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HomeMy WebLinkAboutBuilding Plans99 1., '' 0 a , I -I r -1 "1 -1 F- -Is 99 0 28 z L _4 A j -.4 �__ __4 3 �i3 C A-A-11--i .7 .✓.x .. .a e. vS..xY.Ja .. .... ..w' _. ,.� I E, PALM BAY, 1=L ::"qn F _ � (321) 732���7092 Fax= (321) 733----� g-3h �_� �. STATE OF FLORIDA DESIGN CRITERIA: CERTIFIED BUILDING CONTRACTOR: -IwRmA BmING CODE, RESIDENTIAL, r�T 'r1'II IDI'I��ai, �i0, -ALL LOCAL AND STATE CODES '[� DR. HOR1 ON HOMES IAL -CONSTRUCTION TYPE - VB 1430 CULVER DRIVE NE' -MIN. INTERIOR FINISH - CLASS B PALM BAY, FL 329�7 -BASIC WIND SPEED - Vult=160 MPH Vasd=124 MPH TEL: (321) 733-7092 -EXPOSURE i - C -1-STORY RESIDENCE - FAX: (321) 733-7972 -2-STORY RESIDENCE - MAX. HEIGHT AS PER LOCAL AND STATE CODES /'1 w'�' /7 ICI STATE OF FLORIDA y,,PT-. LALC. ►J - 4 PROFESSIONAL ARCHITECT: C MICHAEL C. ANDERSON `' LIVING 1828 SQ. FT. [I, GARAGE 430 SQ. FT. /♦t R NO • 1.7305 I,., ENTRY 16 SQ. FT. AR l� i, LANAI ENTRY tl 60. FT. TOTAL 2362 SQ. FT... A.B. DESIGN GROUP, LLC 2194 HWY AIA SUITE 301 r A/C VOLUME I5'120.S CU. FT. INDIAN HARBOUR BEACH FL 32937 Tel: 321 802-3591 I! ( ) ABV. A/C. ADJ. ALT. AMP. CL CAB CLG. CI.R- CONC. CPT.CARPET C.T.CERAMIC D DBL. D.G.DUAL DIA DIM DISP DP DR DS DTL D W TA. ELEV - EQ EXH. EXT. T'.G'FX F.G. FIN FLR FLUOR FR.DR. FTG. GA GAR.DISP: ABBREVIATIONS ABOVE LAV AIR CONDITIONING LUM ADJUSTABLE M C ALTERNATE MFR. - AMPERAGE MIN. CENTERLINE MTD. CEILING MT CEILING N.T.S: CLEAR O.C. CONCRETE PL P.B. TILE PH. DRYER PLT. DOUBLE PLYWD. GLAZED PR. DIAMETER P.T. DIMENSION R. DlsposAL RAD. DEEP R.A.G. DOOR REF. DOWNSPOUT RM. DETAIL R.O. DISHWASHER S.C. EACH S.D. ELEVATION S.H. EQUAL sxr. EXHAUST SHTHG. EXTERIOR SHWR. FIXED. GLASS SIM. FUEL GAS SL. FINISH SL. GL FLOOR STD. FLUORESCENT SWS FRENCH DOOR FOOTING `. TEMP. GAUGE THK. GARBAGE DISPOSAL T.O.C. LAVATORY LUMINOUS MEDICINE CABINET MANUFACTURER MTALTHRESHOLDBD. MOUNTED METAL NOT TOSCALE ON CENTER PROPERTY LINE PUSH BUTTON PHONE PLATE PLYWOOD PAIR PRESSURE TREATED RISER RADIUS RETURN AIR GRILL REFRIGERATOR ROOM ROUGH OPENING SOLID CORE EXT DR SMOKE DETECTOR SINGLE HUNG SHEET SHEATHING SHOWER SIMILAR SLIDING SLIDING GLASS STANDARD SHEAR WALL SECTION TEMPERED GLASS THICK. TOP OF CURB DATE �I/Z%n8 01En5nf Olnbne m2r�lna 03126n8 E 04/19/I8 06/21/16 '. 02/19/19 02/22/19 03/28/19 04n4/19 04nan9 06n2/19 06/21/19 I 01/19n9 '. ®9/11/19 I� 10/25/19 01/01/20 04/01/20 04/00 9/2 0/00 REVISIONS DESCRIPTION Gp S ISSUED 2011 FEC UPDATE Cp'S RE -ISSUED SIDING ELEVATIONS appEp CD�S RE-1SSUED FOOTING REVISION PER M. BOIU:S ` CD'S RE -ISSUED ADDED CURBLESS FOOTER AT GARAGE DETAIL (FORT MYERS) PLAN MAINTENANCE 'REVISED LINTEL SIZE AT FRONT ENTRY DOOR', ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON 0 REVISED HVAC VOLUMES ON SOFT CALL SCHEDULE (MEL6.) � i _ ADDED 'EXTERIOR MONO DEEP FOOTER' DETAIL 12/S1.IA (ORL) — ADDED LED LIGHTS a KITCHEN 4'$ATH.PER MAW BOWES -_ ADDED STONE OPTION ELEVATION C 4 D (TAMPA) ELEVATION 'G' SIDING -ADDED BL LOUVER a GAME ROOF ADDED OPT. 8'-0' CEILING HEIGHTS -.-. REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS REVISE ENKAVENT RADON PLAN DIMENSIONS "- OFT. 8'-0' CLG.1-KsT: ADDED LED LIGHT IN FOYER OPT 8'-0' CLCs HGT ELEVATION'C'- REVISED HEIGHT OF ARCHWAY DRAWING / CONTRACT DOCUMENT REVIEW BY BUILDER THE BUILDER ASSUMES ALL LIABILITY FOR INTI RPRETATION OF THE CONTRACT DOCUMENTS. IF I, `Y ASPECT OF THE CONSTRUCTION (AS DES +,,IUED IN THIS DRAWING SET) ARE UNCLEAR AND IN ��.0 OF FURTHER DETAILING OR EXPLANATION IN ORD . !x TO BUILD THIS PROJECT' BASED ON THIS DRA.e LNG SET, THE CORRECT PROCEDURE IS FOR THE BUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST FOR INFORMATION) TO THE ARCHITECT OR ENGINEER FOR CLAI:IF'IC 4TION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO RESPONSIBILITY FOR INTERPRETATIONS OF CONSTRUCTION BY THE BUILDER WHEN NO RFI's HAVE BEEN GENERATED FOR UNCLEAR ASPECTS OF THE CONSTRUCTION BASED ON THE DRAWING SET. G.F.I.GROUND FAULT CIRCUIT T.O.P. TOP OF PLATE INTERRUPTER T.O.S. - TOP OF SLAB q OW06/20 ADDED ELEVATIONS V 4 'M' (ORL) GL. GLASS TYP. TYPICAL ---. GYP. BD: GYPSUM BOARD U.N.O. UNLESS NOM,, 01/15/2® ADDED ELEVATIONS rMG'-'MH'-'MS' (ORL) H.B. HOSE BIB OTHERWISE ? ---._- H.C. HOLLOW CORE V.P. VAPOR PROOF 01/01/21 2020 FBC UPDATE `HDR. HEADER W. WASHER HGT. OR HT HEIGHT W/ WITH INSUL.. INSULATION WD. WOOD INT. INTERIOR WDW. WINDOW `$ -- W'H WATER HEATER 1 W.I. WROUGHT IRON 2t,I)k ilop "! f{ J i r'tj .,. ... INDEX OF DRAVITINGS ARCHITECTURAL SHEET # DESCRIPTION � 1-" PG Cl-COVER SHEET PG GN- GENERAL NOTES = PG AI -FLOOR PLAN PG A2D-ELEVATION "D" —' PG El -ELECTRICAL PLAN -- PG Pl-PLUMBING PLAN _ r PG Mi-MECHANICAL PLAN PG DI -DETAILS PG D2-DETAILS — PG WAl-WALL ASSEMBLY DETAILS PG WA2-WALL ASSEMBLY DETAILS Ba PG WA3-WALL ASSEMBLY DETAILS PG WA4-NOT USED PG WA5=NOT USED _ . PG WA6-WALL ASSEMBLY DETAILS STRUCTURAL SHEET # PG Sl-FOUNDATION PLAN PG S1.1A-DETAILS PG 51.2-DOWEL PLAN PG S12A-DETAILS PG S2-LIFT BEAM PLAN AND NOTES PG S2.1A--DETAILS PG S2.2A-SAFE LOAD TABLES PG "93-FRAMING PLAN PG SS,lA-DETAILS PG S3.1B--DETAILS PG S3.1C-DETAILS PG SNI-DETAILS DESCRIPTION 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 gym. i tk ij it 3 r, rn i I is �' DIV. & LOT. CREEKSIDE PHASE 2 LOT #10'7 ]PROJECT# 04321.201 107R1 MODEL• 4EBB "1828-CALI" GARAGE SVPING: LEFT RAGE: qR ,COVER � SHEET 160 MPH EXP. C mmo; iU C-I II F—c-F STAT-E e0F" FLORIDA J F B-72 321 M CHAEL C. ANDERSON AR NO 17305 J RI1��T 02 19 21 SATE: I SCAT :1/4"=1'-0"' SHEET CI GENERAL NOTES 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL (FBCR) 7th EDITION, (2020). ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER FBCR 7TH EDITION (2020) 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 B THE INSTALLATION OF STRUCTURAL PANELS OR IMPACT -RESISTANT GLASS. THESE OPENING PROTECTIONS HALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH FBCR 2020 CHAPTER 3, SECTION R301.2.1.2. 3. DO NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. 