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99 � 88 e � au _....�aw�\\\\\\\\\\�� "Imm��0N\ft\ 1430 CULVER [DRIVE NE, PAL-M BAY, FL 32907 Tel-- (321) 733-7092 Fax: (321) 733-7972 • STATE OF II LORIDA DESIGN CRITERIA: CERTIFIED BUILDING CONTRACTOR: empj A BURRING CODE, RESIDENTIAL, 6TH 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 - CLASS B .BASIC WIND SPEED - Vult=160 MPH TEL: (321) 733-7092 Vasd=124 MPH FAX: (321) 733-7972 •EXPOSURE — C el -STORY RESIDENCE - • 2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE CODES • STATE OF FLORIDA SQ.FT. CALC.'S PROFESSIONAL ARCHITECT: MICHAEL C. ANDERSON LIVING 1828 SQ. FT. AR No. 17305 GARAGE 430 SQ. FT. ENTRY Iro SQ. FT. LANAI 88 SQ. FT. A.B. DESIGN GROUP, LLC TOTAL 23 5 SQ. FT. 2194 HWY AIA, SUITE 301 INDIAN HARBOUR BEACH, FL 32937 Tel: (321) 802-3591 A/C VOLUME 15120.9 cu. Fr. DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS. IF ANY ASPECT OF THE CONSTRUCTION (AS DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND IN NEED OF FURTHER DETAILING OR EXPLANATION IN ORDER TO BUILD THIS PROJECT BASED ON THIS DRAWING SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. ABBREVIATIONS ABV. ABOVE LAV. A AIR CONDITIONING LUM. ADJ. ADJUSTABLE M.C. ALT. ALTERNATE MFR. AMP. AMPERAGE MTN_ BD. BOARD M.T. CT. CENTER LINE MTD, CAB. CABINET MTL. CL.G. CEILING N.T.S. CLR. CLEAR O.C. CONC. CONCRETE PL CPT CARPEI P.B. C_T_ CERAMIC TILE PH. D. DRYER PL.T. DBL. DOUBLE,, PLYWD_ D.G. DUAL GLAZED PR. DIA. DIAMETER P.T. DIM. DIMENSION R. DISP. DISPOSAL RAD. DP. DEEP R.A.G. DR, DOOR REF. D.S. DOWNSPOUT RM. DTT.. DETAIL R O. D.W. DISHWASHER S.C. EA. EACH SD. ELEV. ELEVATION S.H_ EQ. EQUAL SLIT. EXH. EXHAUST SHTHG. EXT. EXTERIOR SHWR. P-G 'FX. FIXED GLASS SIM. F.G. FTTEL GAS ST,. FIN. FINISH SL. GL, FLR. FLOOR STD. FLUOR. FT.UORRSCENT SWS FR. DR. TRENCH DOOR FTG, FOOTING TEMP. GA. GAUGE THK. GAR, DISP. GIRBAGE DISPOSAL LU C_ GEL GROUND -FAULT CIRCUIT T.O.P. INTERRUPTER LO. S. GL. GLASS Tl'P. GYP. BD. GYPSUM BOARD U.N.O_ H.B. HOSE BUT H.C. HOLLOW CORE V.P. HDR, HEADER W. HGT. OR HT HEIGHT W/ INSUL INSULATION WD. INT INTERIOR 4VLJW. W-H WT. REVISIONS DATE DESCRIPTION LAVATORY LUMINOUS 01/26/18 CD'S ISSUED MEDICINE CABINET MANUFACTURER OIA5118 2011 FBC UPDATE MINIMUM METAL. THRESHOLD 0146A8 -CO'S RE -ISSUED MOUNTED METAL, 02121AB SIDING ELEVATIONS ADDED NOT TO 03/16/18 CD'S RE -ISSUED ON CEN ENTERER PROPERTY LINE 04/19/18 FOOTING REVISION PER M. BOWES PUSH BUTTON PHONE PI.ATT. 06/21/18 CD'S REISSUED PLYWOOD 02A9A9 ADDED CURBLESS FOOTER AT GARAGE DETAIL (FORT MYERS) PAIR PRESSURE TREATED 02/22A9 ! PLAN MAINTENANCE RISER RADIUS 03/18A9 ; REVISED LINTEL SITE AT FRONT ENTRY DOOR RETURN AIR GRILL 04R4/19 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON (MELB.) REFRRiERAIOR ROOM ROUGH OPENING 04124AS REVISED HVAC VOLUMES ON SOFT CALC SCHEDULE (MELB.) SOTTDCORTTXTDR 002A9 ADDED 'EXTERIOR MONO DEEP FOOTER' DETAIL 12/61.IA (ORL) SMOKE DETECTOR SINGLE HUNG 06/21A9 ADDED LED LIGHTS 9 KITCHEN 4 BATH PER MARK BOWES SHEET SHEATHING 01/I9A9 ADDED STONE OPTION ELEVATION C 4 D (TAMPA) 09/11A9 ELEVATION V SIDING -ADDED LOUVER 9 GABLE ROOF SIMILAR SLIDING SLIDING GLASS I0/25A9 ADDED OPT. 8'-0' CEILING HEIGHTS STANDARD 01101R0 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS SHEAR WALL SECTION 04/01/20 REVISE ENKAVENT RADON PLAN DIMENSIONS TEMPERED c.I.ns6 04/OWOI OPT 8'-O' CLG. HGT: ADDED LED LIGHT IN FOYER THICK TOP OF CURB 04/09/10 OPT. 8'-0' CLG. HGT. ELEVATION 'C'- REVISED HEIGHT OF ARCHWAY TOP OF PT.ATT TOP OP SLAB TYPICAL 05/06110 ADDED ELEVATIONS V 4 'M' (ORL) UNLESS NOTED 01/15/20 ADDED ELEVATIONS T1G'-2MH'-2MS' (ORL) OTHER WISP, VAPOR PROOF WASHER WITH WOOD _ WINDOW WATER HEATER WROUGHT IRON INDEX OF DRAWINGS ARCHITECTURAL SHEET # DESCRIPTION PG Cl—COVER SHEET PG GN— GENERAL NOTES PG Al —FLOOR PLAN PG A2C—ELEVATION I$C" PG E1—ELECTRICAL PLAN PG P1—PLUMBING PLAN PG M1—MECHANICAL PLAN PG D1—DETAILS PG D2—DETAILS PG WAl—WALL ASSEMBLY DETAILS PG WA2—WALL ASSEMBLY DETAILS PG WA3—WALL ASSEMBLY DETAILS PG WA6—WALL ASSEMBLY DETAILS STRUCTURAL SHEET # PG S1—FOUNDATION PLAN PG S1.1A—DETAILS PG S1.2—DOWEL PLAN PG S1.2A—DETAILS PG S2—LIFT BEAM PLAN AND NOTES PG S2.1A—DETAILS PG S3—FRAMING PLAN PG S3.1A—DETAILS PG S3.1B—DETAILS PG S3.1C—DETAILS PG SN1—DETAILS DESCRIPTION Ri r Id I78 I� Reviewed Tor C & cmnomm UwmaM EnpnM" scienor 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W 2 U W O F 0. CJ4 r7 W 4 F A E-4 SUBDIV. 8a LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: COVER SHEET 160 MPH EXP. C ARCHFTECT- STATE OF FLORIDA AUG 19 2020 LICHAEL C. ANDERSON AR NO 17305 J (TAI NT08 15 20E: SCALE: 1/4"=1' _ " 0 SHEET C1 GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 6th EDITION, (2017) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR 6TH EDITION (2017) UNO. 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BY THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH CHAPTER 3, SECTION R301.2.1,2. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIORTO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK, THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. LE FOR THE SAFETY AND CONSTRUCTION PROCEDURE TECHNIQUES, 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE S, 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. S. 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 R HONEYCOMB RE STEEL DOORS NOT LE THAN SOLID WOOD. DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, 0 0 COMB C0 S 00 $ 0 SS 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. T IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILING SEPARATING THE 3. AS PER SECTION R302.5.2: DUCTS G G S DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (D.48 MM) SHEET STEEL V MIN. RIGID ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE 4. AS PER SECTION R302.6 & TABLE R302.6: THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA BY NOT LESS THAN 1/2 -INCH GYPSUM BOARD APPLIED TO THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. SITE WORK 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT). 2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL FINISH GRADES', PLANTING AND IRRIGATION. 3. ELEVATIONS SHOWN ON THE SITE DRAWINGS ARE MINIMUM REQUIRED DEPTHS, IF DIFFERENT CONTACT THE ARCHITECT. I. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN''/z THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN 8" LAYERS AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. SOUTHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: 1. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (TPI 1-2014) E. APA - THE ENGINEERED WOOD ASSOCIATION: I. ENGINEERED WOOD CONSTRUCTION GUIDE F. AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS 2, ALL LUMBER EXPOSED TO WEATHER, OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. 3. MINIMUM NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION. 5. WALL SHEATHING SHALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE,8 FT . SO. PLUMBING THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL REQUIREMENTS. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. I TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 3. f " CONDENSATION LINES SHALL BE MINIMUM'/< PVC (SCHEDULE 40), INSULATED WITH Yz AMAFLEX, 10CCONTRA:CTORIS SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. IES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND4. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. TYING AND ZONING CODES. IF CONSTRUCTED IN A FLOOD ZONE, SOIL CONDITIONS MUST BE MODIFIED ACFINISHED FLOOR ELEVATION MIN 1'-0" ABOVE THE BFE, PER FLORIDA BUILDING CODE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. Qi 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO SECTION P3005.2. 1. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO SECTION P2903: DRAWING. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF SECTION P2603.2. 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION EXTERIOR WALL COVERINGS �1. LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR APPLICATION OF THE TERMITEPROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH TABLE R301.2(2) AS MODIFIED BY TABLE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERNIITES 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 LESSTHAN 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, 112" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926 & ASTM-Cl063-12a. 3. LATH & ACCESORIES PER ASTM-C-1063-11A & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED TO: ALL STUCCO CONTROL JOINTS KICK -OUT DETAILS "L" FLASHING HORIZONTAL LATH AND PAPER DETAILS PIPE PENETRATION DETAILS VENT PENETRATION DETAILS WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BEAD DETAILS DRIP EDGE DETAILS CANTILEVER DRIP EDGE DETAILS CORNER BEAD DETAILS WINDOW CASING DETAILS STUCCO TO SIDING TRANSITION DETAILS WINDOW FLASHING DETAILS 4, SHALL BE INSTALLED PER ASTM-C1063 -15A AND R703.7. FIRE RESISTANT CONSTRUCTION UNDER STAIR PROTECTION: 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7. EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2" GOLD BOND BRAND EXTERIOR SOFFIT BOARD IS TO BE SECURED TO THE FRAMING MEMBERS WITH 1 1/4" TYPE "W" DRYWALL SCREWS AT 12" O.C. (PER MANUFACTURER'S SPECIFICATIONS) . CONSTRUCTION OBSERVATION CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT APART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER'S/CONTRACTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BY THE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w x � I ' w U Z r. w h � I 4 w w Q u J V e A N e A M ♦,. V p �i 4 M1 tr ", : SLTBDIV. 8e LOT: I CREEKSIDE PHASE 2 LOT #80 PROJECT# j r _ 4321.200 080R1 MODEI : I 4EBB h- "1828-CALI" IjII �� ARAGE SWING: N LEFT ' PAGE: I GENERAI. NOTES I 160 MPH ARCHffEC I �YRf3 STATE OF FLOF,2ry OCT 2 7 2020 MICHAEL C. ANDERSON AR NO 17305 F 08/15/20 ALE:1/4"=1'0` } BEET v m 28'-0" 15' 10" (2) 3052-SH EGRESS (2) 3052-SH E LNING - — — — — — — — — — — — ROOM LANAI 1- I 88GLG. ,/.,� 8 -8 6.Lfi.. 1'-0" 10'-0" ro 6Oro a 5G.D. BEDROOM #1 r o — — V_v CLG ---- -- DMG 2x8 ROOM 8 _0 4'-8' 0"I pi 6 6 4 4 7 'r5" V. `t ry ® Q BATH #1 � v� — — — — — — — — — — — — — — ®> a a'-e' G W.LC. I� l- - b36 I I l �8 a -a CLC: I- r - - - - --- 36'x60' -- — — — V.— SHWR. PAN n W/ ENC - IR-1SH 51NK b24 �6 eb36 R--- I A "--- -- 1R-ISH QUMRY g'-V CLCL Al m Z-a "- AI b36 RANGE PAN. nnFBEDR OM#4/ i 1111 L j M ��. 'u"= ��a ARCH Vi -- 3-SH V.I II I riJ U C' I `8 18 1_0', 8" 4'_ -3 3`-6" 't 2' 8" II'-01, 0 BOLLARD QII �' jl BEDROOM #3 ry A 8'-a' c A I i I � _k - N ry' MT. I I 3' 8" 6 _all 3 _41 0 r— --4—, 22'x5' I ATTIC I '� L ACCESS U _- 0 I I WC. B . e =II 211 LAV. QII Al ol>: _ w BATH #2 GARAGE V-8'V. 8F(?aYEICL 36'X12' TRANS. ENTRY 'I ARCH 16'-0'X11-011O.H.D. — 2'-8' 16'-0" 2'-8" 3'-10" 3'-10" 21'-4" 4'-4- zi 39' AS REQ. PER BLDG. CODE BEDROOM#2 B'-6' CLCx (2) 301 EGRESS 10'-2" 14'-& SNOW S EID 1Dr TO PA k IG WEATHERINW FROST SIN TERMITE � � ENTIHAZARDS a FREEZINGD LOAD EFFECTS GA ACsORY' emp REmI� NA 160 C I NA INEGLIGI I NA I VERY HEAVY 42 NA SEE SURVEY NA NA FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING: riNisHE6 SHALL M IN ACCORDANCE WITH SECTION FEIC R.302.9.1 THROUGH FSC'R3m2.9A FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL 9E IN ACCORDANCE WITH SECTION FISC R302.10.1 THROUGH FBC R302JO.5 nv q t •z i jS f i� A s ...2V +L .+' �`�r: •J•✓ i ..F M Rip i WALLS : X: a fix•. mat wN. Y r GABLE ROOFS HIP ROOFS Q�`�y '3w Nfl&_ x.:c I IIIv ol'Al r iffs . FIGURE R301, 2(7) COMPONENT AND CLADDING PRESSURE ZONES PLAN e FLOOR SCALE: 1/4' = 1'-0' NOTE: n' -2-8 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. ] N.-OTHER - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL TO BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID ORHONEYGOMB-CORE STEEL DOORS NOT lu n LESS THAN 1 3/8' (35 MM) THICK, OR 20-MINUTE FIRE -RATED DOORS. l - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR FRONT ENTRY F31 ` DOOR TO BE EGRESS POINT WHEN THE HOME: IS SHUTTERED. - - REFER TO SUCKING DETAILS FOR BUGGING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. 