTALLED PER MANUF. SPECS.) SELF-ADHE51VE FLASHIN(S - - - - - NOTE: METAL LATH: LATH TO BE PER SECTION R-1031.1 / ASTI" 1 C-04-1-09, MIN. 2.5 L85. PER 5Q. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET SPECIFICATIONS) STUCCO FINISH 6" SELF ADHESIVE OVER TOP E SIDES SELF FLASHING UNIT PREMANUR DRYER VENT CAP (SET IN CONT. SEALANT) SEALANT a TOP 4 SIDES 6B DRYER VENT (BLOCK) BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL 6' SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER — UNDER 'QUICK FLASH' &EqNT PENETRATION SCALE: N.T.S. ELEC. METEF VERIFY LO /ArW.MH I V PKtC�CI VI= STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/5ACK- 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 5E FILLED WITH RIGID POLYMERIC ISOCY'ANOTE-POLY5LEND FOAM At CTI .)R SIMILAR) APPLY A SILICON SASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES 7,O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COM50 OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR SOX INSTALLATION WR5 LAYER *1, STUCCO WRAP WOOD SHEATHING APPROVED HOUSEWRAP BELOW CUT SUCH THA NO MEMBRANE ENTERS Box, APPLY TO FA EDGE APPLY E-Z BEAT OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS WOOD CONSTRUCTION V CMU 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING WR5 LAYER *I, STUCCO WRAP WRB LAYER "2, FORTIP15ER BUILDING PAPER METAL LATH 1/8, TEXTURED �,�FINISH 9 WOOD FASTEN TO WOOD STRUCTURAL MEMBER • T' O.C. MAX Ye' TO )5' MID -WALL WEEP SCRIFED 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING FINISH s MASONRY B HORIZONTAL WEEP SCREED (FRAME TO BLOCK NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WR5 LAYER *1, STUCCO WRAP CUT 'X" INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER *1 STF I] - APPLY 6m MIN - GRADE 'D' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP .o•o•o , 0 0• .0 0 0• 0 0• •0 a ,. .0 •o•o.0 0 F,, 5TF *12 WR5 LAYER *1, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WR5 LAYER $12, FORTIF15ER BUILDING PAPER 5TE F # ELASTOMERIC COATING OVER STUCCO/ G.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH 5 T E F #5 STEM # �. - ELECTRICAL RECEPTACLE 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www, a bd esigngrou p.com AA #: 0003325 F w w U 4 v 4 F a SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084RI MODEL. 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHITECT STATE OF FLORIDA AUG 2 8 N20 MICHAEL C. ANDERSON AR NO 17305 rZSAZ4 L 08 25 20 DATE- / / SCALE: 1/4"=1'-0" SHEET WA2 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U W O a U W Q F A F ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL: 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 60 MPH EXP. ARCHITECT - STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 08 25 20 DATE- / / SCALE: 1/4"=l'-0" SHEET METAL FA 2X6 SUB 3 m � 1 2x6 SUB -BAND W/1 "x4" NOTCH 's END, WRAPPED PEEL 4 STICK DRIP EDGE i/S" TEXTURED FINISH a WOOD 1/2" TEXTURED FINISH a CMU IN I� I� I` I� I I � METAL FASCIA WRAP Y8" FROM STUCCO, 1" FROM WOOD WALL 1� / 1 EXTERIOR WALL 1 (FRAME OR CMU) ~ \\_ NOTE: NOTCH FOR 2X6 REMOVED EYOND) OFF WALL CO) FINISH :TURED W/1 "x4" NOTCH -w IN PEEL 4 STICK WRAP 1 " OFF B BAND 2 " 1/8' TEXTURED FINISH ® U OOD, 1/2' TEXTURED FINISH ® CMU METAL LATH WOOD SHEATHINGS OR CMU UJRB LAYER "l, STUCCO LURAP (FRAME ONLY) UJRB LAYER 02, FORTIFIBER BUILDINGS PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHINC PLEASE SEE MA1 PROCEDURES PRE-ENG'D TRUSS TO BE CUT Q 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/V2"x4" NOTCH g END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL Ca? WALL SUB BAND DETAIL ® WALL W/KICK—OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/%"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -SAND W/lYx4" NOTCH a END, WRAPPED IN PEEL & STICK ROOF CEMENT 6 ROOF EDGE OMITTED FOR CLARITY IRN �44�km 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www, a b d es i g ngrou p. co m AA #: 0003325 F W cla U o F P, U A F A x svBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL.• 4EBB "1828-CALI" GARAGE 8TfMG: LEFT PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 60 MPH EXP. C ARCHITECT - STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 DATE: 08/25/2 SCALE: 1/4" =1' - 0" SHEET r�� A b 39'-81, 17'-4" ,4' 7'4" '-4" 12'4' iz FM-12X12 3'4' 16'-0" 10,_0, 10, 4„ N 4" CONC. m N X SLAB W U- X Lu I� oa I a *-3 1/2 • •EXTEND � � — FM-12X18 1 — — — SLAB 1 1/2" 1.1 jo U 0 I v } h Iin 1 M 010.1 TOP OF . I N SLAB Oco _M coco I N Ir LL �I I ly � I ti co x �I U I' I 15'-811 8�_0" 191-01, - . 4' PVC I CHASE�r, o 1 1.1 - TEA Fil — — — rr 4" GONG. SLAB N C r r r' 5 1/2 TOP OF SLAB T-0' 5 3; 6 a ro X I� w CN N W Io N LL I EXTEND"FM 2 SLAB 1 1/2" 1 u 4" CONC. x NSLABILL J a -&L-3 1/2 ,I -71/2 y U- o ----� OD 1.1 1 1 FMC-112X18 FM 12X18 FMC-12X18 �---- 1.1 FM-12X18 1.1 -- J 4 4 1.1 1:1 2' g" 1 '-0„ 2'-8" 3'-10" 10,_2„ 2 ,4' 4,-4, 14'-0" FOUNDATION PLAN SCALE:1/4" = T-O" FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OFIFINISHED SLAB SHALL BE+-0'-0". 3. COLUMf AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +-0'-0", SEE SURVEY PLOT FOR NAVD, 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES' 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE I/2" FELT PAPER iATTHE JOINT. 7. COORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. 9. WINDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/BOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AND WITH'THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 1 l.OINDICATED #5 BAR, MINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD W HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30' , #6 =3f"), AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE. A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.0 1530-13/ASCE 5-13, BUILDING CODE RE( UIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I.530-13/ASCE 5-13, USING: F'm = 1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING POND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER -'OF SLAB SUPPORTED 3'-O" O/C AX. SEE PLAN FOR WWM SIZE. INSPE TOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 6th EDITION r` Lo m ro ti N SLAB SCHEDULE SLAB THICKNESS REINF REMARKS 6x6 W1.4xW1.4OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING SCHEDULE w PROVIDE CORNER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY. MARK WIDTH LENGTH THICKNESS BOTTOM REINF TOP REINF. T.O.F. SHORT LONG (+)0"-0" 8" SEE PLAN 101, s -12 12" CONTINUOUS 12" (2)#5's FM-12xl8 1 12" CONTINUOUS 18" (2) #5's (2)#5s #5 1N CURB +)0"-0' VARIES FM-16xl8 16" CONTINUOUS 18, FMC-12xl8 12" CONTINUOUS 18' ) 's F-24x24 24" 24" 12' s s )0'4" SECURE A/C SIMPSON WB STRAP TO UNIT ROLL STRAP GONG. W/ OR EQUAL o (2)-3/I&'X2' EACH CORNER TAP -CONS OF UNIT GONG. SECURE STRAP TO SLAB UNITS W/ (2) "Bxl 1/4 BHT MTL SOWS A/C CONNECTION ftvi TO PAD DETAIL ED scwxm SUBDIV. 