4. THE CONTRACTOR SHALL BRING ERRORS AND OMISSIONS WHICH MAY OCCUR IN CONTRACT DOCUMENTS TO THE ATTENTION OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR FABRICATION OF THE WORK. 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNIQUES, OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRED CODES. 6, THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENGINEER. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. GARAGES AND CARPORTS 1. GARAGE DOOR A. ENGINEERED FOR MIN, WIND LOAD, LISTED ON COVER SHEET B. DETAIL TO.BE SUPPLIED BY GARAGE DOOR SUPPLIER C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER 2. A PERSECTION R 2..1: OPENINGS FROM A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING S 30 5 0 GS 0 G G 0 S 0 G PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 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 '/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''/vINCH GYPSUM BOARD OR EQUIVALENT. XM 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. 4. NO EXCAVATION SHALL BE MADE WHOSE DEPTH BELOW THE FOOTING IS GREATER THAN THE HORIZONTAL DISTANCE FROM THE NEAREST EDGE OF THE FOOTING. 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL. PLACE IN B" LAYERS AND COMPACT TO 95% MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE WITH ASTM D1557-2012 E1. THE BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 6. COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. 7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 8. EXCAVATIONS TO BE A MINIMUM OF 3- 0" BEYOND NEW FOOTING LINE. 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE REQUIREMENTS, 10, CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY WHICH COMPLIES WITH ALL LOCAL CODES HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND COUNTY BUILDING AND ZONING CODES. 11. SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP DRAWING. 12. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE a r APPLICATION OF THE TERMITE PROTECTIVE TREAT .ENT A CERTIFICATE T C C R ICA E C. COMPLIANCE SHALL BE ISSUED TO TH E BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." TIMBER 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED HEREIN: A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) B. NATIONAL FOREST PRODUCTS ASSOCIATION: I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION C. i SOUTHERN PINE INSPECTION BUREAU: I. STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER D. TRUSS PLATE INSTITUTE: I. NATIONAL DESIGN STANDARDS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES (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/WALUFLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1. 6. MINIMUM DIMENSION OF ANY PLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. Pl.11l®NQi 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS. 3. CONDENSATION LINES SHALL BE MINIMUM %" PVC (SCHEDULE 40), INSULATED WITH 1/2" AMAFLEX. 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTION P3005.2. 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903. 