0 -CEILING R VALUE TO BE R-30 INSULATION A50VE 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 E5ELOW IS DIRECTLY FROM THE PLAN SET. 0 U-VALUE AND SHCG ARE INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE RESPECTIVE PRODUCT 1 r- SPECIFICATIONS �mrx—" T2 m cm u��®m eo■��mm ■��©® SQ.FT. CALC. S LIVING GARAGE ENTRY LANAI 1828 SQ. FT. 430 SQ. FT. 16 SQ. FT. 88 SQ. FT. TOTAL 2362 SQ. FT. A/C VOLUME 15120.9 CU. FT. •1 '� 1 • 11 1 11: 01"em MWIE ZOW Teo MM wen No MOM MD Tff FOOTAGE MIN_ WINDOW 10 rr2 34/-45 CRITERIA EXTERIOR SWING 21 5 32/-42 DR. MIN. CRITERIA S.G.D. MIN 5 30/-31 CRITERIA "[__12 8010 01 5 32.5/-38.0 " 16010 O.H.D.112 5 30."1 SOFFIT N/A 5 31b/-388 _ ROOF TILE N/A 3 29 -68 .2"3/APPLICABLE IF -5 BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 15'-9" PRESSURES HAVE BEEN MODIFIED PER FBCR 6TH.ED. (2017) R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. CMTROL DAIS 03/21)111111 a D C ll D R 7 c DBL. TOP 1 i PLATE 0 �A DETAIL A SCALE: 1/2'=1'-0' ARCH DTL. B SCALE: 1/2 = 1'-0' pevd W� �u''�'r-�,p�wM 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 1'. www.abdesigngroup.com ; AA #: 0003325 F W w U w 0 F E-4 tj w Q F u A ddd 14 SUS .s'.� L 't .REEKSIDE PHASE 2 LOT #80 PROJECT*� 4321.200 080R1 MODEL 4EBB "1828-CALI" GARAGE SWING: %I LEFT I FLOOR PLAN 1 I< 160 MPH EXP C '"' ARCHITECT. ' STATE OF FLORID'_',,r AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 08 15 20 SCALE: 1/4"=1' - 0" SHEET Al EQUAL EQUAL 19' 0" BLDG. HGt �, TO CONTROL JOINT TO CONTROL JOINT - 12 4" FREIZE BAND 5'-8" BRCS. LIGT. OPT. COACH - LIGHT I �I I�f II�I�I ICI f�l �� ,g, II III ICI 111 II— I�I S' - B' 5RG. HGT. E6 IJAL EQUAL TO CONTROL JOIN TO CONTROL JOIN SHINGLE ROO F DECORATIVE FOAM DRAIN TILES ® 6' RAISED BAND (TYP.) A WAI A 8'-S" BRG. HGT. 6-0' BRCS: HGT. -0 11 4 I&WPO' FYPON Al DECORATIVE 46 I �4B SHUTTERS OR `� EQUIVALENT Itr . 4' RAISED ' BAND (TYP.) W ry 1 1 I --- 0'-0'1' FIN. FLR. 0'-0' FIN. FLP2.,d, FRONT ILEVATION SCALE: 114 = I'-0" ��� TEXTURED FINISH NOTE: WALL FENESTR,- I',)N FLASHING AS PER FBCR R�03.4 OFF RI®t OFF RI� t 12 a' -a" BRG HGT. .0 -- REAR ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH 1_0 v r 0 _0" FIN. FLR.------------------------- �- — - — - — - — - — - — - — - — - - ---- LEFT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH OFF RIDGE VENT OFF RIDGE VENT 112 6 - - - — - - — - — - — - - - — - — - — - - - — - - — - - — - — - — - — - I,-0El ■ r, 0'-0" FIN. FLR.i N-- — - — - — - — - — -- --- --- ---------- — - — - — - — - 'IGIHT IEILIEVATION SCALE: 1/4 = 1'-0" TEXTURED FINISH w._ ��.. .�..x ew...re FIN. FLR. ob'-8" BRG. HGT. I1-0'1 -0" FIN. FLR. BRCS. PGT. 46 A TYP. 11 o0 _0" FIN. FLR. MODEL 1828-CALI-4EBB -- REAR ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH 1_0 v r 0 _0" FIN. FLR.------------------------- �- — - — - — - — - — - — - — - — - - ---- LEFT ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH OFF RIDGE VENT OFF RIDGE VENT 112 6 - - - — - - — - — - — - - - — - — - — - - - — - - — - - — - — - — - — - I,-0El ■ r, 0'-0" FIN. FLR.i N-- — - — - — - — - — -- --- --- ---------- — - — - — - — - 'IGIHT IEILIEVATION SCALE: 1/4 = 1'-0" TEXTURED FINISH w._ ��.. .�..x ew...re FIN. FLR. ob'-8" BRG. HGT. I1-0'1 -0" FIN. FLR. BRCS. PGT. 46 A TYP. 11 o0 _0" FIN. FLR. MODEL 1828-CALI-4EBB AREA Of ATTIC = 2450 SO, 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, _ .4X 1176 IN UPPER PORTION OF ATTIC = 470.4 SQ, IN. (BALANCETO BE PROVIDED IN SO F FIT VENTS) OFF RIDGE VENTILATION AREA = 138 SQ. IN. PER VENT (net free area) TOTAL# OF VENTS REQUIRED = 3.41 TOTAL#OF VENTS PROVIDED = 4 SOFFIT VENTILATION AREA, 7. SQ. IN. PER LINEAR FT (netfree' area) LINEAR. FEET OF SOFFITR€QUIRT 67.20 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 000 325 F W w U W 0 ti 0. w a F A ..MIR Nd CREEKSIDE I r PHASE 2 ' LOT #80 PROJECT# ' 4321.200 080R1 MODEL 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: ELEVATION I �e Cr.z p< 160 MPH EXP. j ARCHrrECT. ; STATE OF FLORIDA z i AUG 19 2020 IMKNAR L C. ANDERSON C �;7�015 DATE: 08/15/20 SCALE: 1/4"=1'-0" 1 SHEET A2 C ELECTRICAL LEGEND SY//M--B��OL DEFINITION NOTES -{--I 125V OUTLET 20 AMP SINGLE POLE 110V OUTLET IIOV OUTLET 1/2OF OUTLET WIRED vV t0 SWITCH GFI 110V OUTLET EWIPED W/GRND FAULT INTERUPTER (TAMPER RESISTANT TYPE) 220V OUTLET (4) WIRE CONNECTION GFI EXTO� GROUND OITLET INTERRUPTERT SWITCH SWITCH 3-WAY OPER. �4 SWITCH 4-WAY OPER. I—il WALL MOl1NTEP I� LIGHT CEILING LIGHT © LED CLG LIGHT VIM LED VAPOR PROOF LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN eVENT. PAN I CFM PER SQ FT. VENT. FAN WILIGHT 1 CFM PER Sa Fr. VANITY LIGHT FIXTURE (SPEC'S TBD BY T BUILDER) PLUOREST 2-5UL5 WRAP LEI4'ES AROUND (RECESSSSED) ® 4'X2' FLUORESCENT LIGHT 2 -BULB WRAP AROUND (SURPACE MNT.) 2' FLUORESCENT 4'FLUORESCENT 4' TRACK LIGHT 0 PANEL Nib METER O S,D, SMOKE DETECTOR BATT, BACK-UP W/ HARDWIRE WALL MOUNTED BATT. BACK-UP SD SMOKE DETECTOR UY HARDWIRE r�/� ® CARBON MONOXIDFJ SMOKE DETECTOR BAIT. BACK-UP W/ INTRDWIREONNEGTED SHALL BE A DISTANCE OF NOT LESS 114EN 4' PRO r WALL PENDANT LIGHT t7� NATURAL GAS Il/ OUTLET . TELEPHONE JACK WATER HEATER IGNITION SOURCE TO BE ELEVATED DISCONNECT AIR C0NDITIONM TO BE 210V UNA. DISCONNECT SEE 14UON IS SHEIET TELEVISION JACK CEILING BOX REQUIRE O J_BOX TO BE SUPPORTED IN ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION CEILING BOX RE(Y)I TOBE TO BUPED PORTIN CEILING FANLIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION nnnQ 24' INCANDESCENT LIGHT STRIP nno 36' INCANDESCENT LIGHT STRIP nnnnnnnn 0 48' INCANDESCENT LIGHT STRIP FLOOD LIGHT OPT. SECURITY KEYPAD PD. PUSH-BUTTON FOR CHIMES ~� USB PORT - LOCATION OF TV JACKS 4 PHONE OUTLETS 4 FANS TO BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 it 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF FBCR 6TH EDITION (2011) 4 NEC 210.12 2014 EDITION. 20 AMP DEDICATED LAUNDRY CIRCUIT. • GFI • ISLAND (NOT ON KITCHEN CIRCUIT) e DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL ' BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OP 50 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION M15013 FBCR 6TH EDITION (20M), ' LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF PBCR 6TH ED (201-7), - ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE PBCR 6TH ED (2011). • ALL LAMPS SHALL BE SELECTED BY BUILDER AND 7516 OF LIQA4TNG MST BE ENERGY" EFFICIENT TYPE PER FEZ. ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2011. bth EDITION R404.1 BDRM.#1 f 1 PRE -WIRED �\ CLG FAN BD DEN#4/ / c; � J PRE -WIRED C CLG FAN I I I I I 51CO LIVING ROOM \`` 'PRE -WIRED i L CLG FAN tl I I I LANAI CLG FAN UJF 171", "T_ cm DINING ROOM rr_ — —�'SUIITCH IN CABINET I \\ I GFI L _ — — — L GFI / P.I.C. 1 :� n-- / I I \ P' -------J I I� �%J l DW SINK \ I II OUTLET / II �----, LAUN. "-- II 1: Q- GFIR D KITCHEN S II Q I GFI / \/ !� PAN. I I RANGE / I AQ i� GFI 0 GFI J F — IRA /\ I EI O Lv GFI GFI � 44'AFF. 44'AFF. P.B. FOR F 1 / GARAGE I _ I / DOOR OND BOLLARD / AS REQ./ • PER BLDG. WALL MOUNTED / CODE LIGHT W/SWITCH IN ra ATTIC z GFI • � CLG. FIELD zq OUTLET KEYLESS FIXTURE VERIFY 0 LOG. IRRIGATION � OUTLET 6 48' AFF. Ej GFI ENTRY - GARAGE - - - I t ------------------ 10 21/ ------------------------- OPT. COACH LIGHT FOR CHIN T ELECTRICAL PLAN SCALE: 1/4' = I'-0' I c�rLaNCs MTD. LIGHT TO BE INSTALLED, PROVIDE I J-BOX FOR I OPT. FAN WP Panel MAIN -A PANEL: 8/16 wp crt breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 15U Amp M.C.B FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1/2 C OR 3- #2/0 AL THWN & 1- #6 Cu (G) to 1 112" C. Wire Pole Bkr Description Watts I Circuit Circuit Watts I Description Bkr I Pole I Wlre #12 #12 1 2 20 20 Exterior Receptacle GFI for TUG Irrigation Pump 1200 1000 1 3 2 4 Space Space 5 6 5304 A/C C.0 -1 35 2 #8 Space 7 g PANEL - A PANEL. 42 crt, breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp M.LO. FEEDER: 3- #1 Cu THWN & 1- #6 Cu (G) in 1 1 /2" C. OR 3- #2/0 AL THVMN & 1- #6 Cu (G) in 1 1/2" C. Wire Pole. Bkr Description Watts Circuit. 1 Circuit Watts Description ...Bkr Pole Wire #12 1 20 Small Appliance 1500 1 2 8000 Range 50 2 '#6 #12 1 20 Micrma\,e / Hood GFI. 1800 3 4 #12 1 30 Small Appliance 1500 5 6 4500 Water Heater zs 7 #io #12 1 20 Refngerator 1500 7 8 #12 .1 20 Dining Room Lights: and Receptacles AFCI 1500 9 10 1200 Disposal GFI 20 1 #12 #12 1 20 Bath #2 GFI Receptacles 1200 11 12 1500 Dishwasher GFI 20 1 #12 #14 #14 1 1 15 15 Foyer /Hall Bed. #2 & #3/ Bath #2 Liahts AFCI LNng Room, Lanai Lights AFCI 900 900 13 15 14 16 5000 Dryer GFI 30 2 #10. #14 1 15 .Kitchen and Pantry Lights & Rcpts AFCI 900 17 1 1 18. 500 Washer GFI 20 1 #12. #14 1 15 SD & C/O AFCI 900 19 20 1.000 Garage Door Opener GFI 20 1 #12 #12 1 20 Laundry I Bed' #4 / Den AFCI 1200 21 22 1200 Garage Lights and Receptacles GFI 20. 1 #12 Space 33. 24 1)00 Bedroom #1 AFCI 15 1 #14 Space 25 26 900 Bathroom #1 .AFCI 15 1 #14 Space 27 28 Poo Exterior' Lights and Recept GFI 15 1 #14 Space _ _ Space 29 31 30 32 1000 Irrigation controls only _ Space 20 1 #12 Space 33 F 34 Space Space 35 136 Space Space 37 38 Space #8 2 35 A/CAHU-1 (Heater 5 KVA at 65% 5525 39 40 Space r 42 Space Load subject to demand factor calculations / line i6000 27600 Load subject to demand factorcalculations / line Demand Factor Calculations: ABBREVIATIONS: AFCI: ARC FAULT CIRCUIT INTERRUPTER NC: NON -COINCIDENT LOAD GFI: GROUND FAULT INTERRUPTER Total load subject to demand factor 436N First 10000 watts at tOW/. 10000 Remaining watts at 40% 13440 Total A/C load 10829 LOAD CALCULATION IS BASED ON A/C NON -COINCIDENT LOAD Total Connected Load Watts 34269 Total Amps (watts / 240 colts) 142,E HOOD WIRE W/ OUTLET FOR FUTURE MICRO II„ ON, �`� i i BDRM.#3 I -1 /�- / PRE -WIRED I ° CLG FAN I 0 I I I I m I o e I ° L L � o I ° •9 I \ BATH #2 ----// LED LIGHTING DOUBLE LAV. �\ BDRM.#2 BATH 01 El i 4N, PRE -WIRED CLG FAN BO AMP ELECTRICAL RISER NOT TO SCALE. GENER4L NOTES: A. ELECTRNCAL MATERIALS AND INSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 6tH EDITION (2011). LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/rHWN UNLESS NOTED OTHERWISE. GRADE PROVIDE W AMP, 120n40 VOLT, I PHASE SECONDAR'G ELECTRICAL SERVICE. PROVIDE 301 COPPER (CU) IN 1-1/2" PIA SCHEDULE 00 PVC CONDUIT OR PROVIDE 3 0210 ALUMNUM (AL) IN 2" DIA 804EPULE S0 PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. li_ r i r 1 ----/ LED LIGHTING @ SINGLE LAV. ® BATH 02 PROVIDE 312/0 CU, THWN +PIG CU IN 2' CONDUIT OR 3 04/0 AL, THWN + 1% CU IN 2' CONDUIT OR 2/0 AL. SER (CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.) COMBINATION SERVICE DISCONNECT SWITCH AND ELECTRIC METER IN NEMA 3R ENCLOSURE TELEPHONE SERVICE ENTRANCE EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW CABLE TELEVISION SERVICE ENTRANCE EOUIPI"BNT VOLTAGE CONNECTIONS wr Cede eviev+ed. Unwereatt 5011,100 1 04 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED HOOTER STEEL PER ELECTRICAL PROVISIONS OF THE FBCR 6tH EDITION (2011) 5/8" DIA X 0 FT LONG COPPER CLAD GROUND ROD 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 J w y U F Q. W 4 F A 64 r r r r r r r r r r r r r r r r r 3UBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT* 4321.200 080R1 MODEL• 4EBB "1828—CALI" GARAGE SIVING: LEFT PAGE: ELECTRICAL PLAN 160 MPH EXP. C ARCHRECT STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO T7305 PRINT 08 15 20 DATE• SCALE: 1/4"=V-0" SHEET EI PLUMBING PLAN SCALE: 1/4 = 1'-90' KITCHEN SINK W/ AUTO VENT 1-1/2' VTR I I n SIN 14T) (ALTERNATE LEFT) PLUMBING RISER DIAGRAM 2194 H WY A1A, SUITE 301 INDIAN',HARBOUR BCH, FLORIDA 32937' BE PH: 321-802-3591 www.abd esigngrou pidom AA #: 0003325 F W y U W O F 4 U h W 4 F Tm ._ \wrsm '. 3 a a D.`V. 8c aT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R][ t;' MODEL. 4EBB "1828—CALI" GARAGE S VfMG: LEFT PAGE: f' PLUMBING PLAN 160 MPH ARCHrrECT STATE OF FLORDA rAUG1' 9 2020 WCHAEL C. ANDERSON AIR NO T7305 .: u Irw ® Reviewed (Ode a CO"'E"nSCc' S GAL.L E: 1 /4"=1' — 0" u SCW= SHEET p1 F W D3 U O F 0. ti ti W 4 F A E-4 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 UO DEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: MECHANICAL PLAN 160 MPH EXP. C I 08/15/20E: 1/4"=10-0"T 1!/1[ I PER FLR. PLAN 1/2' GLG. 1/2' DRYWALL SECURE BT. — PLATE TO SLAB W/ 10d MASONRY NAIL a 32' O.C. MAX FIN. FLR 2X4 TOP PLATE 2X4 WOOD STUDS 024' O.G. TYP. INT. WALL SCALE: FIBERGLASS SHINGLES OVER +130 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED F'ER SECTION R905-I.I ON �a' 0.5.5. SHEATHING OR J' CDX PLYWOOD SECURED PER FASTENER SCHEDULE PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY t0 MASONRY 0'-0" FIN. FLR,— SLAB 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 2x6, WHERE SPACED NOT MORE THAN 24" O.G. (NON-BRG. =1'-0. BOND BEAM - SOLID GROUT W/ (1)- "5 (2) COURSE 5/8' GYPSUM B� OR 1/2' HIGH STRENGTH GLG. BOARD 5" DIA. SLEEVE, DO NOT GUT DO NOT CUT THE BOND BEAM REBARS 2A PIPE THROUGH BOND BEAM D1J SCALE: 3/4"=1'-011 SEE ENERGY CODE FORMS INSULATION R-VALUES REFERENCE STRUCTURAL t k� TY=- PER ELEVATION. R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES 1— SPECIFICATIONS REFERENCE STRUCTURAL 1x2 P.T. FURRING STRIPS ® 24' O.G. 8' CMU 1/2' GYP. WL. BD. WOOD BASE 9 d e a. a L. J a d° W/ WINDOW OPENING FIBERGLASS SHINGLES OVER #30 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON OS$. 