8e LOT: CREEKSIDE PHASE 2 �I LOT #84 PROJECT# 04321.200 084R1 MODEL: 4EBB "1828—CALI" GARAGE SWING: LEFT E1 PAGE: FOUNDATION PLAN I I I �� , 60 MPH EXP. ARCHITECT- STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 08 25 20 DATE: SCALE: 1 /4"=1' — 0" SHEET STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND ELSPACING REQUIREMENTS K m W U_ co J 0_ co _ Z 8" CMU WALL o + 01_011 t° °7 " TOP OF SLAB yt d' d SEE SLAB SCHEDULE EXT. PORCH SLAB A d . 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION ° 6" CHAMFER (2-STORY) JOINT (WHERE i APPLICABLE) Z " SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY zi EXTERIOR MONO -FOOTING SCALE. 3/4"=V-9' 0 �n 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 2"CAPPED GALVANIZED PIPE W/FLANGE @ BASE BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" SECURE FLANGE TO SLAB W/(4) 1/4" X 2 1/4" TAPCONS SCALE: 3/4"=l'-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. FSEE SLA B SCHEDULE ° d SEE SCHEDULE FOR WxD, BAR SIZE \ND'BAR QUANTITY INTERIOR FOUNDATION WOOD WALL SCALE: 3/4"=V-0" (NO UPLIFT) Z_ ft' STEEL REINFORCING IN GROUTED �(a CELL SEE PLAN FOR SIZE AND 4 SPACING REQUIREMENTS Q W m U W 00 J IaL 0 O '8" CMU WALL Z +- 0,-0„ TOP OF SLAB d 1 VARIES ° SEE SLAB SCHEDULE TOP OF GARAGE EXT. PORCH SLAB I' 4" CHAMFER (1•STORY) W/ 1/2" ISOLATION 1 , ° 6' CHAMFER (2-STORY) JOINT (WHERE •• — SEE SCHEDULE APPLICABLE) FOR WxD, BAR SIZE g AND BAR QUANTITY N EXTERIOR MONO -FOOTING n 2 @ GARAGE SCALE:3/4"=V-0" ',.. W WC � I NEW REINF. BAR O a- SECURED W/2-PART 0- I EPDXY. MIN. EMBED Q 8", LINO Q p FOLLOW ALL MANF. S 'I SPECIFICATIONS FOR = m USE AND ll PREPARATION OF C) vll HOLE. ,. Z X W 01 J o Q OQQ40 co f` 4" CHAMFER (1STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLI HIC FOUNDATION 6SCALE: 3/4 =1 -0' STErEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS Z 0 } Of coU V J O� 8" CMU WALL 0 TOP OF d . < SEE SLAB SCHEDULE Z "ISOLATED" COLUMN, PAD CENTERED UNDER WALL AND co POURED MONOLITHICALLY WITH -- = FOUNDATION AND SLAB ° SEE SCHEDULE FOR WxD, BAR SIZE ✓ AND BAR QUANTITY COMBINED EXTERIOR MONO- ��FOOTING AND COL. PAD 1 I V SCALE: 3/4"=V-0" 30" MIN. EACH WAY MONOLITHIC FOOTING s 'v sv v FM P . CORNER BARS, SAME SIZE AS LARGER BAR v >L IN FOUNDATION WITH 30°LEG EACH $ ? WAY AT ALL CHANGES IN DIRECTIONS ° SO THAT THE STEEL REINF. IS CONTINUOUS MATCH AMOUNT OF CONTINUOUS BARS CONTINUOUS STEEL MONOLITHIC ° FOOTING REINFORCEMENT SEE SCHEDULE WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO MONOLITHIC FOUNDATION CORNER BARS DETAIL 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 SIMPSON SPH4 OR SPH6 — BTM AND TOP PLATE ANCHORS W/ 10d x 1 1/2" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x 3„ U W SCALE: 3/4"=l'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING :CURE BT. PLATE TO SLAB W/ I"x9" WEDGE ANCHOR W/ 2" 4SHER SET IN HIGH STRENGTH 'OXY 5-1/2" EMBED. MIN. @ 16" OC >,X. SEE SLAB SCHEDULE TOP OF SLAB ° ° •d d.. d P. EQ: EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL 7 SCALE:3/4"=V-9' (W/ UPLIFT) POURED LINTEL CONT. (TYP.) 8" CMU FILLED CELL (TYP.) 2X WALL FRAMING 1/2" DIA. SIMPSON STB2 BOLTS 5" MINIMUM EMBEDMENT INTO GROUTED CELL; 4" FROM ENDS AND 16" O.C. VERTICALLY MAX INTERIOR FRAME BRIG WALL TO BLOCK WALL CONNECTION SCALE: 3/4"=V-0" RECESS AROUND GARAGE �� DOOR OPENING SCALE: LAP TOP PLATE A MIN. OF 49' AND NAIL W/ 16d COMMON CURB FOR MASONRY UNITS SET AT ELEV: U-0" NAILS, 2-ROWS, 4" O/C BTM, LAP TO OCCUR OVER STUD I I VERIFY HEIGHT OF WALL W/ PLAN 2x4 OR 2x6 WOOD BEARING PROVIDE BLOCKING WALL W/ SYP No 2 STUDS SEE .PLANS FOR SPACING. SINGLE BTM. PLATE TO BE PT. PROVIDE DBL. TOP PLATE SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 16" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO WLu�n� UPLIFT IS PRESENT. SEE SLAB SCHEDULE 4 d `..\ 4 4' d d ; EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE,3/4"=V-9' (NO UPLIFT) gz5aml�IflNGby� 1 ScierKft 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH FLORIDA32937 a PH:321-802.3591 www.abdesigngroup.com AA #: 0003325, -r a F' W W w a 0 v W o N D3 � C sn h- rl ti SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #84 3'ROJECT# 4321.200/084R1 10DEL: 4EBB "1828— CALI" GARAGE SWING: LEFT PAGE: DETAILS .60 MPH EXP. ARCHITECT: STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: D8 25 20 SCALE: 1/4"=1'-0" SHEET S1.I N 29,_0" 27'_0" 25-10" 17,_$" 14'_0" 10,_0 3,_p„ o N 0 C9 zo C9 m O m 0 N O d' N O N CD ILA! IMF — In N I DOWEL PLAN SCALE: 1/4" = 1'-0" 'v Lo op o N , W 3'-6" cq N cm r " SLJBDIV. & LOT: s,. CREEKSIDE PHASE 2 Vj q.< 4 LOT #84 ?RO JECT# 14321.200 084R1 �IMODEL: E 4EBB a "1828-CALI" ARAGE SWING: LEFTX G DOWEL PLAN �a �4yQ 60 MPH EXP. " ARCHITECT- ATATE OF FLORIDA AUG 2 S 2020 Aa�ar, ��, MICHAEL C. ANDERSON AR NO 17305 N PRINT DATE: 08/25/20 SC AT 1/4"=1'-0" cj SHEET S 1.2 TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM — VARIES PER ELEV. d - Z d -d ° d a .4 d' d'.. N ° �• 6 ° a g a CLEAN OUT REQUIRED FOR INSPECTION m 01) 0'_0" FIN FLR. ° TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK ZLU �0 ro U HORIZONTALNERTICAL REINFORCING SCALE: 3/4"=V-0" BAR SIZE 48 BAR DIA. #3 181, #4 24" #5 30" #6 36' #7 42" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND 0 }a} rY F SPACING REQUIREMENTS m W � J v ' W Z } 8" CMU WALL o +_ o,_o,, +- 01-0" d' TRo OP OF SLAB 4 ° � d ° " 4 SEE SLAB SCHEDULE Z 2 d ' . d ° 4 '°4 EXT. PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) / 6" PVC CHASE) THRU FOOTING a n ° 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) i z_ Nk MATCH STEEL REINFORCEMENT PER SCHEDULE W ° 6" PVC CHASE THRU'FOOTING MATCH STEEL SEE SCHEDULE REINFORCEMENT FOR WXD, BAR SIZE PER SCHEDULE AND BAR QUANTITY PVC CHASE 4 THRU FOOTING SCALE' 3/ „=1,-9' BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" #5 BARS [E] W CMU UNIT DIMENSIONS zo ARE NOMINAL SIZES 4�g MASONRY SYMBOLS S ALE:3/4"=T-0" Reviewe8 for c 99 Uni roI nUwwejvV ode Suertom k,7" vYTR17IV. 8a LOT: CREEKSIDE 4 PHASE2 In. LOT #84 PROJECT# 04321.200 084R1 �110]�EL: rj 4EBB "a "1828—CALI" GARAGE SWING: n LEFT I� DETAILS GO MPH EXP. ARCHITECT - STATE OF FLORIDA "/Vr, AUG 2 8 2020 IICHAEL C. ANDERSON AR, NO 17305 U :DATE: SCALE: 1/4"=1'-0" SHEET S1. 