9. THE PLUMBER IS TO DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2. Ex1ERI0RUYALL COVERINW 1. ALL EXTERIOR WALL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR THE WALLS FOR COMPONENTS AND CLADDING LOADS IN ACCORDANCE WITH FBCR TABLE R301.2(2) AS MODIFIED BY FBCR TABLE R301.2(3), MANUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE EXTERIOR RNISHES 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS APPLIED OVER PAPER BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS THAN 2 COATS, 1/2" THICK; WHERE APPLIED OVER MASONRY OR CONCRETE. 2. STUCCO OR PORTLAND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926-18b, ASTM-Cl063.19a & ASTM-C1787. 3. LATH & ACCESORIES PER ASTM-C-1063-19a & 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 -19a AND R7037. FM RESISTANT CONSTRUC71ON 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 CEUM 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 OBSERMATI N CONSTRUCTION OBSERVATION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S SERVICES FOR THIS PROJECT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'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 CON FROL DATE: 12/10/20 (RM) 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUSDIV. & LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL: 4EBB "1828 -CALI" GARAGE SWING: LE FT PAGE: GENERAL NOTES 160 MPH EXP. C ARCHITECT STATE OF FLORIDA FEB222021 MICHAEL C. ANDERSON AR NO T7305 PRINT DATE: 02 19 21 SCALE: 1 /4"=1' - 01 SHEET G zM N SEISMIC SUBJECT TO DAMAGE FROM GROUND WIND DESIGN WINTER ICE BARRIER F 00 DESIGN UNDERTLAYMENT HA A S e AIR FREEZING: MEAN ANUA SNOW SPEED TOPOGRAPHIC DESIGN WEATHERING' FROST LINE TERMITE TEMP' REQUII�D' INDEX tEMP. LOAD (MPH) EFFECTS" CATAGORYr Dr NA 160 C NA INEGLIGAMILE I NA VERY HEAVY 42 NA SEE SURVEY I NA NA FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTION FBC R302.9.1 THROUGH FBC R302.SA FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE IN ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH F3C R302.10.5 391.8' 3"-4" 9'-E" ❑(2CsR55 H 5 (2)13 52-SH v — — — — — — — — — — — 0 1-0 101011 I I _ ®6068 S�sD. I a BEDROOM #1 DMI 2 RB R600 Iu I Al 8'-04 _8 �� I'-10"IC. OC 6'-6' 4'-4" 7'-5" 6'-11° _T v VV_ vlJ — — BATHE V. b36 I ®� 8'-8CLIG. w l,C. I v e I •8 s'-8 rlis _, —_--- — — — I ❑ N r SHWR PAN�V. C. I— `. .' i p — — — i OPT J W/ ENCL = >C `I 11 REM 1 -SH IR-ISH SINK b24 g 2'-8" II 3'_0" — sb36 KnV11LIlm IR-16H I ii (Lek V-81Mcm 0 5'-8" 6'-0" 2'-4 mR-c 6 _8 b36 RANGE PAN. In O_ --¢ 8'-S" CLG II u--- 0 N 3-SH BEDROOM A / LL--- .� AR_CI_I V �; DEN =-=� _ 8,_8r NG I I N I ' N� u ? V. IC' OCI 8 �N 3 _4'01 3'-6" �t 2'-8" II' 0" 4 �� c0 ?