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 a FIN. FLR e _ d a B TYP, WALL SECTION NO OPENING NOTE: PER SECTION 905.1.1 - FOR ROOF SLOPES 2.12 TO LESS THAN 4:12, A -STORY HIP BLOCK WALL (2) LAYER 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 II, ASTM D 4869 TYPE IV, OR ASTM D 675i —CAULK AND SEAL �GqB LM �I ✓I' PVC SLEEVE FOR GAB LNE —B' CM — In, GYP. ILL. DD. a'a 2B GAS LINE THRU BLOCK D1 SCALE: 1/2'•1'-0' F15ER3LASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON J1 O.S.B. SHEATHING OR }' CDX PLYWOOD SECURED PER FASTENER SCHEDULE I_m° oH TYP MTL. DRIP EDGE .. 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS i IA' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV.STEEL TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALv.STEEL -- APPROVAL REO. VERTICAL TRACK BY MA E. FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL REG. 8' Cm SE£ STRUCTURAL FOR REINFORCEMENT 2xb P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL REG. SEALANT i BACKER ROD WEATHER STRIP MOULDING ALL AROUND (BY DOOR MANUR) OVERHEAD DOOR BY OTHERS GARAGE DOOR JAMBS SCALE: 1 1/2' =1' -0" 2X4 SPF 24' O.C. MAX. SECURE W/ (2) 12d NAILS ® EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS — AT ALL UPRIGHTS PER STRUCTURAL PER STRUCTURAL DETAILS PRE-ENG WD. TRUSS PER ELEVATION CONT. 2x RAT RUN SECURED I STRUCTURAL DETAILS SEE ENERGY CODE FORMS Ff INSULATION R-VALUES ER ELEVATION \ 5/8' GYPSUM BOARD OR 1/2' HIGH STRENGTH GLG. BOARD 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY V-0" FIN. FLR V e d e e. a AV e a N e d'a v ti W/ WINDOW OPENING R-4.1 INSULATION WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS o 24' O.G. 1/2' GYP. WL. BD. WOOD BASE FIBERGLASS SHINGLES OVER 030 FELT PAPER OR SYNTHETIC PRODUCT, INSTALLED PER SECTION R905.1.1 ON �1,' O.S.B. SHEATHING OR }' CDX PLYWOOD SECURED PER _m FASTENER SCHEDULE T` TF=. MTL. DRIP EDGE o.H. 2x FASCIA PER ELEVATIONS VENTED SOFFIT PRE-ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER AP7LIED DIRECTLY TO MASONRY 110 - OL 0'-0, FIN. FLR a Q' a' B TYP. WALL SECTION NO OPENING 1-STORY GABLE BLOCK WALL SCALE: 3/4' = I' -O' Note: WALL FENESTRATION FLASHING PER FBCR 103.4 - Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity Or penetration of water to the building structural framing components. Self -adhered membranes used as flashing Shall Comply with AAMA'111. All exterior fenestration products shall be sealed at the juncture with the building wall with a sealant complying with AAMA 500 or ASTM C920 Glass 25 Grade NS or greater for Proper joint expansion and contraction, ASTM C1281, AAMA 812, or other approved stan4ard as appropriate for the type of Sealant. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 114. The Flashing shall extend to the surface of the exterior wall finish. Reviewed for Cod® COMI" xxi Universal Enginaerirq sconces 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 EQ 0 F a r7 w A E A Si7BDIV. 8o LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828- CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 PD TE 08/15/2C SCALE: 1/4"=1'-0" SIMET i� ICI _= _ jmmm®__ Tolo: 2X6 P.T. IN CENTER OF DOOR HEADER SECURED W/ (1) 1/23 X S' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X I/W WASHER 4 NUTS 0 o SECURE 2x4 ON- FLAT TO BLK W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/2, X S' J-BOLT OR ANCHOR ® BOLTS, W/ 4' MIN EMBEDMENT, W/ 2' O X 2' X 1/8' WASHER 4 NUT. (1) WITHIN S' OF TOP, (U WITHIN 8' OF THE $TM, (3)EVENLY SPACED. 0 ❑o 0 lof NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURIER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR (��)BUCK ATTACHMENT D SCALE, CMU LEI I'X4" OR I'X2' P.T. NAILER ❑ lx4 P.T. OR 5/4'X4' MIN. SECURE THRU FRAME 4 EXTEND 1 Y4' INTO BLOCK ❑ W/ 3/W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I-Y4' WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING \` DOOR CASING DOOR JAMB OR WINDOW ATTACH To 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3/4 OR +5/4 WINDOW TO BLOCK +3/4 OR +5/4 A SCALE: N-T.S. 8' CMU )J" DRYWALL 2X8:® ❑ I'X4' OR I'X2' P.T. NAILER SECURE TO BLOCK W/2-3J(6' OOR CASING TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 POOR JAMB OR WINDOW MIN. EMBEDMENT I Y4') ATTACH TO 2X PER WITHIN S' OF EACH END 4 MANUFACTURES DETAILS. 18' O.G. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED )14') DOOR JAMB TO BLOCK +1-1/2" R WINDOW TO BLOCK +1-1/2" USCALE: N.T.S. 2X4: SECURE TO BLOCK W/' TAPCONS OR (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 0149 WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6:® SECURE TO BLOCK W/2-a(6' TAPCONS(MIN. SANK SIZE .145 MIN. HEAD SIZE03%0 MIN. EMBEDMENT 1 Y4') — WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X4= SECURE TO BLOCK W/ s(6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 15' O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6cm SECURED THROUGH SECURE TO BLOCK W/2-3i(6 NON-STRUCTURAL TAPCONS TAPCON MIN. 1-,V4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK, MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8" CMU ' DRYWALL WITHIN 8' OF EACH END t 1S' O.C. MAX SPACING. I'X4' OR I"X2' P.T. NAILER 2X8:® ❑ SECURE TO BLOCK W/2-3i(6' N6' O.S.S. X 4' MIN. TAPCONS (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT iv,,) ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O.C. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +1-15 16" WINDOW TO BLOCK +1-15/ 6" C SCALE: N-T.S. 2X4:® SECURE TO BLOCK W/ %b' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: STRUCTURAL 2X 18' O.G. MAX SPACING, MUST BE ON OUTSIDE 4 2X6cm SECURED THROUGH SECURE TO BLOCK W/2-3i(6,' NON-STRUCTURAL Y*' TAPCONS TAPCON MIN. I-Y4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y¢) 8' CMU WITHIN 8' OF EACH END 4 ' 18' O.C. MAX SPACING. DRYWALL 2X8� ❑ I'X4' OR I'X2' P.T. NAILER SECURE TO BLOCK W/2-%' OOR CASING TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 DOOR JAMB OR WINDOW MIN. EMBEDMENT 1114') ATTACH TO 2X PER WITHIN 8' OF EACH END 4 MANUFACTURES DETAILS. 18' O.G. MAX SPACING. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Ya') DOOR JAMB TO BLOCK +2 1/4" %TNZ WINDOW USCALE: N.T.S. TO BLOCK +2 1 , 2X4= SECURE TO BLOCK W/ W6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4") WITHIN 8 OF EACH END < NOTE: STRUCTURAL 2X 18 O.G. MAX SPACING. MUST BE ON OUTSIDE 4 2X6 SECURED THROUGH SECURE t0 BLOCK W/2-3(6'NON-STRUCTURAL %a TAPCONS TAPCON MIN. I-Y4' (MIN. N. SPANK SIZE .145 HA EMBEDMENT INTO BLOCK MIN. HEAD SIZE 300 IS' O_C. MAX SPACING. 8' CMU MIN. EMBEDMENT I Y4')I' DRYWALL WITHIN 8' OF EACH ENL 4 I'X4' OR I'X2' P.T. NAILER ❑2X8cam 3 SECURE TO BLOCK W/2 - n(6' 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 IW O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: eNn AS NEEDED rO PLU'p JAM MO Nor EXCfEG k'J DOOR JAMB TO BLOCK +T WINDOW TO BLOCK +T E SCALE: N.T S. 2X4= SECURE TO BLOCK W/ �(6' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I 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/2-%' NON-STRUCTURAL 34e,' TAPCONS(MIN. SHANK SIZE TAPCON MIN. I-Y4' .145 EMBEDMENT INTO BLOCK. MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 8' CMU O.G. MAX SPACING. DRYWALL X 2X8:® ❑ I'X4' OR I'X2" P.T. NAILER SECURE TO BLOCK W/2-�13� 6' 2ND 2X SECURE TO TAPCONS(MIN. SHANK SIZE STRUCTURAL MEMBER 145 W/12112d WITHIN 8' OF EACH MIN. HEAD SIZE 300 END 4 6' TO 8' O.G. MAX MIN. EMBEDMENT I Y4') OOR CASING WITHIN 8' OF EACH END 4 DOOR JAMB OR WINDOW IS' 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 / WINDOW TO BLOCK +3" SCALE: N.T.S. 2X4= SECURE TO BLOCK W/Y4' TAPCONS(MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') NOTE: STRUCTURAL 2X WITHIN W OF EACH END 4 MUST BE ON OUTSIDE 4 18' O.G. MAX SPACING. SECURED THROUGH 2X6:® NON-STRUCTURAL -W6' SECURE t0 BLOCK W/1-1/4' TAPCON MIN. I-Y4' TAPCONS(MIN. SHANK SIZE EMBEDMENT INTO BLOCK. .145 MIN HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8' CMU v DRYWALL WITHIN 8' OF EACH END 4 18' O.C- MAX SPACING. 1"X4' OR I'X2' P.T. NAILER 2X8csm ❑ SECURE TO BLOCK W/1-1/4' }(6' O.S.B. X 4' MIN. TAF'CONS (MIN. SHANK SIZE J45 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') DOOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 ATTACH TO 2X PER 113' O.G. MAX SPACING. MANUFACTURES DETAILS. NOM SNRY AS NEECFD TO RJJM JAM MO NOT 0 CMD 'J DOOR JAMB TO BLOCK +3-7/16' WINDOW TO BLOCK +3-7/16" G SCALE: N.T.S. 2X4:® SECURE TO BLOCK W/Y4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y4') WITHIN 8' OF EACH END 4 NOTE: E: STRUCTURAL 2X IS" DG. MAX SPACING. MUST BE ON OUTSIDE 4 2Xroam SECURED THROUGH SECURE TO BLOCK W/I-I/4' NON-STRUCTURAL 3i{6° T IT (MIN. IN. SPANK SIZE .145 EMBEDMENTAPCON INTO BLOCK. MIN. HEAD SIZE 300 MIN. EMBEDMENT I Y4') 8' CMU WITHIN 8' OF EACH END 4 DRYWALL 18' O.C. MAX SPACING. ❑ I'X4' OR I'X2' P.T. NAILER 2X8cm SECURE TO BLOCK W/1-1/4' ' P.T. X 4' MIN. TAPCONS OOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 Y49 POOR JAMB OR WINDOW WITHIN 8' OF EACH END 4 TTACH TO 2X PER V O.G. MAX SPACING. MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED Y4') DOOR JAMB TO BLOCK +3 3/4" WINDOW 1: TO BLOCK +3 3/4" SCALE: N.T.S. Reviewed for Code CompUms Universal B gwoonng scwww" 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORI DA 32937 PH: 321-802-3591 www. a b d es i g ngrou p. com AA #: 0003325 F N y U W 0 F 4 v m w 4 A A\ \0 a v t SLJBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHrrECT-. STATE OF FLORIDA *k--� AUG 19 2020 MK*ML C. ANDERSON AR NO 17305 DATE 08/15/20 SCALE: 1/4" = l'— 0" SHEET �2 ION 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.C. MAX (VERT.). NOTE: DO NOT FASTEN CONTROL JOINT TO WALL EVEN IF STUD EXISTS BEYOND EXCEPT STAPLES W/ W LEG MAY BE USED TO TEMP. SECURE CONTROL JOINT DURING INSTALLATION —� FASTENERS TO BE SPACED ® T' OjC. MAX VERTICALLY I THICK, 3 COAT CEMENT PLASTER WRB LAYER 02, FORTIFIBER BUILDING PAPER APPROVED METAL LATH FASTENED •l' (VERT.) O.G. MAX AT SUPPORTS WR5 LAYER •1, STUCCO WRAP WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM ((INSTALLED PER a To GAP MIN. LATH SHALL NOT ESE CONTINUOUS 6 To a' 6' To a THROUGH CONTROL MIN. MIN. JOINTS BUT SHALL BE STOPPED AND TIED AT EACH SIDE- PROVIDE 2X4 BLOCKING PER ASTM CI1863 PLACED FLAT MAX. 6' TO 8' T.10.1.4 FROM CONTROL JOINT WHEN CONTROL JOINT FALLS ON NOTE: \ -_� STRUCTURAL STUD I. FASTENERS FOR LATH TO BE NAILS OR -� STAPLES IN COMPLIANCE W/ ASTM C1063 2. WIRE TIES TO BE (NO. 18) 0.04-15' WIRE / 3. BLOCKING 814OWN MAY BE IN ADDITIOtk \ TO WALL STUDS REQUIRED PER PLAN / O"M" TYPE CONTROL JOINT O1. FOLD INWARD • PT. A OL FOLD INWARD • PT. A 2. CREASE • Pr. e FO! U O I. FOLD INWARD ® 1. FOLD INWARD PT. A PT. A 7. CREASE • FT. B 2. CREASE • PT. 5 3. CREASE • PT. C 3. CREASE • Pf. G 4. FOLD FT. C OVER PT. 5 TILL PT. G TORCHES BOTToM FLANGE ® ®FOLD SHINGLE ROOFING DRIP EDGE. OVERLAP 3% / EXTEIND 1/2' BELOW SHEATHING, MECHANICALLY FASTEN 4' O.C. MAX. FLAN<sE L WATER TIGHT SEAL FOLD, DQ KQT CUT. J' THICK 3 COAT CEMENT PLASTER (FRAI••E:), 1/2' 2 COAT CEMENT FEASTER (CM) WRB LAYER 4, FORTIFIBER BUILDING PAPER(FRX'M ONLY) Will LAYER M, STUCCO WRAP awA-E owr) LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP WR6 Ate.IV ABOVE SHINGLE6 4191111ANE ONLY) FRAME OR OI•tI1 EXTERIOR Qtr�cpirel or�En r 5xS 111411 FLASHING ..