2 A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT, SUBMIT, FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16' O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM U-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. INDICATES OPENING BELOW) T.O.B. = TOP OFBEAM/ V I BC = OOTT M O SCHEDULE / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT REINFORCEMENT STIRRUPS MARK DESCRIPTION fc SIZE REMARKS (psi) WxH BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — (1) #5 — NIA — GROUTED SOLID "CAST-CRETEw SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8" PRECAST & PRESTRESSED LOADS FOR U-LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS C SAFE LOAD -POUNDS PER LINEAR FOOT 0'-- �i0m SAFP LOAD rn^ SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGT Bus ageo W1245 BF76419 tF2040 SF240e 8121m mesas TYPE LENGTH SUS SPS RCMU LENGTH TYPE WS-IT IM24T SM84T OF204T W244T elA1T ePaatT W8.18 W1245 W104B Mts BPAA475 eF2946 VMS WS.2T WI2,2T WI4-27 8PA42T 8F24-ZT WAW SFSW 84' (427) PRECAST 2251 3N9 3719 flea ow am e602 1mf1 8'8' (427 PRECAST 1025 1024 ,598 8'$` (42' PRECAST INS gem 3024 4394 mm 0182 7e01 aMa 4eof ells 797 8974 1034 1te09 lees 206 804 48e4 area etas loft W4)' (48•) PRECAST 1906 251 Am 31120 4000 am 7034 6107 4'-0' (43) PRECAST 765 768 1909 4' (48') PRECAST 180E 2m5 SM 3615 49M mt6 S079 203 480E sits 7517 8974 100 17e0e ,V4r (54') PRECAST 15N tees 2110 231 arm 4670 548E am 4-0 (54') PRECAST 592 591 1073 1 (54') PRECAST 127 2D0 27'07 8875 40M 417 mie 2 880 4375 oils 7547 w =2 10204 1100 1207 2040 2707 3875 1 4043 4717 I asA Ste' (e49 PRECAST 1217 18w 1488 1me 2m0 3123 mas 420 Ems• (84� PRECAST 411 411 745 5 (84� PRECAST 1010 1""') 22M w 2as8 SM Seat 4m2 leas aoe6 Sam M7 101 tote 1715 227E 2mB am9 Seel an 5-10' (70•) PRECAST low 1I05 193 Iasi 2m0 m e No 34" 6-10• (70� PRECAST 840 8N 515 5- U' (70') PRECAST we Iw% 2m8 M07 a820 4138 w 14e1 tea 43W 710a@ SNOW 7ISIm Mm my tee7 mw an 3107 amo 41M 6' s• PRECAST We 12m 217r 84W mat a707 430 0081 6'�' (757 PRECAST 507 72, 49D 5' (7e9 PRECAST m5 Iw% t 2m9 S751 3712m 1288 27n a4es m8I ase5 1omy,1 8m6a4 oaf tom leas 2me 27eo. 8267 8712 PRECAST 748 1011 170 2m2 2211E AM 311N Seel Tom' (90') PRECAST 424 584 889 T (9D' PRECAST 727 1 t 20m zazr a228 trot IM AM 8m8 f891 8M784 847204 M7 1224 1as4 202E AM 2e27 m49 9.4' (112� PRECAST 564 see lies INS 25e4 AM MIS met 94' (112') PRECAST 820 512 230 9' ' (11127) PRECAST 6e1 708 11 1474 181 2167 2SW 7e2 12M ISO =4 348 4705m em0m sot eo2 1318 16M 1900 2294 =10 10'4' (123� PRECAST 475 5m ms 1247 203 2777 2108 AM 10'4' (123) PRECAST 254 401 180 IWr (128) PRECAST m0 576p urea Bass@ Iota@ 1 201t0 6M 1Om 1m8 20m Am 4754 680 as 1180 1472 77as 206E AM 11' 4• (1887 PRECAST 832 am 945 INS 1840 24a $127 4008 11'-4' (186� PRECAST 230 462 154 11! 4' (,83� PRECAST �'.' 474 504a@ MOM I087 127 161 17asa@ 682 946 INS ISO 2423 3127 400e 494 S07 104%a1 1s72ap 1600, 11115w 2187 w 1r-W (1"-) PRECAST 337 6M m 1=4 lam 21M 280E 8em 1r-V (144-) PRECAST 244 402 137 IL1-W (144-) PRECAST 470 40 724 ass 11m�w 1 Im6 6M B>s 1264 tee@. 21m 280E 86m 470 660 eM 18m 76egq 1SI&', 207E 18' 4' (160� PRECAST 283 471 7m 1075 142E 16m 2818 28IN 18'�' (180) PRECAST 2,7 824 110 18!�• (180') PRECAST 418m sass@ e07a@ 785 04ry4 1148pq 1325 477 7S5 1075 14M 1em =10 2ma 42e MS 780 11f0 14181w 1 1687 INN (138') PRECAST 279 424 Ise 1002 1928 1w 2127 ems W0 (18B' PRECAST 205 29S 100 14-W (1SS1 PRECAST Snap 717 a@ 8m p@ 1 1229 442 700 7002 lase 1ee7 2127 2e80 410 410 426 717 w 00 10as t 1 1807 7807 14'�• (178� PRESTRESSED N.R NR NR NR NR NR NR NR 14'8' (178') PRESTRESSED N.R 284 91 14'$' (176� PRESTRESSED 2m ss4 a@ mD 872 825 978 7191 4e6 7as 1970 ISM aM 2f17 2772 248 S% 613301 9e0 0@ 1303m 1618m 1734pg 16�• (134� PRESTRESSED N.R NR NR NR NR NR NR NR 16�' (184� PRESTRESSED N. 259 88 1" (184� PRESTRESSED 224 313 406 m7 7te 917 10f4 412 710 1250 17as 20m 2920 ASIA 2m 8m S16 608 a4 1 140I)m tease@ 1T4' (Z<I5•) PRESTRESSED N.R NR NR NR ER NR NR NR ,T�' (ZOS') PRESTRESSED N.R. 184 64 1T.1' (208') PRESTRESSED 167 102 2m AN 4w 606 w 621 740 to SN INSM 7m 1271 as 1473 AN 6M m1m8 Imo few 2047 19�' Pr PRESTRESSED N.R.,9� NR NR NR NR NR NR NR . (292') PRESTRESSED N.R.148 5'1 ,9�, (292� PRESTRESSED 102 1as 229 on 299 348 pq 429 447 w4 me (@ W tot m 847 a@ 1050m 747 tw 7227a@ m5 420 75s 10a7 12m 1615 777e 21'-C (258') PRESTRESSED N.R. NR NR NR NR NR NR NR 21'-e t86•) PRESTRESSED N.R. 125 42 21 4' PRESTRESSED 142 204 807 8as 4e0 see tm 190 340 m on 1114 lam 14M 742 2m 373 w 07 m 721 M BUM 1049 2r-0• I"1647 PR68TR6 IN NR NR NR NR NR NR NR , .) PRESTRESSED N.R. 110 49 0 (264') PRESTRESSED tar 197M 20 379 482 SM 090 1N 315 Boo 7M 1oa 1Am ma 137 223 we 513 cm Bass@ NS 9O 24'-0' (258� PRESTRESSED N.R HR NR NR NR NR NR NR CM PR68i1�3RFD N.R. 91 88 24-0' (266') PRESTRESSED 124 1781w 207 a42 41e 4e2 m7 t28 250 4e0 t64 8M t092 t2aW4r 124 202 819 w 465 tOta@ 767M 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. -ALL VALUES TAKEN FROM'SAFE LOAD TABLIEW BY CASTCRE7E MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM C OF BEARING PAST EACH SIDE OF WINDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE# 19-0130,13 „ 8F16-1T/0M/0B 1 e i co fGT �1 ®a���g���������������� 1 8F16-1T/OM/0B 8F16-1T/0M/0B 1 8F24- 1 1 %� s,;T/OMlOB I ; 1 % %% % 1 a,. 1 % ®% 1 eI `% 1 1 %_ GT 1 %% 1 % 1 %, 1 ; 1 ,% 1 % ,% e i i 1 %% of 1 % of I ,% ♦ � 1 1 ♦ % I � 1 1 1 %% 1 % 1 r 1 I I (r 1 I � r I o 10 of ILL (61 1 00 ■ 1 f d UNO, PROVIDE BB1 WHERE 1 ROOF TRUSSES BEAR, TOP 1 OF WALL EL. 8'-8", UNO. ; g Ira ('1 1 y .. 1 e j 1 III 1 I) 1 rl h 1 II 1 8 R F6- 1 1T/OM/OB t 1 GT r SFS-1TA7MA7B 1 8F28-1T/0M/1B I I 8F16-1T/0Ml0B 1 �urta'aa1 r� 46�� eP :gym er rai LIFT BEAM PLAN SCALE: 1/4," = V-0" 91 Reviewed for Code Compliance universese � "*V 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802.3591 www.abdesigngroup.com AA #: 0003325 EMISSIONS W LI :� 14 A f7 (p q I �� sysaxv � LOT: CREEKSIDE rµ PHASE 2 LOT #84 V.�. PROJECT# "s04321.200 084R1 s MODEL: I 4EBB K "1828—CALI" GARAGE SWING: LEFT -AGE: LIFT BEAM PLAN AND NOTES 60 MPH EXP. ARCHITECT. STATE OF FLORIDA AUG 2 8 2020 I'A"KMAEL C. ANDERSON AR NO 17305 f PRINT 08 25 20 DATE: e� AT �_ 1 /A"-1' n".■ SKEET S 2 #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 10" HOOK 30" TYPICAL #5 BAR IN BOND BEAM — CORNER REINFORCING OF BOND BEAM SCALE: 3/4"=V-0" NOTES TO THE INSPECTOR/CONTRACTOR TYP.B"xB"ffzA 1. PLACE LINTEL ACROSS TOP OF OPENING BOND BEAM 1#5 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL (� 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING $ Q\\� PLACE STEEL HEIGHT I 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 P� TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8"xl6" / 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM 0 / COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5 / TOP OF THE LINTEL. 