& ryI I v I 0 Lu s �R A �'I�7�1 MOWN #3 e CLGL T. WH. ryy/ � 22'x54' -1 ATTIC I 2Xa WALL L ACCESS U 61 I I WG. OND II ` 0 n -XI_I B LAV. BOLLARD qIAS BATH#2 m PER BQLDG. I I I ry8'-8' CLG _ CODE GARAGE O V. 2 -4 N ``-- CM '. FOY^M'. M 3068 w ? I BEDROOM#2 ro 36'XI2' 4i(r Q' � IM 8'-8' Cd.G. 0 0 TRAN L m e'�1TR e ' `° � I �•a Cu k (2)3052-SH❑2 16'-0'X1-O'O.HD. E— EGRESS -------------------- 0 21'-4" 41_41114'-01 3 _BI 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. COMPONENT AND CLADDNO WID LOADS BASIC WID ISIPOSIM FOR 3 SED= GUM OPEWW SQUARE ZOPE W MPH WD WI) REMCARKS AND TYPE FOOTACE MIN. WINDOW _ 10 l -, 34/-45 CRITERIA IS 33/-43 EXTERIOR SWING DR. MIN. CRITERIA' S.G.D. MIN. 41 �31/-39 CRITERIA 8010 O.H.D. 56 5 29.1/-313 SOFFIT N/A 5 31b/-38.8 BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.18 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = ll'-3" PRESSURES HAVE BEEN MODIFIED PER FBCR 7TH ED. (2020) SECTION_R301.2.1 TO MEET TESTED ALLOWABLE OR NOMINAL WIND LOAD VALUES FROM THE PRODUCT MANUFACTURER. COWROL DATE 01101/21 FLOOR PLAN SCALE: 1/4' = 1'-0' NOTE: -2-8 LOUV. DOOR W/ AIR HANDL R ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND TURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL 5E EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID ORHONEYCOMIB-CORE STEEL DOORS NOT LESS THAN 1 3/8' (35 MM) THICK, R 20-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTE FRONT DOOR FRONT ENTRY DOOR TO 5E EGRESS POINT WHE THE HOME IS SHUTTERED. - REFER TO BUCKING: DETAILS FOR BUGGING AND RO NOTES. -FRAMED WALL SEPARATION 5E+WEEN THE: UNCONDITIONED GARAGE AND CONDITIONED SPIACED SHALL. HAVE AN INSULATION R VALUE OF R-13. CEILING R VALUE TO BE R-30 I SULATION ABOVE CONDITIONED SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED 5Y THE HVAG CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW 15 DIRECTI-Y FROM THE PLAN SET. U-VALUE AND SHCG ARE INFOIRMATION PROVIDED 5Y THE MANUFACTURER AS LISTED IN TH= RESPECTIVE PRODUCT SPECIFICATIONS I✓V�11 z 11113� mom IIIIIIIIIIIIIIIIIIM ®�- X I, TOP �I PLATE ; 0 Y BAR DETAIL A a " I I N RCHDTL. LE: 1/2 = 1'-0' Reviewed for Code Compliance Universal Engineering 1B Sciences 2194 HWY A1A, SUITE301 INDIAN HARBOUR BEACH, FLORIDA 32937 .I PH:321-802-3591 www.abdesignigroup.coni AA#:0003325 I I t� Jl g R� j IN " I'Nk� a nJ I, gg am �- a \• � " E SXMDIV 8e LOT: CREEKSIDE PHASE 2 LOT #107 Ii PROJECT# 04321.201 107R1 MODEL• 4EBB , "1828—CALI" GARAGE SWING: LEFT PAGE: FLOOR PLAN 160 MPH EXP. C of STATE rc 'IFIR122202' l a ac1 EL C. ANDERSON ,R NO 17305 PRINT DATE: 02/19/21 I SCALE:1/4"=1'-0" SHEET tAl TO CONTROL JOINT (TYF°:) +/-19'-0" 5LDG. H4GT., --_ _------ FYPON LV12X24 EO EO OR EQUIVALENT a' -a" 5RCs. N4GT OPT.COACH LIGHT 12 6t 5 I w TO ONTROL JOINT (ITYi=J N SHINGLE ROOF 1� FYPON 6 5KTIIXI-I OR Ea. EQ• EQUIVALENT 1) '15 A WA --- g -8" 5RG. PGT. 6-0" BRCS. HGT. i 0 I6'X62' FYPON i44B DECORATIVE 45 q SHUTTERS OR q EQUIVALENT v I I 4' RAISED BAND (TYP. N II 0 -01' FIN. FLR. 0'-0" FIN_ FLR. EIRO w T (ELEVATION SCALE: 1/4 = 1'-0' TEXTURED FINISH NOTE: WALL FENESTRATION FLASHING AS PER F5CR '103A OFF RIDGE VENT OFF RIDCsE VENT l� 8'-8' BRCS. HG7. ----- - - - 1--- - - - 1'-0" t r 0'-0r FiN: FLR. - — - — - — - — - — - — - — - --------- LEET ELEVATION I OFF RIDGE VENT SCALE: 1/4 = 1'-0' TEXTURED FINISH OFF RIDGE VENT S'-S" 5RG. NCxT.j _ ----- - - - — - — - -------------------- --- 1-0 ■ V ' r r, ---------------------------- i RIGHT (ELEVATION SCALE: 114 = 1'-0' TEXTURED FINISH DEAF, ELEVATION. SCALE: 1/4 = 1'-0' TEXTURED FINISH -0. RG. NGT. -0" FIN. FL-R. 6-8" 5RGHGT. " FIN. FLR. V-S" 5RG. NGT. 1'-0. 