�Qo j l pdK-011T FLASHING (SEE DETAIL) FASCIA WRAP NOTE: APPROVED BUILDING: WRAP SHALL BE LAPPED A MINIMUM OF 6' a VERTICAL LAPS (ROLL ENDS) < 6' • HORIZONTAL LAPS. ALL SEAMS NEED TO BE TAPED WITH FORTIBER SHEATHING TAPE / I"' Mr L LAP . METAL LATH 1 —r LATH VERTICAL LAP TO BE I' I M TAL LATH E WRB LAYER •1, 77'� STUCCO WRAP _ 6_ " MIN PAPER LAP BELOW ONLY - / WRB LAYER 02, FORTIFIBER/ BUILDING PAPER SCALE: 11/2' • I'-m' ® KIC KO UT DETAIL e.N WATER TIGHT SEAL (BEND OR SOLDER DO NOT CJ1TJ VERTICAL LATH & PAPER DETAIL NOTE - IF ZIP SHEATHING SYSTEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WOOD STUD° SHEATHING - NOTE: 81LAPS METAL OR 1/16' ZIP SHEATHIf S SYSTEM (INSTALLED PER MANUF. PLASTER BASES SHALL BE SECURED TO BUILDING — FRAMING MEMBERS. PAPER THEY SHALL BE TIED BETWEEN SUPPORTS WITH mID4�5-IN. (121-MM) STUCCO — WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM GI063 I.S.I. NOTE: THICK 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIFIBER BUILDING PAPER WRB LAYER 01, STUCCO WRAP WOOD SHEATHING OR IAA ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) &- MIN. LAP )4' LAP . LATu 3' LAP ® PAPER FOR REPAIR OF TEARS HORIZONTAL LATH IN WRB LAYERS, TEARS MAY BE PATCHED & PAPER DETAIL W/HOUSE WRAP TAPE PER MANUF. SPEC. OR PEEL t STICK z ROOF CEMEN 1116° ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) OR -WOOD SHEATHING OR CMU -WR5 LATER *I, STUCCO WRAP (FRAME ONLY) B° THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) -METAL LATH (FRAME ONLY) - LAP WR5 # TAPE OVER ROOF/WALL SCREED 51X5" "L" TYPE CONTINUOUS GALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING:) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS r� "L" FLASHING N.T.S. 4'x4' SELF -ADHERING: MEMBRANE FLASHING (COMPATIBLE W/ 14OU6E� WRAP MATERIAL) OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPS I I' OR LESS PIPE PENETRATION CUT AND OVERLAP SELF -ADHERING ME. FLASHING STEP �I INSTALL FASTENERS (CLIPS, STRAPS, STAPLES) AS REQUIRED TO SECURE PIPE/ WIRE TO FRAMING SECTION NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES 6'xb' 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 STEP 02 FLASHINCaHERING MEMBRANE WRB LAYER NI, STUCCO WRAP WRB LAYER •2, FORTIFISER BUILDING PAPER METAL LATH -- b'x6' SELF -ADHERING MEMBRANE FLASHING: OVER 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EXTEND ONTO PIPE 4'x4' SELF -ADHERING MEMBRANE FLASHING OVER APPROVED HOUSE WRAP. FLASHING TO EMEND ONTO PIPE CONT. BEAD OF SEALANT INSTALL APPROVED HOUSEWRAP AIR INFILTRATION BARRIER OVER SHEATHING ELASTOMERIC COATING OVER STUCCO/ G.V. FINISH (SEE TYP WALL SECTION) PER SECTION RMI EBAt 1a1T IsUSIrq ands Exterior use of portland cerrent 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. FIFE F N TRATION DETAIL (FRA1IE) N.T.Q. LEGEND - DRAINAGE PLANE ( R5 LA**r ER #1, 5TUCCO UJRAf=9 UJR5 LATER #2 (FORTIFI5ER—.—'—.—'— — 5UILDING PAPER) i ITAL LATH X X X X STUCCO a...; A...:.' WOOD SHEATH NG OR -I116° ZIP SI-IEATNING SYSTEM ( INSTALLED PER MANUF. SPECS_) SELF —,ADHESIVE FLA-5HING — — — — — — NOTE : 1"IETAL LATH: LATH TO BE PER 5ECTION R103.7.1 / A,5T1l C—,547-0S, 1"1IN- 2.5 L85. fi R 5Q, IrAf;RD C UT I L I T-I' OR NOMINAL LATH DOSS NOT 1" 1EET SPECIFiCATI , Upjve[sal F_ngtrlwinY scierx:•. 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com Illia AA #: 0003325 F N W U W 0 F Q U W O F A ti r I r r I r SvsDIV & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL,• 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 DATE 08/15/20 SCALE: 1/4"=1'-0" SHEET WAS NOTE: INSTALL- 6' SELF -ADHERING IF ZIP SHEATHING SYSTEM IS MEMBRANE FLASHING OVER STUCCO INSTALLED, PLEASE SEE TOP, SIDES) AND BOTTOM FINISH MANUFACTURERS FLANGES OF NON -MOVABLE INSTALLATION PROCEDURES FRAME OF THE EXHAUST. V SELF ADHESIVE SEQUENCE OF FLASHING TO BE: OVER TOP E SIDES 7/16' ZIP SHEATHING SYSTEM I. BOTTOM, 2. SIDES, 3. TOP INSTALLED PER MANUF. SPECS.) OR VENT CAP IS TO BE SET IN BED SELF WOOD SHEATHING I.:.� OF SEALANT AT TOP AND FLASHING WRB LAYER "I, SIDES ONLY. SEALANT IS TO BE UNIT STUCCO WRAP TOOLED SO AS TO DEFLECT a WRB LAYER 02, FORTIF15ER : I WATER AWAY FROM JOINTS. PREMANUF. DRYER BUILDING PAPER „ f E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL VENT GAP (SET IN METAL LATH i 111?1f JOINTS AND INTERSECTIONS CONT. SEALANT) WOOD t' -1/8' TEXTURED . I• APPLY SEALANT AT PERIMETER OF CONSTRUCTION /�FINISP o WOOD BACKER ROD NON -MOVABLE FRAME AND STUCCO ' FASTEN TO WOOD STRUCTURAL ON ALL SIDES, 4a CAULKING S JOINT SEALANT a c MEMBER ®7' O.G. MAX ALL AROUND TOP E SIDES 8' CMU I Ye' TO)¢' MID -WALL PER SECTION R703.7 WEEP SCREED Ecte "lathing and plastering -— r ; .:. ; _ z d BACKER ROD Exterior use of portland cement plaster Shall comply with the application 6 B DRYER VENT (BLOCK) .: i1 ;" requirements of ASTM C 926-12A. t _2 111ID,.X: � '.:. 1 "t ` ::.. rpm WIDE STRIP SELF ADHESIVE FLASHING, GLEAN Installation of exterior lathing and framing shall comply with ASTM C 1063-12A. r b MASONRY BEFORE APPLYING WRB LAYER "I, STUCCO WRAP (011, RYER VENT HOODED VENT J' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIF15ER BUILDING PAPER WOOD SHEATHING FRAME (N5TALLED PER MANUF. SPECS.) OR LEGEND DRAINAGE PLANE (CURS LAYER 1*1, STUCCO WRAP) UURS LATER #2 (FORTIF15ER - - - - - - - - SUILDING PAPER) t" IETAL LATH X-X-X—X STUCCO I m WOOD SHEATHING �lTllT17T�Tlli OR i/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SELF-ADHESIVE FLASHING - - - - - NOTE: METAL LATH: LATH TO SE PER SECTION R-7031.1 / ASTM C-841-091 1" f IN. 2.5 LSS. PER 5 Q. YARD (UT I L I T�T' OR N01"I INAL LATH DOES NOT MEET SPECIFICATIONS) BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL l 6' SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER — UNDER 'QUICK FLASH' V FINISH i MASONRY - - -B HORIZONTAL WEEP SCREED F- (FRAME TO BLOCK / NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES A VENT PENETRATION SCALE: N.T.S. ELEG. METEF VERIFY LO H1K%H I CJ iC> ci =:I YD STUCCO SCRATCH COAT & 1 COAT OF PAINT W15ACK- ROLL PRIOR TO ELEC. METER INSTALLATION :C. METER FIELD :IFY LOCATION APPLY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEG. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOCYANOTE-POLY5LEND FOAM "l �"- "� "� "�11 SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEG. WIRE PENETRATES , ,, � . , ,�,...:0 SCRATCH mr COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COM80 OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER 01, STUCCO WRAP WOOD SHEATHING APPROVED HOUSEWRAP BELOW CUT SUCH THA NO MEMBRANE ENTERS BOX, APPLY TO FA( EDGE 5TF *'1 ST F 1*3 APPLY E-Z BEAD .o•o.o.o OVER 60 MIN 0 .0.0.0 .0 o. GRADE 'D, 0. .o o. FELT -PROVIDE 0, .0 SEALANT AT ALL o. 0. .o JOINTS AND 0. o 0 INTERSECTIONS • o .o•o0 • o •0 0 . o. o. a.o NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER el, STUCCO WRAP CUT 'X' INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER is 5TF 1*2 WRB LAYER *I, STUCCO WRAP APPLY 60 MIN SELF -ADHERING GRADE 'D' FELT MEMBRANE FLASHING OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP STEP *5 OELECTRICAL WRB LAYER 02, FORTIF15ER BUILDING PAPER STF # ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL LATH 5T F :% Reviewed for Code UniverseEngmeerft ID sawae 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F w U W am v 4 F A svBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL• 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA AUG 1 9 2020 MICHAEL C. ANDERSON AR NO V305 PRINT 2015 DATE: 08 / / SCALE: 1/4'1=1'-0" SHEET WA2 LEGEND DRAINAGE PLANE (WRB LAYER *11STUCGO WRAP) WRB LAYER 02 (FORTIFIBER 5UILDING PAPER) METAL LATI4 STUGGO WOOD 5HEATHING OR 1116' ZIP SHEATHING SYSTEM (INSTALLED PER MANUR SPECS.) SELF-ADHESIVE FLASNINC3 2 '/2" , -k CORNER BEAD a CORNER BEAD (FASTENER 4 SPACING G 7' O.G.) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUI=ACTURER5 INSTALLATION PROCEDURES CMU V THICK, 3 GOAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY (6) BLOCK gavlewod for code c«"whame Universal Eng"'es" s 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ti W D3 U fq O F 0. Q F A SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHrrECT STATE OF FLORIDA AUG 19 2920 MICHAEL C. ANDERSON AR NO 17305 08/15/20 1 SCALE: 1/4"=1'-0" 1 SHEET \ 2x6 SUB -BAND W/1 "x4" NOTCH tv END, WRAPPED IN PEEL 4 STICK DRIP EDGE -1/5" TEXTURED FINISH im WOOD 1/2" TEXTURED FINISH @ CMU METAL FA {1 I` l� I � 2X6 SUB I METAL FASCIA � O WRAP Ya" FROM STUCCO, 1" FROM WOOD WALL EXTERIOR WALL (FRAME OR CMU) NOTE: NOTCH FOR 2X6 SUB BAND ONLY � ELEVATION mglffl L — 1 ROOF KICK OUT REMOVED �1 FOR CLARITY ROOF DECK (BEYOND) \ DRIP EDGE, 1" OFF WALL VNOT INTO STUCCO) �-1/8" TEXTURED FINISH Q WOOD, 1/2" TEXTURED FINISH a CMU SUB -BAND W/1"x4" NOTCH a END, WRAPPED IN PEEL 4 STICK METAL FASCIA WRAP I' OFF WOOD WALL. SUS BAND 2" OFF WOOD WALL 7/8' TEXTURED FINISH a WOOD, 1/2' TEXTURED FINISH a CMU METAL LATH WOOD SHEATHING OR CMU WR5 LAYER 01, STUCCO WRAP (FRAME ONLY) WR5 LAYER e2, FORTIFISER 5UILDING PAPER (FRAME ONLY) ROOF-ING CEMENT DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PRE-ENG'D TRUSS TO BE GUT Q WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' ®' SCABBED TO TRUSS W/12d NAILS ro"-all O.C. MAX. 2x SUB -BAND W/lY"x4" NOTCH -s END METAL FASCIA WRAP _H\—DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL (L�) WALL SUB BAND DETAIL @) WALL W/KIC K- OUT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUS -BAND WIV2Hx4" NOTCH END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT -a ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/1Y2"x4" NOTCH e END, WRAPPED IN PEEL 8 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY Reviewed for Code Un versed= 10Orm s 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W U w 0 F 0. rn w 4 F A SUBDIV. 8a LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL• 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS: SUB -BAND 160 MPH EXP. C ARCHFfECT-. STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 r&-%&&4 a 2015 DATE: 08 / / SCALE: 1/4"=1'-0" 1 J . 1I!, ` ,, R 3 1.1 \ V V �z ,I = U_ O } F- I�n 1 1.1 I _v M I •I INM - W Lu- .I 3 39'-8' 28'-8„ 11'-0 I, 15' 1 ' 9 6° 9'-8' 4 ( c El ------------- — — FM-12X18 1 — FM-12X12 00 1,1 X r 4' CONC. °` `-'1 o LL SLAB wa LL N I, ao 00 io F-24X24I r 1 '-0" *-3 1/2 o a � 110,_0,, 10JA 1.1 EXTEND FM-12X18 1 SLAB 1 1/2" 1.1 I I• 0 TOP OF `� S LAB 1 M I I co XI N �I u- Lo I Ia 8' 5.0 19,-0„ n 15 i I 4" 'VC CHASE 1 TE-1��'� 1.1 4" CONC. SLAB N r 0 5 1 /2 0— 17.8, 4„ 2,_8" I TOP OF SLAB S-0' 5 19 00 3'_6,. N I N I I 00 X N ', N ao o U w a N I u- a OJ I I I i EXTEND- • 2 SLAB 11/2" 1.1 FM-12X18 00 I LL 4" CONC X — X N w I a of SLAB w I N �2 ° 3 1/2 c� I 2 3'-4" w op I 71/2 2 o ----J 60 1.1 M 1 1 FMC-12X18 FM-12X18 — — FMC-12X18 — — L 1.1 — — FM-12X18- — — o 4 1 4 1.1 1.17 2,-8„ 16'-011Ii 2'-8„ 3'-10" 10'_2" -2 1'4° 4' 4" 14'-0, 39'-B" FOUNDATION PLAN SCALE: 1/4" = T-0" FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE +-0'-D'. 3. COLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4. REFERENCE ELEVATION +4-0", SEE SURVEY PLOT FOR NAVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. 6. PROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PROVIDE 1/2" FELT PAPER AT THE JOINT. 7. COORDINATE SLAB ELEVATIONS, STEPS AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8. SEE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING. 9. WINDOWS DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.OINDICATED #5 BAR, DINDICATES #6 BAR,MINDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT. ENDS OF REINF. BARS SHALL BE HOOKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 90° HOOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS 12. SPLICES IN REINFORCING BARS SHALL NOT BE LESS THEN 48 BAR DIAMETERS (#5 = 30", #6 =36"), AND REINFORCING SHALL BE OONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN. ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B) CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.I. 530-13/ASCE 5-13, USING: F'm = 1,500 PSI, TYPE "M" OR"S" MORTAR, ASTM C476 GROUT (3000 PSI), UNITS LAID IN RUNNING BOND. 16. WIRE WELDED MESH LOCATED IN THE MIDDLE TO UPPER j OF SLAB SUPPORTED T-0" O/C MAX. SEE PLAN FOR WWM SIZE. INSPECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE 2017 FLORIDA RESIDENTIAL BUILDING CODE, RESIDENTIAL, 6th EDITION SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1.4xW14OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER FOOTING RSCHEDULE ODOOEG EACH WAY, - PROVIDE CORNER BARS, SAME SIZE QUANTITYBARS MARK WIDTH LENGTH THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG TE-1 8" SEE PLAN 10' s - (+)o'-0" FM-12x12 12" CONTINUOUS 12" (2) #5's + 0"-0" FM-12x18 12" CONTINUOUS 18 (2) #5's - (+)0'-0" FM-16x18 16' CONTINUOUS 18 (2)#5's - (+)0"-0" FMC-12x18 12" CONTINUOUS 1 181, s #51N CURB VARIES F-24x24 24" 24" 1 12" ., s s (-)0"-4" SECURE A/C STRAP TO UNIT GONG. W/ W-3/16'X2' TAP -CONS CONC. SLA13 SIMPSON WB ROLL STRAP OR EQUAL a EACH CORNER OF UNIT SECURE STRAP TO UNITS W/ (2) 08A 1/4 SHT MTL -SCREWS A/C CONNECTION TO PAD DETAIL RevlewW I« Coax wtx'==mv ?194 H WY A1A, SUITE 30J INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591, www.abdesigngroup.com AA #: 0003325 F W U3 U w 0 F U j! F A I I I I I I svBDIV. 8e LOT CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 Dd1 4EBB "1828-CALI" I [AAGE S WING: EFT NDATION PLAN PFExp. cj ARCHITECT STATE OF FLORIDA 14;��] AUG 19 2020 MICHAEL C. ANDERSON AR NO 173 DATE: 08/15/20 SCALE: 1 /4"=1' — 0" SHEET s l Q d 0 } Q ~ mw U � J a O� 0 M EXT. PORCH SLAB W/ 1/2" ISOLATION JOINT (WHERE APPLICABLE) Z N STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" C M U WALL I. a. ° a SEE SLAB SCHEDULE d' °mm 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) 46 • .< SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY TOP OF SLAB BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" EXTERIOR MONO -FOOTING SCALE: 3/4"=1'-0" BOLLARD LAP P PLATE A IN. OF 48" AND N W/ 16d COMMON NAILS, 2- WSR, 4" O/C BTM. LAP TO OC OVER STUD 2x4 OR 2x6 W\2UDS — WALL W/ SYPEE PLANS FOR SLE BTM. PLATE TPROVIDE DBL U _U TOP OF SLAB STEEL REINFORCING IN GROUTED Q a CELL SEE PLAN FOR SIZE AND p SPACING REQUIREMENTS Q w m U w OD J O Q 8" CMU WALL o co _ ? I p L v - n SEE SLAB SCHEDULE TOP EXT. PORCH SLAB I � 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION l°� . 6" CHAMFER (2-STORY) JOINT (WHERE • Q i SEE SCHEDULE APPLICABLE) Z FOR WxD, BAR SIZE AND BAR QUANTITY N (2)EXTERIOR MONO -FOOTING @ GARAGE SCALE 314"=,'-0" w 2" CAPPED 0a j (0 NEW REINF. BAR GALVANIZED PIPE O a SECURED W/ 2- PART WIFLANGE @ BASE a Q EPDXY. MIN. EMBED I J Q 8", UNO FOLLOW ALL MANF. S SPECIFICATIONS FOR USE AND I SECURE FLANGE TO = m PREPARATION OF 4" 4" SLAB W/(4) 1/4" X 2 1/4" Z `� Z w HOLE. TAPCONS J 2 O SCALE: 3/4"=l -U' VERIFY HEIGHT OF WALL W! PLAN PROVIDE BLOCK G RE B .PLATE TO LA d MASONRY NAIL TAGGERED IONAL METAL gqnNECTORS NOT QUIRED WHEN NO UPLIFT IS PRESENT. SLAB SCHEDULE b —SEE SCHEDULE FOR WxD, BAR SIZE D BAR QUANTITY 9 INT IOR FOUNDATION OD WALL SCALE: 3/4"=V-0" (NO LIFT) 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ADDING BAR TO MONOLITHIC FOUNDATION WIN 0 } m w U W J IQ,a K0 O oZ M =, 1 SCALE: 3/4"=l'-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS SEE SLAB SCHEDULE "ISOLATED" COLUMN PAD CENTERED UNDER WALL AND POURED MONOLITHICALLY WITH FOUNDATION AND SLAB FOR WxD, BA SIZE rAND BAR QUAN TY r MBINED EXTERI0 MONO- OOTING AND COL. P SCALD: 3/4"=,'-0' +_ U._U. OF SLAB +_u_u OF SLAB 30" MIN. EACH WAY MONOLITHIC FOOTING p °v rT- 7-- F ' p p v P_ ' D �P FM p r , CORNER BARS. SAME SIZE AS LARGER BAR pl IN FOUNDATION WITH 30" LEG EACH o $ ? I WAY AT ALL CHANGES IN DIRECTIONS SO THAT THE STEEL REINF. IS CONTINUOUS P MATCH AMOUNT OF CONTINUOUS BARS �. LL �LL CONTINUOUS STEEL MONOLITHIC FOOTING REINFORCEMENT SEE SCHEDULE N WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), UNO MONOLITHIC FOUNDATION CORNER BARS DETAIL AP TOP PLATE A MIN. OF 48" A NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM. LAP TO CCUR OVER STUD 2x4 OR 2x6 D BEARING - WALL W/ SYP No 2 STUDS SEE P S FOR SPACING. SINGLE BT PLATI TO BE PT. PROVIDE DBL. OF PLATE SIMPSON SPH4 OR SPH6 — BTM AND TOP PLATE ANCHORS WI 10d x 1 112" COMMON NAILS FILL ALL HOLES, DO NOT USE 10d x 3" u._u,. TOP OF SLAB SCALE: 3/4"=1'-U — VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOG41 IP JBXPLATE TO SLAB W/ ADGE ANCHOR W/2" R SET IN HIGH STRENGTH 5-112" EMBED. MIN. @ 16" OC -SEE SLAB SCHEDULE d g. p a • ri ° •e EQ. EQ. SEE ES ULE ANDWxD, IZE AND BAR QUANT INTERIOR CURB FOUNDATION WOOD WP SCALE: 3/4"=l'-0" (W/ U P L 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"=l'-0" RB FOR SONRY ITS SET ELEV RECESS AROUND GARAGE DOOR OPENING 4 SCALE: 3/4"=1'-0" 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 u 1 VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKING SECURE BT. PLATE TO SLAB W/10d MASONRY NAIL 16" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. SEE SLAB SCHEDULE 4_d e ° a d . EQ. EQ. SEE SCHEDULE FOR WxD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"=1'-0" (NO UPLIFT) Reviewed n0 unlrelsal e"c"le«*'° sc• 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www. a b d es i g ngro u p. com AA #: 0003325 E W W U �1 0 F 0. V h W q F A SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EV. C ARCHITECT STATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 PRINT 08 15 20 DATE: SCALE: 1/4"=f-01 SHEET S1.IA 25'-10" 18'-10" -- 10'-0" 3'-0" DOWEL PLAN SCALE: 1/4" = 1'-0" ED Reviewed fa Code Compli� rs Univeal Enquowy Buenas 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www. a bdesigngroup.com AA #: 0003325 ti W y U W 0 F 4 U W 4 F A SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828—CALI" GARAGE SWING: LEFT PAGE: DOWEL PLAN 160 MPH EXP. C ARCHrrECT-. STATE OF FLORIDA MICh&' &21&RSON AR NO 17305 J DATE 08/15/20 SCALE: 1/4"=1'-0" H SEET S1.2 TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM VARIES PER ELEV. 2� 4 - ' 7'A 'W' .4 4 A 4'- 4 < l< 0 -4.. k CLEAN OUT REQUIRED FOR INSPECTION co -'A 10 0 '-0" FIN. FLR. TIETVERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK a Z §1 0 HORIZONTALNERTICAL D r_: I KI r_:nDr I Kir- :3/4"=l'-O" 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 IL SPACING REQUIREMENTS co 0 0 0- 0� U) z 8" CMU WALL 0 co 0'-0" "K +o 0" m A�— TOP OF SLAB 4 TOP OF B e III\—QEE Ql AB SCHEDULE w 04. j EXT. PORCH SLAB d. 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION A 6" CHAMFER (2-STORY) JOINT (WHERE APPLICABLE) z N\l MATCH STEEL REINFORCEMENT 6" PVC CHASE 04 - PER SCHEDULE THRU FOOTING I 4� 4 \t 6" PVC CHASE THRU FOOTING MATCH STEEL �--SEE SCHEDULE REINFORCEMENT FOR WXD, BAR SIZE PER SCHEDULE AND BAR QUANTITY PVC CHASE THRU FOOTING SCALE: 314" 1�V-01. BAR SIZE 48 BAR DIA. #3 181, #4 24" #5 30" #6 36" #7 42" #5 BARS co [Ell ,. 8" 1. CMU UNIT DIMENSIONS ARE NOMINAL SIZES •� ;� MASONRY SYMBOLS 6CALL 614"=l'-U ®UrtiVeBal EngereunnC wd tw Code scom" 2194 HWY AIA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32917 PH: 321-802-3691 www.abdesigngro -�pxom AA #: 0003325 C4 O O 0. C Li E4 -lA CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200/080R1 MODEL: 4EBB "1828-CALI GARAGE SWING: LEFT PAGE: b? DETAILS 1160 MPH F-�-'X,-'P. ARCHITECT: STATE OF FLOpjr-).6,, AUG 19 2020 C. ANP jr AMR, NO 173V6 DATE: 08/151/ SCALE: SHEET S1. 2A FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8),10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILLALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 6. BOTTOM OF LINTELS ARE TO BE PLACED ATTOP 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 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T O S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, TA: = THROUGHOUT MARK DESCRIPTION fc (psi) SIZE WkH' REINFORCEMENT STIRRUPS REMARKS' BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 — (1) #5 — NJA — GROUTED SOLID "CAST-CRETE" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL 8"PRECAST & PRESTRESSED LOADS FO U--LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LOAD -POUNDS PER LINEAR FOOT c� SAFPL LOAD �a SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH SUB 8M'08 BFt20B �� BR10�OB �� 8FR-0B a"TYPE LENGTH 8U8 8F8 RCMU TYPE LENGTH 8RY7T BFY24T iF184T 8PM4T BP81-tT BP38.7T �1T OMB ON24B SN64B 8F20-10 OF244B WA4B ar 0 BF82r BF12ar aF1a2r aP202r aF24ar era r SFeazr S e' (427 PRECAST 2281 e90 3719 6103 M? M64 9602 ION �� (42' PRECAST TO 1025 1024 IBM 9'�' (42') PRECAST 2M6 MAIL 4304 am 0132 7M1 3M 4eM Gila 7547 SW4 1004 11809 I= 2M5 3M 4M4 a M 0132 7007 4-0' PRECAST ( 1988 2w1 2751 8920 48M am 7084 81W 4'-0' (48') PRECAST 785 M 1809 ( T I= 23M 30M 881E 4670 am WN 2wa 4M6 6113 7547 8W4 10M4 11808 IaM 2M6 30M 8615 46M am WN $' 4(54') PRECAST 1589 I= 2110 2931 87w MN 64M 0224 *r (54') PRECAST 592 591 1073 NO (549 PRECAST 1207 2M NW a875 404a 4711 am 2100 435 6113 7647w 8872 10294 I1808 12W 2040 27W 987E 4oM 4"1 51179 5'4' (64') PRECAST 1217 1349 14M 79M 26M alga 3M8 420 94' (84-) PRECAST 411 411 745 F-C (841 PRECAST 1016 1711b4 22M 2MB am awl 4622 few M90 am m47 7842m 10127p4 1016 1715 22N 2MB afw MI 4622 5-10' (70') PRECAST 1082 N05 1178 101 2m 260 a008 3470 5110' (70�) PRECAST 540 $99 818 5-10' (IO�i PRECAST ow INTom 26M a1W 30XI M33 w 7467 2922 48M 71wp4 9Mp,o f781p4 M7Bp4 929 I687 20M 26M 97W 982D 4133 6'$' (78') PRECAST 908 128E M 34W 3WI 3707 48M MI �� � PRECAST NO � 721 49D S'$' (%S' PRECAST 1407r1 1 2N9 WIM ar12M 1. 2177 am Mal MM 1onfm am" w6 14W I= 2329 27M 3251 3712 T$' (9D� PRECAST 748 1011 1721 2812 2206 M3191 3M Tom' (90' PRECAST 424 534 983 T$' M PRECAST 727 1 1 2075 2w 3228pq 1011 1720 2Ml 3Mow84B7p4 a472a4 747 Iau 1 104 2oM 2W 2827 322E W-C (112) PRECAST 554 eM 1100 1026 2144 34W 2118 3302 94' (112) PRECAST 326 512 230 94� (112) PRECAST 51111 7wo 11 1474 181 21W 2600 762 1246 1843 M64 a1M 4705M 6M M wl w2 Iola 164a 7M9 22W 2519 10'•8' (1287 PRECAST 475 1247 20w 27/7 27M 28w 10'-r (12n PRECAST 34 401 ISO 10'-8', (12n PRECAST MO m 81e 172 1481 1 241 so 1064 1MB 20M 278'1 8643w 4764p4 MO 8am71MW 1472 ;17w 206E 2810 11'�' (188� PRECAST 882 M2 945 I= Is*2428 3127 40M 11'4- (188') PRECAST 280 452 154 11'�' (198� PRECAST 474 604 p4 MO 1087 79 151 Imm MyN taw 1048 2428 3127 400E 494 SW 1042r4 137204 784aw 1915M 2187a 12-0' (144°) PRECAST 887 640 98 1254 1654 210 2005 3M 12-0' (1447 PRECAST 244 402 187 12-0' (144') PRECAST 470 40 724 Wo 11 1 1w6 540 bra 1254 1084 2108 2M6 aM2 470 Mo I Wn 13M laeom 1814n 287E 18'�' (180� PRECAST 288 471 m1075 14M 18M 2818 IIBM 19�- (180'j PRECAST 217 324 110 18'4' (180') PRECAST 410m BMpq M7 7Mm 054M 1148" 1828 471 mtors 142E two =18 2wa 428 4M 7M w 1159 1418" tM4,4 18870 14'-0' (1887 PRECAST 279 424 m 1002 182a 18W 2127 2M0 14' 0' (188� PRECAST 206 289 100 14'-0' (788� PRECAST W4n4 Mom M724 M1 1220 442 M1002 132e 10W 2127 MM 410 425 7170 1083 IMN U82M IW7 WO (1787 PRESTR688ED N.R NR NR NR NR NR NR NR 14'$' (1767 PRESTRESSED NA 284 91 14'$ (178' P an 334 p4 M p4 672 M W8 p4 1181M 40 M1870 1902 221E 2517 2712 246 886 Ma Moo I 751 1734 1&4' (184') PRESTRESSED N.R. NR NR Ni NR NR NR NR 1174- (184') PRESTRESSED NA 259 63 I&W (184' PRESTRESSED224 313 CM 4w pq 027 W 70 Oil 1064 412 710 12M 1733 20M 28M 2513 230 8w 0180 9M M 120m 14MM I== it-C (2D8') PREFIIR6'SSED N.R. -NR HR NR NI NR NR NR 17W (20S') PRESTRESSED N.R. 194 04 1T4' (2138) PRESTRESSED IW 203 41M ea7 M ew 716 878 8M 548 9M Ins logo 180 2047 102 aw 1 Ma w 740 M 100m UReel 1473p4 19'$ PRESTRESSED NIL NR NR N7 N7 N4 M7 NR NR 99'�' N.R. 148 a 1��' ( PRESTRESSED 102 an Sn SO"-447 M W M 847 p4 747 4M 7w 1097 1282 161E 1710 lM 213 429 023 m 841 1 1227 21'4- On PRESTRESS® N.R. NR NR Ni M4 MI NR NR 21,4. (M PRESTRESSED N. 125 42 21'-C � PRESTRESSED 742 204 307 M an 480 Sw p4 Moo 1M 340 M845 1114 law 14M 142 232 Wa M 6W cm727 9M 1018 ?2-0' (2847 PRESTRESSED N.R. NR IR NR IR NI 4R N7 2.-0. (�4' N.R 118 40 2Z-V (2641 PRESTRESSED 787 IW pq 2a6 a79 m 4m p4 6M p4 no 1M 818 6M 784 100 12M 1899 137 an 8w 518 w8 863 pp w9 24'-0' (2 r PRESTRESSED NR NR NR PR !R M7 NR NR X4r W PRESTRESSED N.R.91 89 20VO RAI PRESTRESSED 724 779 2W 84z 41e 492 der 728 2aD 4M M4 w4 1092 1222 124 2g2 319m 40 Mml 757 878a) (#) THE NUMBERS IN PARENTHESIS REDUCTIONS FOR GRADE 40 FIELD ARE ADDED PERCENT REBAR. (#) THE REDUCTIONS NUMBERS IN FOR GRADE.40 PARENTHESIS ARE FIELD ADDED PERCENT REBAR. -ALL VALUES TAKEN FROM'SAFE LOAD TABLES' BY CASTCRE4E MAY 2015 EDITION PRECAST PRODUCTS BY OTHER TO MEET OR EXCEED VALUES STATED ABOVE - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4' OF BEARING PAST EACH SIDE OF WINDOW OPENING 7 8F16-1T/0M/0B 8F16-1T/0M/0B 8F16-1TI0M/0B a \;• � o m LL >, GT m ll 8F24-1 T/0M/0B 41 xe 1.4 x: -<: m ,. o m' LL m co _ s L< ?; UNO, PROVIDE BB1 WHERE ROOF TRUSSES BEAR, TOP OF WALL EL. 8'-8", UNO. F— — — — — — o L-----U s .:X,<, .. 