0 R� O 6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP 7c $ �t 2 P�S�F�8x16 DBL. BOND TOP OF BEAM W/ (1) #5 BAR .: BOND BEAM EACH COURSE 8x8 BOND BEAM TOP OF �Q� 1 W/ (1) #5 BAR BOND BEAM OF F = FILLED W/ GROUT (� U =UNFILLED GROUT SOLID FROM TOP NOMINAL N LINTEL TO TOP OF BOND VOF OPENING WIDTH ///# OF #5'S, IN 2ND BOND BEAM COURSE BEAM, IF FILLED LINTEL SEE NOTES 16-1 T/1 M/0B 8x8 PRE -CAST CONCRETE NOMINAL LINTEL W/ (1) #5 BAR (L2) Q� HEIGHT # O #5 S; TOP LENGTH OF BAR = WIDTH OF MASONRY OPENING-2" BEAM DESIGNATION IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR THAT XFXX 1T/lM/0B INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8xB PRE -CAST CONCRETE SCALE: 3/4"=V-0" AND XFXX-1T/OM/08INDICATES ASINGLE BOND BEAM j PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS AND XUXX - 1T/lM/OB INDICATES A DOUBLE BOND BEA 'ABOVE UNFILLED TOP LINTEL OPENING AND XUXX-1T/OM/OB INDICATES A SINGLE BOND BEAM BOVE UNFILLED LINTEL PRECAST HEADER(MIN) -- 2x4 (MIN 2 X 3) 1-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD WINDOW SIZE',300 MIN EMBEDMENT 1 1/4") $" FROM EACH END AND 18" OIQ. MAX. MIN 1-1/4" EMBEDMENT ftA. 2x6 (MIN 2 X 3) 2-3/16TAPCON PRE Id OR DRIVE PIN (MIN SHANK WINDOW SIZEA45 MIN HEAD SIZE.300 SILL MIN EMBEDMENT 1 1/4") 8" SLOPE FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE i300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING 1/4") q" FROM EACH END AND 18"SECURE TO SHEATHING W/ EM BEDMENT O MAX. MIN 1-1/4" MIN. 2-12d PER BLK. EA. END EM TYPICAL MASONRY WINDOW 7/16" OSB SHEATHING CMU WALL 4 SILL CONSTRUCTION scALE:1 vz'�=1'-0° 5 ARCHWAY FRAMING DETAIL SCALE: 3/4"=1'-0" SINGLE #5 CORNER BAR, 30x30 TURNED UP =" OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM PROVIDE #5 BAR STEEL REINF. OF — AT EACH SIDE BOND. BEAM OF ELEVATION CHANGE CHANGEIN ELEVATION OF BOND BEAM SCALE: 3/4"=V-0" ® ReviewedCpllo<Cod. c«owiarw. Univer lE nggwmw& p 2194 H WY A1A, SUITE 301 y INDIAN HARBOUR BEACH, FLORIDA 32937 PH:321-802-3591 www.abdesigngrotip.com ,a AA #: 0003325 nj r SUBDIP. -& LOT: CREEKSIDE ' PHASE LOT #84 PROJECT# 04321.200 084R1 MODEL• 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 60 MPH EXP. ARCHITECT STATE OF FLORIDA AUG 2 22020 MICHAEL C. ANDERSON AR NO 17305 SCALE: 1/4"—_l'-0' SHEET Ste 1A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4, ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEWAND APPROVAL 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM D'-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. END TRUSS MANUFACTURER / ENGINEER NOTES: IN EXCESS OF 2,500 LBS SHALL BE 1. ROOF GIRDERS W/ UPLIFT FABRICATED W/ A 2x6 TM. CHORD (MIND 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTIL RAIL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8" FROM THE CENTER OF THE COLUMN. GIRDER USS'. TRUSSES.W/2X4 W/2X6 BO OM BOTTOM CHORD CHORD 2x4 SCANAILED TO n /I DIAGONAL TRUSS EI TTOM IIILy\YII BRACING/BOTTOM CHORD MIN (4)1Od CHORD BRACING NAILS FO EACH. CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING ® END S Wf2X4 I CHORD DIAGONAL — BRACING/BOTTOM CHORD BRACING - GIRDERrTRUSS W/2X6 BOTTOM CHORD 2x4 SCAB NAILED T( TRUSS BOTTOM CH W/MIN(4)10d NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING ® MID RUN TRUSSES W12X4 BOTTOM CHORD BRACING/BOTTOM CHORD BRACING CONNECTOR SCHEDULE CONTROL DATE: 01/27/2020 MiTek LISP SIMPSON MiTek USP SIMPSON DES. UPLIFT GRAVITY DES UPLIFT GRAVITY FASTENER FASTENER HTA 16-18 1625 META-16 1450 (8)10d X 11/2".1-PLY, (7) l6d 2-PLY, EMBED 4" It ) lad x 11/2 1-PLY, E6 16d 2-PLY, EMBED 4" (2)HTA 16-19 2430 (2)META-16 1985 (12)10d x 11/2" 1-PLY, EMBED 4' (10) lad x11/2"1-PLY, EMBED 4" HTA 16 1870 HETA-16 Isla (10)10d X11/2",(8)16d 2-PLV,. EM BED 4" '.. ( Ilad x 11/2"1-PLY,(8)16d.2-PLY, EMBED 4" - HTA 20 1870 HETA-20 Isis (10)10d xl 1/2", (8)16d 2-PLY, EMBED 4" O10d x 11/2" 1-PLY, (8) 16d 2-PLY, EMBED 4" (2) HTA-20 2430. (2) HETA-20 2035 (12) 10d x 11/Z", 1-PLY, EMBED 4" (10) 10d x 11/2 I -PLY., EMBED 4' 2500 (10) 16d 2-PLY, EMBED 4" (2)16d 2-PLY, EMBED 4". LUGT-2 1155 LGT-2 1885 BLK (5)1/4 x 3 Wedge -Bolt+ Anchors, WOOD (16) 10d O 1/4" x 21/4 TITER, WOOD (16)16d LUGT-3. 3380 LGT3-SDS2.5 3480 CONC(4)3/8 X5" Wedge -Bo lt+ Anchors; WOOD (12) WS25 (2) SDS 1/4x3' TO 6 IR DER, (4) 3/8 x 5' TITEN HD TO WALL DHTA-20 2430 PETAL-20 (16) -IDd x 11(2, 1 PLV ALTERNATE USE OF (2) HTA-20 ACCEPTABLE (8) lOd x 11/2,1 PLV ALTERNATE USE OF(2) HETAZO ACCEPTABLE MUGT7S+ 3945. MGT+ M (1)5/8"A.T.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED),(22) Lad TO WOOD) O5/8'A.T.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED),(22) 10d TO WOOD HUGT2+ 9575 HGT-2+ WOOD (8) 10d, MASONRY (2) 3/4" A.T.R O 3/4" A.T:R; IN HIGH STRENGTH EPDXY (MIN 12"EMBED), (26) lad TO WOOD HUGT3+ 9860 HGT-3+ WOOD (8) IDd, MASONRY (2) 3/4"A.T.R : O3/4"A.T.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED),(16)1Od TOWOOD LPTA 1510 PARALLEL TO WALL 14]D PERPENDICULAR TO WALL LTA2 1210 PARALLEL 1210 PERPENDICULAR WALL TO WALL TO (10)lad x 11/2" - ( )latlxl-1/2" MUG71S 3945 VGT 4940 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (4) Lad TOP/(6)10d FACE/(12) lad BACK OFTRUSS (2 518 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED(, (16) SDS 1/4"XT' HUGT 1 9575 (2)VG7 7185 (2)5/8"A.7.11. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (8) Lad (2 5/VA.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED),(32) SDS 1/4"xT' MTW 12 965 MTS-12 990 (14) 10d x 11/2;(14) lad (1 )10d X 11/2" HTW 16 1355 HTS-16 1310 (16) 10d X 11/2', (16) lad (1) lad X 11/2" HTW 20 1355 HTS-20 1310 (24) lad X 11/2", (20) lad (2 1) lad X 11/2". HTW 24 1355 HTS-24 131U (24) lad X 11/2", (20) lad (2 1) 10dx 11/2 LSTA 12++ 93D LSTA-12++ 925 (10) 10d (1) IDd LSTA 18++ 1235 LSTA-18++ 1 1235 (14)10d (18) Lad MSTA-18++ 1310 MSTA-18++ 1315 (14)10d (1 ).lOd MSTA-24++ 1640 MSTA-24++ 1640 (18)10d (1 IlOd yL MSTA-30++ 2065 MSTA-30++ 2050 (22)10d: (2)10d. MSTA-36++ 2065 MSTA36++ 2050. (26)10d (2 )10d MC$9 KST1236 2765 MSTI-35 3800 (36) 10d X 11/2' (3 ( IDd X 11/2 KTSI24B 5105 MST)-48 5070 (48) 10d X 11/2'> (4 3i lad x 11/2" LFTA6 980 H6 1055 (16) 8d x 11/2", (16) 8d) (8 SdTO PLATES, (8) Ed TO STUDS SPT4 875 SP4 825 (6)10d TO STUDS(6)10d TO PLATE. (6 Lod x 1.112".TO STUDS MP34 5251N F1 @ 160% A34 0. 0 (4) Ed 11/2" TO BEAM, (4) 8d x 11/2" TO POST. (4 8d x 11/2 TO BEAM; (4) ed x 11Q" TO POST, HHCP2. 580 HCP2 590 (10)10dx 11/2:' TO TRUSS, (10) 10d X 11/2" TO PLATE. (1)lad X 1112" RT16A 1020 H1DA 1040 (9)10d x 11/2" TO TRUSS, (8)10d X 11/2" TO PLATE (1) 10d X 11/2 MUGT15&PHD4A 4175 VGT&HDU4 4940 (28)lad TO TRUSS, (10) WS3. WOOD. SCREWS TO POST W/5/8"THREADED ROD (lb)-SDS 1/4 x3 TO WOOD,(lb)SDS 1/4x21/2"W/ THREADED ROD,(2) MTFS/WASHER/2 PLY MUGT15 & PHD4A 4175 VGT & HD7B 4940 : (28)10d TO TRUSS, (101 WS3 WOOD SCREWS TO POST W/5/8" THREADED ROD (1 }SDS 1/4'x3" TO WOOL), (3) 3/4 STUD BOLTS W/THREADED ROD, (2) NUTS/WASHER/2PLY PAU44 2535 6775 ABU 44Z 2300 7750 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED( IN CONIC., (12)16d TO WOOD (1 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED.) IN CONC., (12)16d TO WOOD PAUSE 2455 16005 ABU 667 1 2190 M205 a) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN CONIC, (12)15d',,TO WOOD (1 5/8" A.T.R. IN HIGH STRENGTH EPDXY,(MIN. 7" EMBED.( IN CONIC., (12)I6d TO WOOD LTS19«+ 1205. LTT19 +++ 1310. (1)3/4"A.TR IN HIGH STRENGTH EPDXY, (MIN.7". EMBED) IN CONC,(8)10d TO WOOD It 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.