48 TYP. II 01 -0' FI,I r1 j� 2. I n � I DECO. DTL. A SCALE: I/2 = 1' -0' - MODEL 1828-CALI-4EBB AREA OF ATTIC - 2450 SQ. FT: NETFREE VENTILATION AREA REQUIRED 1/ 300 REQUIRED VENTILATION AREA = 2450 /300 8,17 SQ. FT. 8.17 = 1176 SQ. IN. MIN, REQUIRED VENTILATION _ AX 1176 IN UPPER PORTION OF ATTIC - 470.4 SQ. IN - (BALANCE TO BE PROVIDED IN SOFFIT 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 VENT] LATION AREA 7SQ. IN. PERLIN'EAR FT`(net free area) LINEAR FEET OF SOFFIT REQUI RI 67.20 Reviewed for Code .Compliance Universal Engineering Sciences 2194 HWY AIA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802 3591 www.abdesigngroup.com AA #: 0003325 {'SUHDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201 107R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT 1, ja I' ELEVATION "D" ? MPH EXP. C ARCHfTECT� STATE OF FLORIDA F Ea 212_U e MICHAEL C. ANDERSON AR NO 17305 PRINT 2119 ��TE: 02 / /SCAT SHEET A 2 D ELECTRICAL LEGEND S'TTIBOL DEFINITION NOTES ��// 125V OUTLET 20 AMP 81NGI POLE IIOV OUTLET IIOV OUTLET 1/2 OF OUTLET WIRED TO SWITCH GFI IIOV OUTLET EOUIPED W/GR40 FAUL INTERUPTER (TAMPER RE816TANT TYPE) 221VV OUTLET (4) WIRE CONNECTION LAO EXT. WATERP%0Or GROUND FAULT Wl OUTLET INTERRUPTER SWITCH SWITCH 3-WAY OPER. $4 SWITCH 4-WAY OF'ER 1-0 WALL MOUNTED LIGHT CEILING LIGHT © LED CLG LIGHT ©Vim LED VAPOR PROOF LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN ® VENT. FAN I CFM PER 80. FT. VENT. FAN W/L IGHT I CFM PER S@ FT. VANITY LIGHT FIXTURE (SPECS TRIP BY BUILDER) FLUORESCENT 4ES 2-BULB WRAP ® AROUND (RECESSED) FLUORESCENT 2-5UL5 WRAP AROUND (SURFACE MNTJ i T FLUORESCENT 4' FLUOR=SCENT 4' TRACK LIGHT 0 PANEL nib METER OSMOKE S.D. DETECTOR BAIT. BACK-UP uR/ HARDWIRE WALL MOUNTED BATT. BACK-UP SD. SMOKE DETECTOR W/ HAN=[RF BATT. BACK-UP W/ CARBON MONOXIDEi SMOKE DETECTOR HARDWIRE INTER -CONNECTED COMBO SHALL BE A DISTANCE OF NOT LESS THEN 4' PROl" WALL PENDANT LIGHT NATURAL GAO fV OUTLET TELEPHONE JACK WATER I4EATER IGNITION SOURCE TO BE ELEVATED DISCONNECT A/ AIR CONDITIONING TO BE 210V U140. DISCONNECT SEE AHU ON THIS SHEET TV TELEVISION JACK CEILING BOX REQUIRED TO BE SUPPORTED IN o J-BOX ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION CEILING BOX REQUIRED TO BE SUPPORTED IN CEILING PAN/LIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION nr�na 24' INCANDESCENT LIGHT STRIP n nc n� 36' INCANDESCENT LIGHT STRIP nnnnnnnn 0 48' INCANDESCENT LIGHT 8TRP FLOOD LIGHT OPT. SECURITY KEYPAD P.B. PUSH-BUTTON FOR CHIMES Ili Use PORT • LOCATION OF TV JACKS t PHONE OUTLETS It FANS TO BE VERIFIED • HOMEOWNER PRE -CONSTRUCTION MEETING. • ALL 15 t 20 AMP BRANCH CIRCUITS TO BE ARC FAULT PROTECTED PER ELECTRICAL PROVISIONS OF PECR TTH EDITION (2020) t NEC 21012 2011 EDITION, 20 AMP