8RF6- 1 T/OM/0B a 8RF6-1T/0M/0B 8 F28-1 T/0M/1 B 8 F 16-1 T/0M/0B LIFT BEAM PLAN SCALE: 1/4"= l'-O" peviewed for Code ou soomes 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3597 www.abdesigngroup.r om AA #: 0003325 F MMMM M U N �i F 0. v W F' A !I SVBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT* 4321.200 080R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: LIFT BEAM PLAN AND NOTES 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA 4 AUG 19 2020 MICHAEL C. ANDERSON AR NO 1730 ]DATE:: 08 15 20 ]DATE: SCALE: 1/4"=1' — 0" SHEET S 2 NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8" 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM °J 1#5 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING \\� PLACE STEEL HEIGHT. �OF REINFORCING (L2) 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND AS DEPICTED HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST 1#5 TWO COURSES ARE BOND BEAMS WITH A #5 BAR IN EACH COURSE. TYP. 8"xl6" �P\ m 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM pJ� COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL #5 CORNER BAR W/ 30" LAP FOR EACH / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE 1#5 COURSE OF BOND BEAM / / TOP OF THE LINTEL. I $" 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. VERTICAL REBAR W/ 10" HOOK Z PQ¢�F��� BEAM W/ (1B )#5 BAR BOND BEOM EACH COURSE • \�G 8x8 BOND BEAM TOP OF • �� W/ (1) #5 BAR BOND BEAM pe F = FILLED W/ GROUT � 30" TYPICAL pF U = UNFILLED GROUT SOLID FROM - — TOP �f1\p NOMINAL LINTEL TO TOP OF BOND OF OPENING WIDTH # OF #5'S, IN BOND BEAM. IF FILLED LINTEL. #5 BAR IN BOND BEAM BEAM COURSEE SEE NOTE 5 1AST 6-1 T/1 M/OB LINTEL l(1)#5OAR(L2) NCRETE NOMINAL �� LENGTH OF BARB WIDTH OF MASONRY Q� HEIGHT # OF #5'S, TOP OPENING - 2" CORNER IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE OR 2 BEAM DESIGNATION REINFORCING O F BOND BEAM THAT XFXX - 1T/1 MiOB INDICATES A DOUBLE BOND BEAM /#OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE SCALE: 3/4"=l'-0" AND XFXX - 1T/OM/OB INDICATES SINGLE BOND BEAM PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER 1 IT IS THIS ENGINEER'S INTENT TO PLAN FOR LOCATIONS SCALE: 3/4"=1'-D" AND XUXX - 1Tt1MlOB INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED TOP LINTEL OF OPENING AND XUXX - 1TOM/OB INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL PRECAST HEADER(MIN) 2x4 (MIN 2 X 3) 1-3116 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD WINDOW SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-1/4" EMBEDMENT 2x6 (MIN 2 X 3) 2-3116 TAPCON PRE -CAST 43 141 OR DRIVE PIN (MIN SHANK d. N WINDOW Z < SIZE.145 MIN HEAD SIZE .300 SILL MIN EMBEDMENT 1 114") 8" SLOPE FROM EACH END AND 18" :xt_ O.C. MAX. MIN 1-1/4" EMBEDMENT 2x8 (MIN 2 X 3) 2-3116 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING — 1/4") 8" FROM EACH END AND SECURE TO SHEATHING Wl 18" O.C. MAX. MIN 1-1/4" MIN. 2-12d PER BLK. EA. END EMBEDMENT SHEATHING TYPICAL MASONRY WINDOW CMU WALL SILL CONSTRUCTION ARCHWAY FRAMING DETAIL J SCALE: 3/4"=1'-0" r SINGLE #5 CORNER BAR. 3000 TURNED UP OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL ll BOND. BEAM PROVIDE #5 BAR T EACH SIDE STEEL REINF. OF O LEVATION BOND. BEAM CHA E CHANGE IN ELEVATION OF BOND BEAM 7 SCALE: 3/4"= code 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W y Plel 0 Q, U4 3 W 4 E A E-4 sxmDIv. 8e LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHf ECT sTATE OF FLORIDA AUG 19 2020 MICHAEL C. ANDERSON AR NO 17305 DAATNE: 08/15/20 SCALE: 1/4"=1' — 0" SHEET S2.IA 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 H10AOR LGT2 W/ 10d x 1 1/2' HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE', CONNECTERS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS, 6. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 7. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 8. THE TRUSS FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER THE SUPPORTING STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL CLOSELY PARALLEL FINAL TRUSS DESIGNERS LAYOUT. SUBMIT FINAL TRUSS DRAWINGS FOR THE ENGINEER'S REVIEW AND APPROVAL. 9. PLACE 2x4 PT TO ALIGN WITH TOP AND BOTTOM CHORDS OF ROOF TRUSSES SECURE 2x MEMBERS TO WALL WITH HILTI X-ZF, POWDER ACCTUATED FASTENER, ZF 72 P8S36, .177" ° x 2 7/8" LONG, WITH WASHER @ 16" O.C. 10. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 11. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 12. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. 13. BOTTOM CHORD BRACING, DIAGONAL BRACING AND GABLE END BRACING SHOWN ON THE FRAMING PLANS AND DETAIL ARE DRAWN AS A DIAGRAMMATIC PURPOSES FOR MINIMUM SPANS AND MAXIMUM SPACING. THESE DRAWINGS ARE INTENDED AS A GUIDELINE FOR CONSTRUCTION AND DO NOT NECESSARILY REFLECT ALL ACTUAL CONDITIONS THAT MAY ARISE IN THE FIELD. FIELD CONSTRUCTION SHOULD CLOSELY PARALLEL THE BRACING DIAGRAMS WITHIN THESE MINIMUM AND MAXIMUM TOLERANCES. ADJUSTMENTS IN THE FIELD ARE ACCEPTABLE FOR FIELD CONDITIONS SUCH AS INTERFERENCES WITH TRUSS WEBBING, SHEETING ETC. IN SITUATIONS WHERE THE DIAGRAMS LOCATION AND ACTUAL TRUSS WEBBING CONDITIONS CONFLICT, THE CONTRACTOR SHALL PLACE THE DIAGONAL BRAE ADJACENT TO THE TRUSS WEB AS CONDITIONS ALLOW. TRUSS MANUFACTURER / ENGINEER NOTES: 1. ROOF GIRDERS W/ UPLIFT IN EXCESS OF 2,500 LBS SHALL BE FABRICATED W/ A 2x6 BTM. CHORD (MIN.) 2. COORDINATE ANY TRAY/COFFERED CEILINGS, AND ATTIC ACCESS WITH THE ARCHITECTURAL PLANS TRAYS AND COFFERS ARE NOT SHOWN ON THIS PLAN IN OF DER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGIN EER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS DERPENDICULARTO A STEEL COLUMN. MAINTAIN AT LEAST 8" FRON THE CENTER OF THE COLUMN. GIRDER/TRUSS TRUSSES W/2X4 W/2X6 SO'FTOM BOTTOM CHORD CHORD 2x4SCAE NAILED TO DIAGONAL END JACK TRUSS B TTOM BRACING/BOTTOM CHORD WIMIN (4)10d CHORD BRACING :RE APPLICABLE NAILS FC R EACH CHORD CONNECTION A DISSIM TRUSSES W/2X4 BOTTOM CHORD CHORD BRACING ® END r wa W/2X6 BOTTOM CHORD DIAGONAL 2X4 SCAB NAILED TO BRACING/BOTTOM TRUSS BOTTOM CHOR (4) 10d NAILS CHORD BRACING FORE FOR EACH CHORD CONNECTION TITSSTIILTTT.AR RnTTnM CHnRn RRACTNG @ MID RUN TRUSSES W/2X4 BOTTOM CHORD BRACING/BOTTOM CHORD BRACING V� CONNECTOR SCHEDULE CONTROL DATE 01/27/2020 SP SIMPSON Miiek USP ISIMPSON DES. HTA16-19 UPLIFT UPLIFT 1625 GRAVITY DES META-16 UPLIFT 1450 GRAVITY FASTENER (8)10d X 11/2" 1-PLY, (7), 16d 2-PLY, EMBED 4" FASTENER (a) 10d x 11/2 1-PLY, (6)16d 2-PLY, EMBED 4 (2)HTA 1618 HTA 16 2430 18]0 (2)META-16 HETA-16 1985 1810 (12)10dx 11/2" 1-PLY, EMBED4" (10) 10d %11(2', (8)16Q 2-PLY, EMBED 4" (10)10dx 11/2' 1PLV,EMBED 4" (9)10d x 11/2 1 PLY, (8)16d2-PLY, EMBED 4 HTA 20 1870 HETA-20 1810 (10)10d x 11/2", (8)16d 2-PLY, EMBED 4" 1. (9)10d x 110 1-PLY, (8)16d 2-PLY, EMBED 4" (2) HTA-20 2430 (2) HUA 20 2035 1/2", PLY, EMBED 4" 10d x l -PLY, E (10)10d x 11/2 1-PLY, EMBED 4" (12)16d 2-PLY, EMBED 4" 20355DO .(12) (10)16d2 LY, EM LUGT-2 LUGT-3 DHTA-20 MUGT15+ HUGT2+ 1655' 3380 2430: 3945 9575 LGT2 LGT3 SOS2S DUAL-20 MGT+ HGT-2+ 1885 3480 2480 3965 10690 BLK(5)1/4"x3"Wedg�Balt+ Anchors, WOOD (16) 10d COLIC (4) 3/8" R S" Wedge -Bolt+Anchor; WOOD (12) M25 (16)-10d x I1/2, 1 PLY ALTERNATE USE OF (2) HTA-20 ACCEPTABLE (1)5/8 A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12 EMBED),(22) 10d TO WOOD) WOOD (8)10d, MASONRY (2)3/4"A.T.R - i(7)-114'x21/4 TITER, W000 (16) 16d 1(12) SDS 1/4"%3" TO GIRDER (4) 3/8 x 5 TITEN HDTO WALL 1(18)-10d x 11/2,1 PLY ALTERNATE USE OF (2) HETA-20 ACCEPTABLE ll)5/8"AT.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED),(22) 10d TO WOOD I(2)3/4"A.T.R. IN HIGH STRENGTH EPDXY(MIN. 12" EMBED). (16) 10d TO WOOD HUGT3+ 9860 HGT-3 + 10690 WOOD (8)10d, MASONRY (2) 3/4" A.T.R (2) 3/4" A.T.R. IN HIGH STRENGTH EPDXY (MIN..12" EMBED) (16)10d TO W000 LPTA 1510 PARALLEL TO WALL 1470 PERPEN DICUAR TO WALL LTA2 1210 PARALLEL 1210 PERPENDICUTARTO WALL TO WALL (10)10dx 11/2"{10)10dx 1-1/2" MUGTSS 3945 VGT 4940 (1)5/8" A.T. K IN HIGH STRENGTH EPDXY (M IN. 12 EMBED), (4) Ind TOP/(6)10d FACE/(12) 10d BACK OF TRUSS (1)5/B"AS.R.IN HIGH STRENGTH EPDXY (MIN. 12"EM BED), (16)SD$1/4"x3" HUGT 1 9575 (2) VGT 7185 (2) 5/8" A.T.R. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (8)10d (2) 5/8" A.T.P. IN HIGH STRENGTH EPDXY (MIN. 12" EMBED), (321 SDS 1/4"k3" MTW 12 96S : MTS-12. 990 (14)10d x 11/2", (14) 10d (14)10d X 11/2" HTW 16 1355 HTS-16 1310 (16) Ind X 11/2", (16)10d ` (16)10d X 11/2" HTW 20 1355 HTS-20 1310 (24) 10d X 11/2" (20)10d (24) 10d X11/2" HTW 24 1355 - HTS-24 1310 (24)10d X 11/2", (20) 10d (10)10dx.11/2" LSTA 12++ 930 LSTA-12 ++ 925 (10) 10d (10) 10d LSTA 18++ 1235 LSTA-18++ 1235 (14) 10d 11 (14) 10d MSTAw18++ 1310 MSTA-18++ 1315 (14)10d (14)10d MSTA-24+r 1640 MSTA-24++ 1640 (18)10d (18110d y MSTA-30++ 2065 MSTA30++ 2050 (22)10d (22).10d MSTA-36++ 2065 MSTA 36++ 2050 (26110d (26)10d tlOyCJI KST1236 2765 MSTI36 3800 (36)10d X 11/2 (36)10d X 11/2 KTS1248 5105 MSTI-48 5070 (48)10d X 11/2" (48):lad X11/2 LFTA6 980 H6 1055 (16) Rd x 11/2", (16) Sd) (9) SdTO PLATES, (8) 8d TO STUDS SPT4 875 SP4 825 (6) 10d TO STUDS (6) 10d TO PLATE (6)10d x 11/2" TO STUDS MP34 5251N Fl @ 160% A34 430 (4) 8d x 11/2" TO BEAM, (4) 8d x 1.1/2" TO POST. (4) 8d x 11/2 TO BEAM, (4) 8d x 11/2 TO POST. " HHCP2 680 HCP2 590 (10)10dx 11/7" TO TRUSS, (10) 10d X 11/2" TO PLATE (12)10d X 11/2 " RT16A MUGTIS&PH04A MOGTIS&PHD4A 1020 QPS 4175 -.VGT&HD78 H10A VGT&HDU4 1040 4940 4940 (9)10dx 11/2" TO TRUSS, (8) 10d X 11/2" TO PLATE 2810d TO TRUSS; 10 ( ) OWS3 WOOD SCREWS POST THREADED (28)10d TO TRUSS(10) WS3 WOOD SCREWS TO POST W/5/8"THREADED ROp (18)10d X 11/2 (16FSDS1/4 x3 TO WOOD, ,(10)SDS 1/4'x21/2"W/ THREADED ROD, (2) NUTS/WASHER/2 PLY (16)-SD51/4 x3"TO WOOD, (3)-3/4" STUD BOLTS WfTHREADED ROD, (2)NUTS/WASHER/2PLV PAU44 2535 6775 ABU 44Z 23W 7750 (1) 5/8 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T EMBED) IN COLIC, (12)116d TO WOOD (1) 5/8" A T R. IN HIGH STRENGTH EPDXY; IMIN. 7" EMBED.) IN CONC.„ 12) 16d TO WOOD PAU66 2455 16005 A6U 662 2190 18205 (1) 5/8 A T.A. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBEU) IN COLIC, (121�'16d TO WOOD (1) 5/8" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONC., (12)16d TO WOOD LTS19 +++ 1205 LTT19 +*+ 1310 (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC., (8)10d TO WOOD (1) 3/4" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T EMBED) IN CONO.,(8)10d TO WOOD LTS20B+++ HTT45 1100 4160 LTT20B. HTT4 1500 4455 (1) 3/4 A.T.R. IN HIGH STRENGTH EPDXY, (MIN. T' EMBED) IN CONC., (10}10d x 1-112 TO WOOD (1)5/8 AT.R IN HIGH STRENGTH: EPDXY (MIN. T' EMBED) IN CONC.,(18)'46d X 21/2'. (1)1/2" A.T.R. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED.) IN CONCH (101 Iod TO WOOD Ili 5/8"A.T.R IN HIGH STRENGTH EPDXY (MIN. 7' EMBED,) IN CONC.,(26) 16d X 21/2' HTT45 5005 HTT5 -5090 (1)5/8 AT.R. IN HIGH STRENGTH EPDXY (MIN. EMBED) IN CONC.,(26) IL6d X21/2' (1)5/8"ATR IN HIGH STRENGTH EPDXY (MIN. 7' EMBEDj IN CONC.,(26) 16d X 21/2" UPHD11+ 14395 HHDQ11-SDS 2.5+ 11810 (1)I"A.T.R..IN HIGH STRENGTH EPDXY, (MIN. 10"EMBED) IN CONC., (24) WS3 WOOD SCREWS. (1) 1' A;T.R. IN HIGH STRENGTH EPDXY, (MIN.10"EMBED.)IN. CONC., (24) SDS Y"x2A"WOOD SCREWS PHD51\ 6525 HD78 MBITA 1.25 6645 3475 (1) S/8"A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED) IN CONC. (14) W63 WOOD SCREWS (1) 7M" A.B. IN HIGH STRENGTH EPDXY, (MIN 7" EMBED.( IN CONC., (3) 3/4" STUD BOLTS TO WOOD 5330 3 (i) 7/8" A.B. IN HIGH STRENGTH EPDXY, (MIN. 7" EMBED) IN COLIC. O 7/4" STUD BOLTSTO WOOD DYNA260LTOLTW MIN 6" ANCHOR EMBED EQ 5 TMBED NOT LESS THAN 4"FROM EDGE OF CONC W/3/4" DIA ITW RAMSET/REDHEAD NSTALLED IN FACE. I14)10d ATIOIST (1)314"ATR IN HIGH STRENGTH EPDXY, (MIN. 6.75" EMBEDMENT) IN C.M.U. TOP, (1)3/4" A.T.R IN HIGH STRENGTH EPDXY, (MIN. 6.75"EMBEDMENT) IN C.M.U. FACE,(18) 10d TO BEAM TD%8 NfM35%12U ]8]0 2580 7130 HUS41Z1F - 3615 2710(100%) HUSC412 (WOOD) 3435 2635(100%)(10)16d TOHEADER, (10)16d TO WOOD ''. (10) 16d TO HEADER, (10) 16d TO WOOD 3325(125%) 3220(125%) yyy��L HD4101F(CMU) 1950 3090 HUC410 (CMU) 1800 4500 (18)1/4 x 3."' WS3 SCREWS, (10)10d T0- WOOD USP (20)3/16"'TAPPER+, (10) 10d TO WOOD (18)1/4 x 2 3/4. TITEN (9 PER FLANGE) TO CMU, (10) SBdTO WOOD: HD210-21F(CMU) 1950 3090 HUC210-2 (CMU) 1800 4500 (1S)1/4 x3"" WS3 SCREWS, (1011Dd TO WOOD USP (20)3/16""TAPPER+,(10) 10d TO WOOD (18)1/4 x 2 3/4' TITEN () PER FLANGE) TO CMU, (10) 10d TO WOOD: H 0210-31F (CMU) 2]95 5015 HUC210-3 (CMU) 1800 4500. (18)1/4 x 3"" WS3 SCREWS, (10)10d TO WOOD USP (20)3/16""TAPPER+,(10) 1Dd TO WOOD (18)1/4 x 2-3/4" TITEN (9 PER FLANGE) TO CMU, (10)10d TO WOOF. lGUM26-2 2125 BOBS. LGUM26-2-SD 1430 5595 (4)3/8 X4" Wedge -Bolt+ Anchors, WOOD (4) WS3 WOOD SCREWS (4)3/8 x 4 TITER HD ANCHORS (2 PER FLANGE)TO CMU, (4) 1/4 X 2-1/2 SDS SCREWS TO WOOD 1A 1A m u� ti✓� U U U CJ1 r. I CJ5 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON NAILS & SECURE TO BM. WI SIMPSON LTA2 USED TO BRACE TOP OF WALL. LJ./ i£J '' II II II II ATUSS V1010d1A1 S C6" 0. II vl n n n u n n u II II II II II (4)FROM gA. ENI I) II LO m r CJ1 II IIAll 1C II IICJ3 31 IICJ5 A14G 4 ' 412 ¢__-_---___-__�__-__ - __L= 72 I -- I I I AB Alm- A2 = _ _ _ - _ _ - - PRE FABRICAiID ROOF _ TRlJSSM @ 2C QC- MAX I I I I I I 77- I I I I I I 1 3 i , I , I I I I I I I, b �22"x54" ,r a ° I ATTIC ACCESS I i I I I I I I I I I I ,49 All / A13 1A - - - 1A A15-- O- - 9021110 FRAMING PLAN SCALE: 1/4" = V-0 ELT". ®Bell Unirnae;O-s c SCWWAIS 0 01 F Em r- i 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-359, www. abdesi gngroup.liom AA #: 0003325 \0 JiJHDYV. 8e LOT: CREEKSIDE PHASE 2 LOT #80 1 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT h' PAGE: I: A;. FRAMING PLAN 160 MPH EXF'. C ARCH77: STATE OF FLORIDA� AUG 19 2020 MICHAEL C. ANDERSON 1 AR NO I7t�5 PRINT DATE: OS 15 20 SCALE: 1 /4"=1' - 0" SHEET S 3 A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 1 Od x 1 Z' NAILS TO TRUSS B42) SIMPSON HETA16 TRUSS ANCHOR WITH (12) 16d X 1 Z' NAILS TO TRUSS DBL STRAP, 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN) C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH (16) 10d x 34' NAILS TO GIRDER AND (2) SIMPSON HETA16 TRUSS ANCHORS WITH (12) 16d x 3 Z" NAILS TO GIRDER 1x2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3)16d GALV. COMMON NAILS. 