( IN. CONC.,(8)10d TO WOOD LTS20B+++ 1100 LTT20B+++ 1500 (1) 3/4" A.T.R.IN HIGH STRENGTH EPDXY, (MIN. T'EMBED) IN CONC,(10)1ad x 1-1/2 TO WOOD (11/2".A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7"EMBED.) IN CONC., (10) IOd TOWOOD H745 4160 HTT4 4455 (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED) IN CONC., (18)16d X 21/T' (1 5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 7" EMBED,) IN CONC, (26)16d X 21/2' HTT45 SODS H75 5090 Il)5/8"A.TR IN HIGH STRENGTH EPDXY (MIN.7". EMBED)IN CONC„(26)16dX 2112". IT 5/8'A.T.R. IN HIGH STRENGTH EPDXY (MIN.7" EMBED,( IN CONC.,(26) Lad X 21/2" UPHDll+ 14395 HHDO11-SDS 25+ 11810 (1) 1" A.T.R.IN HIGH STRENGTH EPDXY, (MIN. TO" EMBED) IN CONIC, (24)W53 WOOD SCREWS ( (1 1" A-T.R. IN HIGH STRENGTH EPDXY, (MIN. 10" EMBED.) IN CONC., (24) SDS' M"B 2S"WOOD SCREWS PHDSA 6525 HD7B . 6645 (1) 5/8" A.B.IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) WS3 WOOD SCREWS IT 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED.) IN CONC., (3) 3/4" STUD BOLTSTO WOOD TOYS 7870 (1)7/8"A.B. IN HIGH STRENGTH EPDXY, (MIN,7"EMBED) IN. CONC(3)7/8" STUD BOLTSTOWOOD NFM35X12U 2580 7130 MBHA 3.56/11.25 3475 S33a (1) 1{2"' 1-BOLT W MIN G" EMBED It NOT LESSTHAN 4' 'FROM EDGE OFCONCW/ 14" DIA ITW RAMSET/REDHEAD DYNA BOLT SLEEVE ANCHOR OR EO W/MIN 5"EMBED INSTALLED IN FACE. (14)IFACE, EPDXY,4"A.T.R6.NSIGH STRENGTH THINEPDXY, CMUMIN.6.75'EMBEDMENT) INC.M.U. TOP, (1)3/4" A.T.R IN HIGH STRENGTH (18)10d TO BEAM HUS4121F 3615 2710(100%) HUSU12 (WOOD) 3435 2635(100%) (30) l6d TO HEADER, (10) lbd TO WOOD 1 lbd TO HEADER, 10 36d TO WOOD ( ) ( ) 3325 (125%) 322D (125%) HD4101F(CMU) 1950 3080 HUC410 (CMU). 1800 4500 (18)114""x3 W53 SCREWS, (10) lad TO WOOD. USP (20) 3/16 "TAPPER+, (10) lad TO WOOD (1 )1/4 x 2-3/4. TITEN (9 PER FLANGE) TO CMU, (10) lad TO WOOD:. HD210-21F (CMU) 1950 3080 HUC210-2 (CMU) 1800 4500 (19)1/4' x 3 WS3 SCREWS, (10) IDd TO WOOD USP (20)3/16 "TAPPER., (10)10d TO WOOD (1 )1/4" x 2-3/4 TITEN (9 PER FLANGE) TO CMU, (10)10d TO WOOD. HD210-31F(CM U) 2795 5015 HUC210-3 (CMU) 1800 4500 (18)1/4""x3 WS3 SCREWS, (10) lad TO WOOD. USP (20) 3/16""DAPPER+, (10) 10d TO WOOD 11 ) 1/4 x 2.3/4" TITEN (9 PER FLANGE) TO CMU, (10) Lad TO WOOD LGUM26-2 2125 6065 _GUM26-2-SD5 1430 5595 (4)3/8"X4 Wedge -Bolt+ Anchors, WOOD (4) WS3 WOOD SCREWS. (4)3/8 x 4 TITEN H D ANCHORS (2 PER FLANGE)TO CMU,(411/4 X2-1/2 SDS SCREWS TOWOOD FRAMIN SCALE:1/4" = 1'-0" ci 0 Reviewed for Code Compliance ID Universal Erg riesoft Sa«10" ul to 0 x SiJBDIV. 8e 'LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL• 4EBB "1828- CALI" GARAGE SWING: LEFT PAGE: FRAMING PLAN �60 MPH EAr ARCHITECT- STATE OF FLORIDA AUG 2 8 2020 MICHAEL I ANDERSON N017305N Mill DATE: uo/ <a/ 4u SCALE: 1/40=1'-011 SHEET S 3 A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 1 Od x 1 Z" NAILS TO TRUSS B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH (12) 16d X 1 z' NAILS TO TRUSS DEL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN) C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH (16) 1 Od x 3 4' NAILS TO GIRDER AND (2) SIMPSON HETA16 TRUSS ANCHORS WITH (12) 16d x 3 2" NAILS TO GIRDER lx2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3)16d GALV. COMMON NAILS. 1x2 SECURED W/ 10d GALV. COMMON NAILS / 12" O/C MASONRY BOND BEAM SEE SCHEDULE PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" NOTE: APTSYP#22"x4". Iz 6", 8" x 4'-0" MAY BE ADDED W/ 1 Od NAILS, 2 ROWS, 3" O/C TO FACILITATE ONE ADDITIONAL PLY MAX. TO -- ACCOMMODATE TRUSS ANCHOR REQUIREMENTS. ENGINEERED WOOD TRUSSES @ 24" O/C, SUBMIT SHOP DRAWINGS FOR REVIEW AND APPROVAL A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) B ALLOWABLE UPLIFT = 1-1:2365 LBS. L:1430 LBS (2 OR 3 PLY) C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) TYPICAL TRUSS/ 1a 1b 1c GIRDER CONNECTOR(S) SQALE:3 4 NOT USED ME OUTER 1/3OF SPAN ONLY BTM.— PLATE 'CH DEPTH 1/4*D HOLE EDGE >5/8" HOLE DIAMETER �< 2/5*D SGL STUD HOLE EDGE >5/8" STUD NOTCHING AND BORING LIMITS 8 SCALE: 1 U2"=1' 0" HOLE DIAMETER < 3/5*D DBL. STUD j ENGINEERED WOOD TRUSSES— PLYWOOD SHEATHING, SEE @ 24" OIC, SUBMIT SHOP "ROOF/WALL/FLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" (1) SIMPSON HETA16 —\ TRUSS ANCHOR WITH NOTE: A PT SYP #22" x4", (9) 10d x,1 Z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED GIRDER. PROVIDE 5" W/ 1Od NAILS, 2 ROWS, 3" MINIMUM CONCRETE O/C TO FACILITATE ONE EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO CONJUNCTION WITH ACCOMMODATE GIRDER HEAVY UPLIFT TIEDOWN REQUIREMENTS. CONNECTOR SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN WITH (4) e" x 5" TITEN HD TO CMU AND (12) SDS ' y"x2q'TOGIRDER B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH (2) 21" x 5" TITEN HD TO CMU AND (18) SDS 4" x. tx2, 2x WOOD FASCIA 3" TO GIRDER SEE ARCHITECTURAL C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH 2x SECURED W/ (3)16d (2) Z" x 5"TITEN HD TO CMU AND (18) SDS 4" x 3" GALV. COMMON NAILS. 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED 12" O/C SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) C ALLOWABLE UPLIFT= 8885 LBS (2 PLY MIN.) PICAL ROOF G-lRDER SS(j)T CONNECTOR(S) SCALE: 3/4"=1'-0" NOT USED 5 GYNOT USED 6-0" MAX (W/1X4) ,OR 10'-0" MAX (W/2X4) c i� # 1100 UPLIFT SIMPSON — HTSM20 W/10 1 Od TO TRUSS AND (4) 1/4"x21/4" TITEN 2 ANCHORS TO CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON OPPOSITE FACES OF CLOCK WALL W/1010d TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONT POURED LINTEL PRE-ENG TRUSS CONTINUOUS BOND BEAM TITEN 2 ANCHORS MIN. 2" COVER & 2" APART REPAIR OF MULTIPLE MISPLACED EMBEDDED TRUSS ANCHOR SCALE: 3/4"=l'-U (2) 2X4 No.2 SYP DIAG 2x4 BLOCKING BETWEEN BRACE W/ (3)12d @ E. TRUSSES WHERE T TRUSS (DIAG. BRACE TO X-BRACING IS PRESENT AT COVER 5 TRUSSES) 4'-0" O.C. (AT SHEATHING SEAMS) 0'4" TO 30'-0" (1) "X" BRACE 30'-l" TO 60'-0 (3) "X" BRACE Em SECURE 2x8 PT. PLATE (1) "X" BRACE @ CENTER TO BILK W/ 1/2" DIA. (2) "X" BRACE DIVIDED EQUALLY ANCHOR BOLT W/ 2" FROM CENTER TO END. WASHER SET IN HIGH 2x WOOD FASCIA, STRENGTH EPDXY 6" SEE ARCHITECTURAL EMBED. T 32" OC MIN. A MAX, PRE-ENG GABLE TRUSS SECURE GABLE TO 2x8 lx4 DIAGONAL P.T. PLATE W/ 12d's 8" BTM. CHORD BRACING, SEE STIFFBACK (AS PER O.C. MAX PLAN FOR LOCATION TRUSS ENG) CONT. 2x4 SECURED W/ MAY NOT BE (2) 1 Od's @ EACH TRUSS REQUIRED TO BE INSTALLED @ 10'-0" O.C. MAX. BTM. CHORD OF WOOD ROOF TRUSSES "f SEE SCHEDULE FOR BOND BEAM REQ. lx4 BTM'. CHORD BRACING6-0" O/C END WALL OR OTHER MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION, IF 10'-0" O/C MAXSECURED W/ (2)10d DEPICTED SEE PLAN COMMON NAILS AT EACH CHORD INTERSECTION TYP. BTM. CHORD BRAVING I c �. SCALE: 3/4"=T-U SJNnUSED BLOCK WALL W/ GABLE END PRE-ENG'D TRUSS SCALE:3/4"=r-0" THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (F1 AND F2) LOAD CAPACITIES AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BE NOTED FLOOR AND ROOF TRUSSES ARE SUBJECT TO LATERAL LOADS DUE TO WIND AND REQUIRE THE CONNECTIONS INDICATED. A FLAT OR TWIST STRIP IS NOT EQUIVALENT TO A SIMPSON H1 OA OR LGT2: ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES. � SoWROM A I TR k I A.Tr R A A Tr l A I SCALE: 3/4"=1'-0" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www,abdesig%roup.ce e AA #: 0003325 W U W � W x SUBDIV. & LOT: CREEKSIDE PHASE 2 3 LOT #84 PROJECT* 04321.200 084R1 MODEL: 4EBB 5 "1828-CALI" GARAGE SWING. LEFT PAGE: DETAIL S 60 MPH EXP. ARCHITECT - STATE OF FI ORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 08 25 20 DATE: SCALE: 1/4"=1' = 0" SHEET S3.I PRE-ENG GABLE TRUSS F 2x4 BLOCKING BETWEEN TRUSSES —�— AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 1 2X4 DIAGONAL BTM. CHORD BRACING. SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK W/ 1/2" DIA. ANCHOR 30LT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC M SECURE GABLE TO 2 8 P.T. PLATE W/ 12d's 8" O.0 MAX Mai 0 PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX CONC.POURED LINTEL COURSE FOR STRAPPING VERIFY W/ TRUSS PLAN i 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 0) CMU WALL SCALE: X f; CREEKSIDE PHASE 2 .'� Tnm 110A r'ROJECT* 04321.200 084RI' MODEL 4EBB "1828-CALI" 3E SWING: LEFT DETAILS 60 MPH EXP. ( ARCHITECT- STATE OF FLORID i- AUG 2 8 2020 MICHAEL C. ANDERSON L_ AR NO 17305 PRINT 08 25 20 DATE: / SCALE: 1/4" mz;,us� SHEET pppPPPPpP ppPppPPPP VTCR SPACING (1) AT EACH END 9p9pppppP 2x4 BLOCKING BETWEEN TRUSSES VTCR AND 6'-0" O.C. MAX. paPpG P P (2) 2X4 No.2 SYP DIAG. WHERE X-BRACING IS PRESENT AT BRACE W/ (3) 12d @ EA. 4'-0" 0_C_ (AT SHEATHING SEAMS) TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 0'-0" TO 30'-0" (1) "X" BRACE pgPpPPp,p 30'-l" TO 60'-0 (3) "X" BRACE PRE-ENG GABLE TRUSS ppPPPPGII (1) "X" BRACE @ CENTER "X" ppppIPIPP (2) BRACE DIVIDED EQUALLY STIFFBACK AT ALL 2x SUB -BAND ppPpPpPPI FROM CENTER TO END. UPRIGHTS OVER 4'-10" HIGH \\ (AS PER TRUSS ENG) o � PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR 9 DETAIL FOR STRAPPING INFO. SIDE VIEW 1x2, 2x WOOD FASCIA CONNECTION PER SEE ARCHITECTURAL TRUSS MFG. ZENGINEERED 2x SECURED W/ (3) 16d WOOD GALV. COMMON NAILS. TRUSSES @ 24, 0/C, lx2 SECURED W/ 10d SUBMIT SHOP DRAWINGS GALV. COMMON NAILS FOR REVIEW CONT. 2x4 RAT RUN 12"O/C AND APPROVAL SECURED W/ (2) 12d's @ PRE-ENGINEERED MASONRY BOND BEAM EACH TRUSS SEE SCHEDULE VALLEY TRUSS CONNECTION GABLE END PRE-ENG'D TRUSS SCALE: N.T.S. W/ HIP RETURN SCALE 3/4"=V-0" ® Reviewod for Code canpxw" Unm"w Engwwwft SQw10s 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W V W 0 E 0. V C A StmDIV. & LOT: CREEKSIDE PHASE 2 LOT #84 PROJECT# 04321.200 084R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 60 MPH EXP. C ARCHITECT. STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 08/25/20 SCALE: 1 /4"=1'- 0" SHEET S3.IC "A" I a GABLE —END HIP ROOF X� 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 KWF L1W'HKAUM. 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 Sd RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATESUPPORTS. 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_ ROOF/ WALL/ FLOOR SHEATHING FASTENER SCHEDULE NAIL SCHEDULE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STIR. SHANK 8d RING SHANK, 2 112" 0.120" 170,000 RING RINGS SCREW SHANK PER ER INCH). 8d SCREWSHANK 21/2" DA20" PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4' 2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST FRAMING ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END. RAFTER OR TRUSS ROOF SHEATHING EXTERIOR SHEATHING USE 1/2" CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES co J V J z W z LU � W `1 Q O U 0 z 00 00 J f • Z z Z Z) (D W Ll Y z Q z CJ O J Z CD • z z -o m C7 Y ft (D z E . a w Q (n Z z C7 0 0 (7 W Y Ud U Cn (� V z 0 -o OJ J_ Q Y Z rn Q W W 2 W 0 fn U W LLU (O Of U~ U O 00 W z EL BUILDING LENGTH ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING CSd RING SHANK GUN NAILS � 6" C.C. IN FIELCF TYP. EXT. SHEATHING ATTACHMENT FOR ROOF SHEAT TO BE STRUCTURAL GRADE) C8d RING SHANK GUN NAILS @ 12" O.C. IN FIELD or 8d x 2 1/2" SCREW SHANK PNEUMATIC SCREW -NAILS @ 12" 0.6a(N FIELD J\ TYP. 3/4" T&G SUB -FLOOR DECKING'. GLUED TO ALL EXPOSED MEMBER S'' GENERAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33, MAXIMUM AGGREGATE SIZE SHALL BE 34'. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT PROVIDE 6% AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES & STUDS CAN BE SPF. ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. APPLICABLE BUILDING CODE STANDARDS: FBC-R 2017, 6th EDITION ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 314". ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, ACI 318-14 BUILDING CODE REQUIREMENTS PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR - OR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON CRIPPLERS SILLS ETC., SHALLBE - B SOUTHERN PINE NO. 2 OR E BETTER. Fb - 1100 PSI AND A MODULUS OF FOR STRUCTURAL CONCRETE, ACI 530-13/ASCE 5-13 AISI SPECIFICATION FOR THE DESIGN OF � ELASTICITY = 1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE COLD -FORM D STEEL STRUCTURAL MEMBERS.2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. SEAMS LAPPED 6 INCHES AND SEALED WITH ADHESIVE TAPE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES FORM SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF ABORATE PRESERVATIVE TREATMENT: DI SODIUM ALL DETAILIc AND'.SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND -WORK: 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 -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE. WITH ACI 347, W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK.', CONTAINS MORE THAN%" OF HEARTWOOD. ALL DIMENS ONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE - DRAWINGS. =OLLOW WRITTEN. DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCL�ISIONS 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. WO K. 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 BYOTHERS1 SYP #2. THE STRUC URE IS DESIGNED!TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING? !. IS COMPLET . IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE, SEAT PLATES SHALL BE PROVIDED SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS ; WELDED WIRE MESH: AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES, DURING ERECTION, THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIE -DOWNS. WELDED WIRE MESH, SHALL BE ASTM A185, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI WOOD TRUSSES: TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE THE CONTRACTOR SHALL SUPPLEMENT THE. MINIMUM REQUIRED FOUNDATION E PREPARATION SUPPORTED WITH 2" CHAIRS SPACED 3'-0" OC, EACH WAY. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR UIREM REQUIREME LOADS. TS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS - STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. DO NOT SCA E DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: TO. WORK P RFORMED 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 CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036"AND BE MANUFACTURED FROM STEEL ' GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE MEETING THE REQUIREMENTS OF ASTMA446, GRADE A; AND SHALL BE HOT -DIPPED GALVANIZED. 