1 x2 SECURED W/ 1 Od GALV. COMMON NAILS / r. 12" O/C MASONRY BOND BEAM SEE SCHEDULE PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" NOTE: A PT SYP #2 2" x 4", 6", 8" x 4'-0" MAY BE ADDED W/ 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 1 A ALLOWABLE UPLIFT = U:1810 LBS,L:770 LBS (1 PLY) B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR 3 PLY) C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) TYPICAL RUSS/ SSS�GIRDE RC ONNECTOR(S) SCAI 4 NOT USED OUTER 1/3OF SPAN ONLY I BTM. — PLATE NOTCH DEPTH 1/4*D HOLE EDGE >5/8 —HOLE DIAMETER < 2/5*D SGL. STUD EDGE >5/8" —HOLE DIAMETER < 3/5*D DBL. STUD STUD NOTCHING AND BORING LIMITS 8 SCALE 1 1/2"=1'-0" ENGINEERED WOOD TRUSSE PLYWOOD SHEATHING, SEE @ 24;' 0/C, SUBMIT SHOP "ROORWALL/FLOOR DRAWINGS FOR REVIEW SHEATHING ANDAPPROVAL FASTENER SCHEDULE" (1) SIMPSON HETA16 TRUSS ANCHOR WITH NOTE: A PT SYP #2 2" x 4", (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 P O/C TO FACILITATE ONE EMBEDMENT. USED IN q. ADDITIONAL PLY MAX. TO CONJUNCTION WITH ACCOMMODATE GIRDER HEAVY UPLIFT TIEDOWN REQUIREMENTS. CONNECTOR A-(1) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN WITH (4) e" x 5" TITEN HD TO CMU AND (12) SOS " 4" x 2 Z' TO GIRDER B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH (2) 12" x 5" TITEN HD TO CMU AND (18) SDS 4" x 1 x2,;2x WOOD FASCIA 3" TO GIRDER SEE. ARCHITECTURAL C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH 2x SECURED W/ (3)16d (2)i' x 5"TITEN HD TO CMU AND (18) SOS 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 A.4I LOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B A<LOWABLE UPLIFT = 4725LBS (2 PLY MIN.) C ALLOWABLE UPLIFT= 8885 LBS (2 PLY MIN.) PICAL ROOF 2a 2b 2c IRDER CONNECTOR(S) SCALE:3/4"=1'-O" (Dlio_i USED G NOT USED . vim... ., .q. 6'-0" MAX (W/lX4) OR 10'-0" MAX (W/2X4) c # 1100 UPLIFT SIMPSON — HTSM20 W/10 1 Od TO TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS TO CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON OPPOSITE FACES OF BLOCK WALL W/10 10d TO TRUSS AND (4) 1/4" 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 J J SCALE:3/4'=l'-O" (2) 2X4 No.2 SYP DIAG. — BRACE W/ (3)12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) U-0" TO 30'-0" (1) "X" BRACE 30'-l" TO 60'-0 (3) "X" BRACE (1) "X" BRACE @ CENTER (2) "X" BRACE DIVIDED EQUALLY FROM CENTER TO END. 2x WOOD FASCIA, SEE ARCHITECTURAL 1x4 DIAGONAL PRE-ENG GABLE TRUSS BTM. CHORD BRACING, SEE STIFFBACK (AS PER PLAN FOR LOCATION TRUSS ENG) MAY NOT BE REQUIRED BTM. CHORD OF WOOD ROOF TRUSSES SEE SCHEDULE FOR BOND BEAM REQ. 1x4 BTM. CHORD BRACING 6-0" 0/C —,—END WALL OR OTHER MAX., OR 2X4 BTM. Ci IORD BRACING ' END TYPE CONDITION, IF 10'-0".O/C MAXSECURED W/ (2) 10d DEPICTED SEE PLAN COMMON NAILS: AT EACH CHORD INTERSECTION TYP. G BTM.. CHORD BRACING 6 SCALE: 3/4„=1'-0" 10 NOT USED 2x4 BLOCKING BETWEEN TRUSSES WHERE X-BRACING IS PRESENT AT 4'-0" O.C. (AT SHEATHING SEAMS) SECURE 2x8 PT. PLATE TO BLK W/ 1/2" DIA ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX —CONT. 2x4 SECURED W/ (2) 1 Od's @ EACH TRUSS TO BE INSTALLED @ 1U-0" O.C. MAX. BLOCK WALL W/ GABLE END PRE-ENG'D TRUSS S(,;ALt: 3l4" 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 H1OA 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. 11 ALTERNATE MATERIALS SCALE: 3/4"=1'-0" Reviewed for Cf" Universal L _.. Sue;. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802L3591 www.abdesigngroup.com AA #: 000325' F W 0 U W 0 0. 4 F A E-; `°3UBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #80 ROJECT* 4321.200 080R1 S ODET : 4EBB 11 11 1828— CALI ? �:�'ARAGE SWING- s a „ LEFT 4 F .PAGE: wt DETAILS A rs In 160 MPH EXP. C ARCHfTECT1 STATE OF FLORIDA v M ` AUG 19 =2' 20 I I MrMAEL C. ANDERSON s, AR NO 17305 f PRINT DATE: 08/15/20 _ SCALE: 1/4"=1r-0" 's sf SHEET S3.1Ay PRE-ENG GABLE TRUSS 2x4 BLOCKING BETWEEN TRUSSES AT FIRST TWO BAYS 4'-0" O.C. (AT SHEATHING SEAMS) (BLOCKING NOT SHOWN FOR CLARITY) 2X4 DIAGONAL BTM. CHORD BRACING_ SEE PLAN FOR LOCATION SECURE 2x6 PT. PLATE TO BLK- W/ 1/2" DIA. ANCHOR BOLT W/ 2" WASHER SET IN HIGH STRENGTH EPDXY 6" MIN. EMBED. AT 32" OC MAX. SECURE GABLE TO 2x8 P.T. PLATE W/ 12d's 8" O.C. MAX rol PRE-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN CONC.POURED LINTEL COURSE CONT. 2x4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10'-D" O_C_ MAX. GABLE END BRACING W/ PRE-ENG GABLE TRUSS @ CMU WALL SCALE: 3/4"=T-U' ® Reviewed for cod. c«m Iw�e Universal En�neenrlp Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W y 0 O U raq O E 4 D3 W 4 F A E4 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT# 4321.200 080R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHfTECT- STATE OF FLORIDA 19 2020 MICHAEL C. ANDERSON AR NO 17305 rresar s DATE: 08 15 20 SCALE: 1 /4"=1' — 0" S MET S3. I 2x4 BLOCKING BETWEEN TRUSSES (2) 2X4 No.2 SYP DIAG. WHERE X-BRACING IS PRESENT AT BRACE W/ (3) 12d @ EA. 4-0' O.C. (TT C C T IPI CCAN4C1 TRUSS (DIAG_ BRACE TO COVER 5 TRUSSES) 0'-0" TO 30'-0" (1) X' BRACE 30'-l" TO 60'-0 (3) "X" BRACE PRE-ENG GABLE TRUSS (1) "X" BRACE @ CENTER (2) "X" BRACE DIVIDED EQUALLY STIFFBACKATALL FROM CENTER TO END. UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG) PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. 1 x2, 2x WOOD FASCIA SEE ARCHITECTURAL 2x SECURED W/ (3) 16d /ENG GALV. COMMON NAILS. TRU lx2 SECURED W/ 10d SUB GALV. COMMON NAILS FOR .._.._.. i UN 1. cA4 nr i nUIN 12" O/C AND APPROVAL SECURED W/ (2) 12d's @ MASONRY BOND BEAM EACH TRUSS SEE SCHEDULE GABLE END PRE-ENG'D TRUSS A W/ HIP RETURN SCALE: 3/4"=1'-0" SIDE VIEW VTCR SPACING (1) AT EAI ANn R'-n" n. PRE-ENGINEERED VALLEY TRUSS CONNECTION SCALE' N.-I.S. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 F W y W U W 0 F 4 CD7 rn W 4 C�. A SVSDIP. 8a LOT: CREEKSIDE PHASE 2 LOT #80 PROJECT* 4321.200 080R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA AUG 19 2020 WCHAEL C. ANDERSON AR NO 17305mmommmmmew J PRINT I DATE: 08 15 20 SCALE: 1/4"=1' — 0" SHEET S3.IC i GABLE - END HIP ROOF ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-10 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49.48) ZONE 3 = 6716 PSF (77.16) "A"= 4'-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: "C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT+- OAS ROOF DIAPHRAGM FOR ASPHALT SHINGLE ROOF, USE MIN 7/16" O.S.B. OR 112" CDX EXT. PLYWOOD. FOR CEMENTITIOUS TILE AND METAL ROOFING. USE MIN. 518 CDX EXT. PLYWOOD, NTH 8d RING SHANK GUN NAILS AT 4" O.C. AT SUPPORTED PANEL EDGES AND 8d RING SHANK GUN NAILS AT 6" O.C. AT INTERMEDIATE SUPPORTS SEE DETAIL. ROOF SHEATHING TO GABLE END FRAME USE 8d GUN NAILS @ 4' O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN W OF GABLE END GENE NOTES:. ALL AGGREGATE USED. IN CONCRETE SHALL CONFORM TO ASTM C33, MAXIMUM AGGREGATE SIZE SHALL BE 3/4". STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: PROV6% IDE AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER "A" ARCHITECT/ RAIL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT NON -BEARING WOOD WALLS TOP PLATES &STUDS CAN BE SPF. ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ALL EXPOSED EDGES OF CONCRETE ARE TO BE CHAMFERED 3/4" ON STRUCRAL DRAWINGS. APPLICABLE BUILDING CODESTANDARDS: FBC-R 2017, 6th EDITION . ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS. BLOCKING, T . ACI 318-14, BUILDING CODE REQUIREMENTS CRIPPLERS, SILLS, ETC., SHALL BE SOUTHERN PINE NO. 2 OR BETTER. Fb = 1100 PSI AND A MODULUS OF UNDER ALL SLABS -ON -GROUND WHERE INDICATED ON T NUOUS P PROVIDE 6-MIL CON POLYETHYLENE VAPOR BARRIER MEMBRANEI 0 ELASTICITY =1,400,000 PSI. ALL WOOD IN CONTACT WITH CONCRETE FOR STRUCTURAL CONCRETE ACI 530-13/ASCE 5-13AISI SPECIFICATION FOR THE DESIGN OF1•E OR CONCRETE BLOCK SHALL BE SEAMS LAPPED 6INCHES AND SEALED WITH ADHESIVE TAPE. ..COLD -FORMED STEEL STRUCTURAL MEMBERS 2011, ASCE 7-10 AND AISC SPECIFICATIONS DRAWINGS. PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED. WOOD ,FOR NON-STRUCTURAL USES SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM. CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THAN %" OF HEARTWOOD, MINIMUM NAILING PER FBCR 2017, 6th EDITION. SEE NAILING SCHEDULE ON PLANS. PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER SYP#2 UNTREATED WOOD SHALL: NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. WOOD TRUSSES: TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA..TRUSS DESIGNS SHALE BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL MEETING THE REQUIREMENTS OF ASTM A446, GRADE A,AND SHALL BE HOT -DIPPED GALVANIZED.' DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "TPI/WTCA BCSI 1" COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED WOOD TRUSSES. TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI A58.1-1982. HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL.. ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE. TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LAYOUT, SPANS & ALL TRUSSI HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA LICENSED PROFESSIONAL ENGINEER. THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS PROVIDED BY THE TRUSS ENGINEER. THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-10 COMPONENT AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS - ROOF/ WALL/ FLOOR WRITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION TO CONSOLIDATE GROUT. SHEATHING FOUNDATION/ SITE PREPARATION: TYPE "M" OR "S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE FOOTINGS WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2;000 psf, FOOTING PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICAL MORTAR JOINTS FASTENER SCHEDULE EXCAVATIONS AND SLABSUB-GRADESHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO MODIFIED PROCTOR MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D-1557 TREAT ALL .CELLS TO BE FILLED. SOIL F 'R TERMITE PROTECTION FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND/OR VERTICAL THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT GEO-TECHNICAL ENGINEER TO VERIFY REINFORCING: NAIL SCHEDULE SUCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS LOCATIONS FAILING TO MEET THE SIZE TYPE MIN. LENGTH MIN. DIA. SHANK TENSILE STIR. SHANK 8d RING SHANK; 2 1/2" 0.120" 170XO RING (16-20 RINGS SCREW SHANK PER INCH) 8d SCREW SHANK 2 1/2" 0.120" PNEUMATIC SCREW -NAILS 1. NAIL SIZE PER ASTM F1664 TOP CORD BLOCKING AT 4' 2. INTERNATIONAL STAPE, NAIL & TOOL O.C. MAX. IN FIRST 2 FRAMING ASSOCIATION (ISANTA) ESR-1539 SPACES AT EACH END. RAFTER OR TRUSS ROOF 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 OR7/16"ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES @ J CIO Q - Z Z Z) C7 O - w T , Y z Q U) Z — . U O Z z a Zo +J z 0 `. e v 2 0 Q Z U) w Z 0 � 0 () W Y3U =U d 0 d' Z 00 J Q Y ? Q W w _ Of 0 w U)w JJ 0 J ~ 0 n2 0 W Z 0- ALL DETAILS AND SECTIONS SHOW ON. THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, - EXCEPT WHERE .A DIFFERENT DETAIL IS SHOWN. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE .ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. ITIS.THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION, THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPO RAR BRACING, GUYS OR TIE -DOWNS. SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION THE CONTRACTOR L Q REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS. DO NOT SC ��IIj LE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. DESIGN LOADS: ROOF: LIVE LOAD FLOOR: LIVE LOAD 40 psf 20 psf TOP CHORD -non-concurrent 10 psf BTM. CHORD -non-concurrent - DEAD LOAD DEAD LOAD 16 pef TOP CHORD 20 psf TOP CHORD (7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETE) 10 psf BTM CHORD 5 psf BTM CHORD DEAD LOAD TO RESIST WIND UPLIFT: 1 Opsf BALCONY LIVE LOAD 60 PSI STAIRS LIVE LOAD 40 psf WIND: DEAD LOAD SPEED =1 60 MPH 3- SECOND GUST (ASCE 7-10 (FBC R2017) EXPOSURE C, RISK CATEGORY II) LIVE LOADS UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC NTH LIMITED STORAGE: Opsf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) AND DECKS 40psf, GUARDS AND HANDRAILS: 200psf,GUARD IN -FILL. COMPONENTS: 50psf, PASSENGER: VEHICLE GARAGES. 50psf; ROOMS OTHER THAN SLEEPING ROOM: 40psf, SLEEPING ROOMS: 30psf, STAIRS: 40psf SHOP DRAWING REVIEW: SHOP DRA INGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT OF THE CO TRACT DOCUMENTS ONLY:. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS., ETC. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT ED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM DRAWINGS SUBMIT -FED WITH U 0 OF REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED WITHOUT THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED UNLESS OTHERWISE SPECIFIED IN FORM WORK: FORM -WORK, SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS, AND FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN: ACCORDANCE WITH ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. EXCLUSIONS FROM THESE PLANS: WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRUCTURAL, DEPENDING ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE BY OTHERS. WELDED WIRE MESH; D WIRE MESH SH LL BE ASTM Al85, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE ACI TYPIL'AL�E-FAILS MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FOR SLABS SHALL BE SUPPORTED WITH 2" CHAIRS SPACED T-O" OC, EACH WAY, REINFORCING STEEL: REBAR SHALL BE ASTM A61.5 GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM A615 GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED IN ACCORDANCE W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS, CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S REVIEW." TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" #5 BAR - 30" #7 BAR - 42" PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, LAPPED AND TIED TO EACH BEAM REBAR, SEE DETAILS FOR ADDITIONAL INFORMATION. ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOOTING, THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM WITH MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE WALL RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS. DOWEL INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS WITHOUT THE APPROVAL OF THE ENGINEER. �bNRY: MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM. WITH ALL REQUIREMENTS OF THE "SPECIFICATION MASONRY STRUCTURES" (ACI 5301 ASCE 5TFMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AS PUBLISHED BY THE MASONRY STANDARDS JOINT COMMITTEE. ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE I'm = 1500 PSI. BLOCK SHALL BE PLACED USING RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476, AND SHALL PROVIDE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE AMIAXIMUM 3/8" E E GEO-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED AT THE LAP VERTICAL REBAR6 XBAR 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 ST13VCTURAL.STEEL: BE MADE BY THE GEO-TECH. ENGINEER. - - THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE CONCRETE: SPECIFICATIONS FOR THE DESIGN,. FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL SHALL BE ASTM CONCRETE HALLACHIEVEMINIMUM28DAYCOMPRESSIVESTRENGTHSASFOLLOWS: jS A36, Fy = 36 ksi FOR ANGLES, PLATES, AND VLLSHAPES. STRUCTURAL TUBING SHALL BE ASTM A-500, GRADES, Fy = 46 ksi. STRUCTURAL: PIPE SHALL BE ASTM-53, GRADE B, TYPE E ORS, Fy = 35Rsi. TUBE AND PIPE 2,500 SI:REGULAR WEIGHT FOR. FOOTINGS, AND SLAB -ON -GRADE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. 3,000 SI REGULAR WEIGHT FOR BEAMS, COLUMNS; AND 5- STRUCTURAL TERRACE SLAB. - ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO CONTRACTOR SHALLSUBMIT PROPOSED. MIX DESIGNS, WITH HI OTHER BOLTS SHALL BE ASTMA325-N BOLTS WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL' CONCRETE P I CEMENT. CONCRETE SLUMP SHALL NOT EXCEED T +/- PRIOR TO THE ADDITION OF PLASTICIZER. BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. CONCRETESHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 301 AND ASTM C-94 OR MEASURING, MIXING, TRANSPORTING, ETC ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL.J-BOLTS ARE TO BE STEEL. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS - ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. If FOR ANY REASON THERE IS A DELAY IN SUCHTHAT BATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED. IT SHALL BE THE RESPONSIBILI Y OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NON COMPLIANCE WITH THE ABOVE. - U ? F REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS. A. 3' FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR C NCRETE EXPOSEDTOEARTH AND/ORWEATHER: In 1-1/l1" FOR #5 AND SMALLER 2" FOR #6 AND LARGER' C. FOR C NCRETE NOT EXPOSED TO WEATHER BUILDING LENGTH D 3/4' F�R SLABS, WALLS AND JOISTS 1-112" OR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING CBd RING SHANK GUN NAILS 6" O.C. IN FIELD I U br J I KUU I UKAL toKAUtJ 8d RING SHANK GUN NAILS @ 12" O.C. IN FIELD or 8d x 2 1/2" SCREW SHANK PNEUMATIC SCREW -NAILS @ 12"0:N FIELD J\ FASTENER SCHEDULE WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS 1x2 PT. FURRING TO CASE HARDENED COIL O/C GARAGE DOOR BUCK 114" DIA. TAPCON MASONRY 1 1/2 EMBED 4" .END DIST, MASONRYICONC. NAIL 1 1/2' LONG. 81, TO MASONRY/CONC. NO WASHER FASTENER 8„ O/C 11/2 EDGE DIST, SSE, AL. EXT. DOORS CASE. HARDENED COIL 9" O/C WINDOW/DOOR/ FASTENED GARAGE DOOR BUCK 1/2" DIA. W! EXPANSION BOLT 4 EMBED.; 4" END DIST., 1z PT, SEE NOTE 6 NAIL 1 1/2" LONG STAGGERED INTO MASONRY/GONG TO MASONRYICONC. WASHER 24" O/C 3" EDGE DIST.. WINDOW BUCK CASE HARDENED COIL 9"O/C WINDOW/DOOR/ FASTENED METAL STRAP TO .CONTACT THIS ENGINEER FOR SPACING ix PT. SEE NOTE NAIL 1112"LONG . STAGGERED INTO MASONRY/CONC, MASONRY I CONG REQUIREMENTS EXT. SWING DOOR (2) 3/16"DIA "TAPCON' 1 112" EMBED; 8" END, NON -BEARING WOOD 1P2" EXPANSION 4" EMBED. 4' END BUCK 2x PT, SEE NOTE 6 NO WASHER FASTNER iB" O/C DIST, 1 1/2" EDGE DIST WALL TO CONC. SLAB WI WASHER BOLT 24" O/C DIST, Y EDGE DIST. 2x PT WINDOW BUCK n.138" PAF x 2118" 9" O/C 4" END. DIST, 1 112" PT TO STEEL COL.. SEE W/ WASHER STAGGERED EDGE DIST. NOTE6 NOTES 1. STAPLES SHALL NOT BE USED FOR ANY STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND /OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BE HILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIED HEREIN 5. FASTENER SPACING FOR THE BUCKS SHALL BET HE 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 ARE NAILED AND 2x MEMBERS ARE SECURED WI TAPCONS OR PAF TO THE SUBSTRATE. -. ® Reviewed for Cod// Compliance Universal Engineerlryj Scienaea ® I 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEi9CH, FLORIDA 32937 PH: 321-802-35911 www: abdesigngroup.com' AA #: 0003325' F rn W U W O F 4 V W O F q E-4 I I CREEKSIDE PHASE 2 LOT #80 3� rs PROJECT# 4321.200 080R1 MODEL 4EBB "1828-CALI" GARAGE SWING. LEFT PAGE: o I .F` I 1 q Q (% 1=2 1'. 160 MPH EXP. C ` ARCHITECT STATE OF FLORIDA I, AUG 19 2020 j. MICHAEL C. ANDERSON AR NO 17305 PRTN 0$ 15 20 DATE: SCAIM: 1/4"=1' — 0" SHEET S�TI JL �1 I TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS l r{ Planning & Development Services Department Building & Regulations Division Product Review Affidavit PC# or Miami -Dade FLORIDAPRODUCT REVISION EXPI RATION Prod'.uct .Model # Manufacturer Glass Description Methtid ofAttachment' 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"a/c max. @head and jamb; FL5891.2 R6 12/31/2021 Swing door Smooth Star Therma-Tru N/A Min. embedment of all anchors to be 1 1/4" (+36) / (-47) (+67) J (-67) Type 1; 3/16" or 1/4" ELCO Ultracon anchor 6" max. from corners, 113/4" oJc atjamb, 16" @ head. 1 1/4"'embedment. Type II: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 7 1/4" %atiamb, 101/4" @ head 1 1/4" embedment. Two additional tapcons midspan and one at lower frame required vertically each side. FL16103.1 R14 2/28/2021 SH Window Ply Gem 1500 Ply Gem Non Impact Install per manufacturers recommended requirements. (+38) / (48) (+50) ( (-50) Type 1: 3/16" or 1/4" ELCO Ultracon anchor 6" max. from corners, 14" o/cat jamb,10" @ head, 1 1/4" embedment. Type II: 3/16" or 1/4" ITW concrete tapcon anchor. 6" max. from corners, 8 1/2" a/c atjamb, 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 PIV Gem: :Non Impact side Install per manufacturers. recommended requirements., N/A N/A Type 1: 3/16" or 1/4' ELCO Ultracon anchor 6' max. from corners, 14" o/catjamb, 16"` @ head / sill. 1 1/4" embedment. Type If: 3/16" or 1/4 1TW concrete tapcon anchor. 6" max. from comers, 81/2"o/c at jamb; 101/2" @ head J sill, 1 1/4' embedment Five additional tapcons top and bottom required horitonLally,two midspan vertically FL16104.2- R5 11/30/2022 Fixed Window Ply Gem 1500- Ply Gem Non Impact- each side Install per manufacturers recommended requlremenis.. (+38)' /(49) :(+55) / (55) 1/4" concrete tapcon anchor. 21/2" minimum edge distance; 6" max o/c from corners Builders Series 4780 w/ t and 203/4' max o/c elsewhere top, vertically and bottom. 2 1/2" min embedment. FL1463e11 R4 12/33/2Q22 Sliding Glass Door Ply Gern. Non Impart (+33) /(-41) (+50) / (50) Sill Riser 1/4' concrete screw 6' edgeoi�stance @ head, 4" edge distance @ jamb, 4" each side of transom centedine 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) J'( 47) (+47) J (-47) door with transom Double Garage 3/8" x 2-3/4" HiIL sleeve anchors,6"from ends 22" 4/C FL16107.3 R11 12/31/2020' 16.20 73 W6 Clopay N/A (+29 }/ (35) (+36) / (-42) Door Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with a L least 3/8" dial. heads; long enough to penet. •te through plywood or 3/4" into boards. Use 4 na [is 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 straightsothat nail head is flush with, but not cutting (+36) / (-47) N/A into shingle surface.. Miami -Dade approved corrosion risfstanttin caps and 12 ga. 1-1/4" annular ring, FL15216,1- R7 12/31/2020 Underlayment Rhino U 20 Intenueb N/A shank nails spaced 6"O.C. at all laps and three staggard rows fastened 12" O.C. in the N/A field. Position Vent Flange beneath loosened shingles aligned w/ deck opening. Apply ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastc to the underside of the vent flange at both the inside and outside perimeter and tocorrtinuously surround and seal the flange. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with galvanized at stainless steel roofing nails having a min 12 ga shank, min 318" diameter head and sufficient length to penetrate through the sheathing (ring shank nails shall be used in the HVHZ) Nails shall be located 1' from Lhe edge Of the flange and 8 "O.C. along all FL16919-3 R2 9/9/2026 Off Ridge Vent OFF -RIDGE VENT WITH TAMCO N/A foursides of the venL. All exposed fasteners shall besealedwith roaring N/A N/A; RAFFLE cement/mastic. all loosened shingles shah be adheared down with roof cement/mastic. Referto and follow ALL Manufacturers installation instructions. AOR is not responsible for Errors, Ornssions or interpritat ons of this. Installation Method. Apply Roofing Sealant on all seams inside the Roof Collar. Apply Roofing Sealant, along all (4) sidesofthe bottom of the Vent Flashing'. Install in location under shingles to roof deck. Fasten Base Flang to 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 nominal 5" apart and 1" from edge Fasten Top and Bottom using (3) nails spaced nominal 5" apart and 1' from edge for a total of 22 FL3792.4 R12'. 2/16/2021. Roof Vent 770 O Lomanaco N/A nails. Seal all seams and nail heads and loose shingles. Refer to and follow ALL N/A N/A. (alternate) Manufacturers installation instructions. AOR is not responsible for Errors, Omssions orinterpntations of this Installation Method. AOR is not responsible for Errors, Omssions or misinterpretations of this Installation Method. FL24161.1 NONE 12/31/2020 Soffit Variform Soffits PlyGem N/A FL24161:1 (+31 6) /`( 38.8) (+77.0)/(-73i6) 1/4" x 20 stainless steel or ELCO Panelmate with minimum embedment @' 13/4"' iri Hurricane Panels Hurricane Storm : concrete / masonry, 21/2" min edge distance, 12" o% max. spacing. Can be headed FL36293.1 R2 12/31/2020 Less than 6' span 24 GAGE panel MFG. N/A screw oral] thread but with wing nuts. N/A + or 20 p.s.f. 1/4" x20 stainless steel orELCO Panelmate with minimum embedment @ 1 3/4" in Hurricane Panels Hurricane Storm concrete / masonry, 2 1/2" min, edge distance, 12" o/c max spacing. Can be headed FL16293s1 R2' 12J31/2020 6' span or more 24 GAGE panel MFG. N/A screw orall thread but with win nuts. g N/A +or - 20p.s:f. Install permanufacturcrsrecommended requirements. Fla" +edfwCO& Comb FL17147.1 R4 6/27/2021 Zip System Wall Sheathing Huber N/A V.Munrversw N/A N/A Shoathing Sasn� 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 a 2r! N W � Q o -4 E Q 0 A L) E4 0 F ap 0 r: ti ST LUCIK COUNTY MASTER PA PROJECT# MODEL• EXPRESS, iy Yl SHINGLE GARAGE SKIING: ; PAGE: _-... 60 MP ARCHFTECT. STATE OF FLORIDA LM AUG 19 2020 ICHAEL C. ANDERSON AR NO 17305 FrcArn 08.18.20: 1/4"=1'- 0" SHEET PQ 1 1.I CONTROL PATE05.1510