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 BCSI 1" ROOF: LIVE LOAD. FLOOR: LIVE LOAD 40 psf AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S COMMENTARY AND RECOMMENDATIONS HANDLING; INSTALLATION BRACING METAL -PLATE -CONNECTED psf TOP CHORD -non-concurrent REVIEW20 TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR -: 36" WOOD TRUSSES. 10 psf BTM CHORD -non-concurrent - #5 BAR - 30" #7 BAR - 42" ' PROVIDE 36" x 36" CORNER. BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBARSEE DETAILS TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF DEAD LOAD : DEAD LOAD 3 FOR ADDITIONAL INFORMATION. LOCATIONS WITH GUSSETS; CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. 15 psf TOP CHORD 20 psf TOP CHOR (7 psf w/ ASPHALT SHINGLES (10 psf w/ No GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, j HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. 10 psf BTM CHORD 5 psf BT CH p p M CHORD THICKENED SLAB BEAM OR LINTEL SUPPORTING WALL AT THE TOP T NG THE O AND BOTTOM WITH EAD LOAD TO RESIST WIND UPLIFT: 1 Opsf S MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT BALCONY LIVE LOAD 80 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 (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, UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH OMITED LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING, ANY DISCREPANCIES FROM THESE LAYOUTS THAT STORAGE: 2 psf, HABITABLE AT AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCOt IES (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 0psf, GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: SOpsf, PAjSSENGER WITHOUT THE APPROVAL OF THE ENGINEER. ER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL VEHICLE GA GES: 50psf,ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: SOpsf, 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: p "SPECIFICATION MASONRY STRUCTURES" (ACI 530/ ASCE 51TMS 402, BUILDING CODE REQUIREMENTS FOR SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE OF THE.CON RACT DOCUMENTS ONLY: IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. i PROVIDED BY THE TRUSS ENGINEER. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE ALL SHOP DRAWINGS E REVIEWED BY THE CONTRACTORS SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 1500 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT DRAVVINGB S WTHO EMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM UNCHPRIORECKED. S RUNNING BOND UNLESS OTHERWSE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE AND CLADDING. WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR OF REPROD CIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY. CELLS SHALL COMPLY WITH . ALL TRUSSTO TRUSS CONNECTIONS. WITHOUT THEEXPRESS 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 OF8"TO 10". USE ONLY MECHANICAL VIBRATION " TO CONSOLIDATE GROUT, FOUNDATION/ SITE PREPARATION' FOOTINGS W =RE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING TYPE "WOR "S".MORTAR SHALL BE USED EXCLUSIVELY ON. THIS PROJECT. MORTAR SHALL BE EXCAVATIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO MODIFIED PF OCTOR MAXIMUM DRY DENSITY, DETERMINED.IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED. SOIL FORTE RMITE PROTECTION, FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE OWNER SHALLRETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING. !, SUCCESSFULCOMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE - I i GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE LAP VERTICAL REBAR6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. CONTRACTOR'S EXPENSE, AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THAT THE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: BE MADE BY HE GEO-TECH. ENGINEER. THE MATERIAL, FABRICATION,AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE CONCR SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION STRUCTURAL STEEL SHALL BE'ASTM CONCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE. STRENGTHS AS FOLLOWS:. A36, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM AS00, GRADE B, 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM-53, GRADE B, TYPE E OR S, Fy =.35 ksi. TUBE AND PIPE 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 WITH DOUBLE -NUT LEVELING. AL� CONTRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO SHALL ASTM WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL CONCRETE PLACEMENT, CONCRETE SLUMP SHALL NOT EXCEED 5"+1- PRIOR TO THE ADDITION OF PLASTICIZER£ TENS BE TIGHTENED O E WITH THBOLTSURN- BE TIGHTENEDIN ACCORDANCE WITHTHE TURN -OFF -THE -NUT METHOD. CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, f RANSPORTING, 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 IX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILIT OF THE TESTING. LAB ORATORY 'TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE W TH THE ABOVE. REQUIRED CON RETE. COVERAGE OVER REBAR SHALL BE AS FOLLOWS A. 3" FOR C CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR COI CRETE EXPOSED TO EARTH AND/OR WEATHER: 1-1/2 FOR:#5 AND SMALLER 2" FOR 96 AND LARGER C FOR CONCRETE NOT EXPOSED TO WEATHER 3/4" FOR SLABS; WALLS AND JOISTS 1-1/2" F C R BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE IYPE SPACING REMARKS APPLICATION SIZE. TYPE SPACING REMARKS 1x2 PT FURRING TO CASE HARDENED COIL. 8' O/C GARAGE DOOR BUCKE1/2" TAPCON MASONRY 1 1/2" EMBED., 4" END DIST., MASONRY! CONC. NAIL 1 1/2" LONG. TO MASONRYICONC. R FASTENER 8" O/C 1 112" EDGE DIST. SGD, AL. EXT. DOORS CASE HARDENED COIL 9" O/C WINDOW/DOOR/ FASTENED GARAGE DOOR BUCK ! 4" EMBED, 4"END DIST1x PTSEE NOTE 6 NAIL 1 1/2". LONG. STAGGERED INTO MASONR�I'/GONG. TO MASONRY/CONC. EXPANSION BOLT 24" O/C 3" EDGE DIST. WINDOW BUCK CASE HARDENED COIL 9"0/C WINDOWDOOR/ikASTENED METAL STRAP TO CONTACT THIS ENGINEER FOR SPACING ix PT, SEE NOTE NAIL 11/2"LONG 'STAGGERED INTO MASONR`'/CO NC. MASONRY/GONG REQUIRE6eENTS EXT SWNG (2) 3fl6"DIA. TAPCON" 18" O/C 1 112" EMBED 8" END. NON -BEARING WOOD 12"" EXPANSION 4" EMBED. 4" END BUCK 2x PTI SEED NORE 6 NO WASHER PARTNER .DIST. 7 V2 ED GE DIST. WALL TO CONC. SLAB 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;, / 1/2" NOTES PT TO STEEL COL., SEE W/ WASHER STAGGERED EDGE DIST 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 1 OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILT[ X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL BE AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXPECT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1x MEMBERS ART NAIL E_U AND 2x MEMBERS ARE SECURED W/ TAPCONS OR PAF TO THE SUBSTRATE. ! . ." _.-.— I _., --.- I Reviewed for Coda, UniversalCompiler" « Er glrn"O, scmvre€: 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 04 w w ;a I'1 I:' Q � I,' U ry �? H7 :s r� ,i O p1 0. Gy I � [1 A i a 5: VI I § , 3 � a i a I � , SUB]XV. & LAT:" CREEKSIDE PHASE 2 LOT #84 PROJECT* 04321.200/084R1 M03=r t 4EBB "1828-CALI" LEFT AGE: DETAILS 80 MPH EXP. ARCHITECT - STATE OF FLORIDA AUG 2 9 2020 AICHAEL C. ANDERSON AR NO 17305 7� SCA1,E:1/43) f-011 SHEET S I Planning & Development Services Department Building & Regulations Division Product Review Affidavit FLtf or Miaml-Dade FLORIDA PRODUCT REVISION EXPIRATION : Product Mode # Manufacturer Glass Descript !aq Method of Attachment: Building Design' Product Design APPROVAL REVISION DATE Pressure Pressure 1/4" concrete screw 6" edge distance @ head, 4" edge distance @ jamb, 4" each side of transom centerline to bucking. Fastener spacing @ 15 o/c max. @ head and jamb, FL5891.2 R6 12/31/2021 Swing door Smooth Star Tlerma-Tru N/A Min. embedment of all anchors to be 11/4" (+36) J (-47) (+67) / (-67) Type 1: 3/16" or 1/4" ELCO ultraton anchor 6" max. from corners, 11 3/4" o/c atjamb, 16" @'head. 11/4" embedment. Type [1: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners;: 7 1/4" o/c at jamb; 10 1/4" @ head. 11/4" embedment. Two additional tapcons midspanand one at lower frame required vertically each side. FL16103.1 R14: 2/28/2021 SH Window Ply Gem 1500 Ply Gem Non Impact Install per manufacturers recommended requirements. {+381 / (48) (+50) / (-50) Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6" max. from corners, 14" o/c atjamb,:10" @ head, 11/4" embedment. Type Ik 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 8 112" o/c at jamb, 6" @ head, 11/4" embedment. Eight additional tapcons top and bottom required horitontally, one midspan vertically each. FL16100.1 R7 11/30/2022 Vertical Mullion Ply Gem 1500 Ply Gem Non Impact side Install per manufacturers recommended requirements. N/A NIA Type 1€ 3/16' or 1/4" ELCO: Ultracon anchor 6" max. from corners, 14' o/cat jamb; 16"' @ head/ sill. 11/4" embedment. Type II: 3/16" or 1/4" ITW concrete tapcon anchor. 6' max, from corners, 81/2"o/c atjamb, 101/2" @ head/ sill, 1 1/4" embedment:. Five additional tapcons top and bottom required horitontallytwo midspan vertically FL16104:2 R5 11/30/2022 Fixed Window Ply Gem 1500 Ply Gem Non Impact" each side. Install per manufacturers recommendedrequirements, (+38 ) / (-48) (+$5) J (-55) 1/4" concrete tapcon anchor. 2 1/2' minimum edge distance. 6" max o/c from corners Builders Series 4780w/ and 203/4' max o/c elsewhere top, vertically and bottom. 2 1/2" min embedment. FL14634.1 R4 12/31/2022 Sliding Glass Door Sill Riser Ply Gem. Non Impact +33 { } / (411 ' + f 5D) / (-50) 1/4" concrete screw 6" edge distance @ head, 4" edge distance @ iamb, 4' each side of transom centerline to bucking. Fastener spacing @ 15" o/c max @ head and jamb. FL20461.17 R4 12/31/2021 Opaque single Smooth Star Therma-Tru N/A / Min. embedment of all anchors to be 1 1 4' / (+36) / (-47) (+47) / (-47) door with transom Double Garage 3/8' x 2-3/4" HilLi sleeve anchors 6' from ends 22" O/C / FL16107.3 R11 12/31/2020 Door 16.Zx7 73 yt/6 Clopay N/A (+29 )/ (35) (+36) / (s42) Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8' dia. heads; long enough to penetrate through plywood) or3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx.'1" and 13"from each end and 1/2" FL7006.1 R10 12/31/2020 Roof IKO Cambridge N/A above each cutout. Drive nails straight so that nail head is flush with, but not cutting (+36) / (-47) N/A into shingle surface, Miami -Dade approved corrosion risistanttin caps ,and 12 ga. 1.1/4" annular ring FL15216:1 R7 12/31/2020: Underlaymeni Rhino U-20 Interweb N/A shank nails spaced 6"O.C. at all laps and three staggard rows fastened 13" O.C. in the field.:. N/A Position Vent Flange beneath loosened shingles aligned w/ deck opening. Apply ASTM D 4586sor ASTM D 3409, Type I roofing cement/mastic to the underside of the vent flange at boththerinside and outside <perimeter and tocontinuously surround and seal the flange. Slide the top and sideflanges of the vent underneath the shingles and a l l ow'the bottom 'flange to lie on top of the shingles. Attach the vent with ga l van ized orstainfess steel roofingnails: having min 12 ga Shank, min 3/8" dianreter head and sufficient length to penetrate through the sheathing (ring shank nails shall be used in OFF' -RIDGE VENT WITH the HVHZ). Nails shall be located 1" from the edge of the flange and 8"O',C. along all FL16918.3 R2 9/9/2026 Off Ridge Vent BAFFLE TAMCO N/A foursides of the vent All exposed fasteners shall be sealed with roofing. N/A N/A cement/mastic. all loosened shingles shall be adheared down with roof cement/mastic. Referto and follow ALL Manufacturers installation instructions. AOR is riot responsible for Errors, Ornssions or interpritations of this installation Method. Apply Roofing Sealant on all seams inside the Roof Collar. Apply Roofing Sealant - along all (4) sides of the bottom of the Vent Flashing. Install in location under shingles to roof deck. Fasten Base Flangto Decking using 11/4" Ring Shank Nails. Fasten Base Flange w/(1)'nail ea comer@1" from edge. Fasten each Side of Base Flange using (3) nailes spaced nominal5" apart and T' from edge Fasten Top and Roof Vent Bottom using (3) nails spaced' a nominal 5' apart and 1" from edge for a total of 22 FL3792r4 R12: 8/16/2021 (alternate) 770-D Lomanaco N/A nails. Seal all seams and nail heads and loose shingles. Refer to and follow ALL N/A N/A Manufacturers installation instructions. AOR is not lresponsible for Errors, Omssions orinterpritations of this Installation Method. AOR is not responsible for Errors, Omssions or misinterpretations of this Installation Method. (+31.6),/(-38.8) (+77.0)/(-73r6) FL24161.1 NONE 12/31/2020 Soffit Variform Soffits PlyGem N/A FL24161.1 1/4" x 20 stainless' steel orELCO Panelmate with minimum embedment 1 3/4" in Hurricane Panels Hurricane Storm concrete / masonry, 21/2" min. edge distance, 12" o/c max. spacing: Can be headed FL16293.1 R2 12/31/2020 Less than 6' span 24 GAGE panel MFG. N/Ai screw orall Lhreadbut with wing nuts N/A + or 20 p.s f. 1/4" x 20 stainless: steel or ELCO Panelmate with minimum embedment @ 1 3/4" in FL16293.1 R2 12/31/2020: Hurricane Panels 24 GAGE Hurricane Storm N/A concrete / masonry, 2 1/2" min edge distance, 12" o/c max. spacing. Can be headed 6" span or more panel MFG. screw orall thread but with wing nuts. N/A +or - 20p.s.f, ! Install permanufacturers recommended requirements. Zip System Reviewad for Code '. FL17147,1 R4 6/27/2021 'Sheathing' Wall Sheathing Huber N/A ® Cwv UniverS41srlEre pirrNrNy Swwrc�s, N/A N/A. CONTROL DATE 08.19M 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 J G� f Ml 0 Lu 0 Q � Oh z OF W rl a A I, SVBDIV. & LOT: ST LUCIE COUNTY MASTER PA' ��'�FiOJBCTyJi'' MODEis EXPRESS SHINGLE GARAGE 8 Wl1JG: 60 MPH EXP. ARCHITECT STATE OF FLORIDA AUG 2 8 2020 MICHAEL C. ANDERSON AR NO 17305 PUNT 08.18.20 DATE: 93CAI.83: 1/4"=1'— 0" 81-MET P I