DEDICATED LAUNDRY CIRCUIT. * GFI • ISLAND (NOT ON KITCHEN CIRCUIT) • DISHWASHER DISCONNECT TO BE LOCKOUT IN PANEL • BATHROOM EXHAUST FAN TO HAVE MIN. CAPACITY OF: 50 CPM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION MI5013 FBCR TTH EDITION (2020) • LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS , WIRING METHOD SHALL BE NON METALLIC CABLE PER ELECTRICAL PROVISIONS OF FBCR TTH ED (2020). • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR'ITH ED (2020). ALL LAMPS SHALL BE SELECTED BY BUILDER AND 15% OF LIGHTING MUST 15E ENERGY EFFICIENT TYPE PER F9L ENERGY CONSERVATION !RESIDENTIAL EtiR= Y EFFICIENCY) 2020 1th EDITION R4041 OF'T. '-- ---------------- eOAGH LIGHT ELECTRICAL PLAN 5CALE: 1/4' = 1'-0' WVP Panel MAIN - A PANEL: 8/16 vvp crt breaker VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp M.C.B FEEDER 3- ##1 Cu THWN & 1 96 Cu (G) in 1 1 /2" C OR 3- #2/0 AL'THWN & 1- #6 Cu (G) in l 1 /2" C. Wire I Pole I Bkr .Description Watts Circuit Circuit Watts Description Bkr 1 20 ExtenorReceptacleGFI for "FUG •1200 1 2 Space #12 2 20 Imgation Pump 1000 3 4 Space TIeW,,,6#12 5304 A/C C:UA 35 Space 7 8 CEILING MTD. LIGHT PANEL - A PANEL: 42 cit. break--r VOLTAGE: 120 / 240 V -1 Ph MAIN: 150 Amp M L.O. FEEDER 3 91 CUTHWN8'1-#5Cu(G)In11/'2'`C OR 3-#2/0ALTHWN&1-46Cu(G)In11/2"C. TO Br= INSTALLED, PROVIDE J-BOX FOR OPT. FAN Wire Pale Bkr Description—___ Watts Circuit Circuit Watts Description Bkr Pole Wire #12 1 20 Sma!I_Appliance------_,— 1E`-00 1 2.... 8000 Range 50 2.. #I& #12 1 20 Microwave / Hood GFI -- 1800 3 --t� 4 #12 1 20 Small Appliance 150o - —6 _ 3 -- 10 4500 1200 Water Heater Disposal GFI 25 20 '2 #10 #12 #12 #12 1 20 20. Refdgeratoi ----------- Dining Room Lights and Receptacles AFC( _ '1500 1600 ' 9 1 1 #12 1 20. Bath #2_, GFI Receptacles_-_ 1200 11 12 1500. Dishwasher GFI 20 1 #12 #14 1 15 Foyer/Hall Bed. #2 & #3/Bath i#2 Lights AFC( 900 13 14 5000 Dryer: GFI 30 2 #10 #14 1 1 15. imng Room,. Lanai Lights. AFC( _ — _ 900 15 16 #14 1 15 Kitchen .and Pantry Lights & Rcpts AFC1 900 17 18 1500 Washer GPI 20 1 #12 #14 1 15 SD & C/O AFCI 900 19 20. 1000 Garage Door Opener GFI 20 1 #12 #12 1 20 Laundry 1 Bed #4 / Den AFC l_ - 1200 21 - 22 1200 Garage Lights and Receptacles GFI 20 1 #12' 15 #S: 2 35 A/CAHU-I _._ __. _.. 5525 39 40 .Space._ (Heater 5 KVA at 65% Y 41 42 Space Load subject to demandfactor calculations [Brie _ 16000 27600. Load subject to demand factor calculations i Demand Factor Calculations: Total load subject to demand fartor 43600 ABBREVIATIONS:' AFCI: ARC FAULT CIRCUIT INTERRUPTER rat 100X watts at 100°!0 10000 NC: NON -COINCIDENT LOAD Kemal ring watts at 40'%, _ —__ 13440 GFI: GROUND FAULT INTERRUPTER. / 240 1428 LOAD CALCULATION IS BASED ON A/C NON -COINCIDENT LOAD Total A/C Square Feet -- 1828 General Lts & Rec 3 W/ Sq Ft 5484 Hi Hats 1 at 65W/Light at 100% -.... _. _. _ _ 65 Total General Lights &. Rec (Watts) FFnn Panel A I ° � I LED LIGHTING C DOUBLE LAV. BATH 'M 150 AMP ELECTRICAL RISER NOT TO SCALE, GENERALNOTES: A. ELECTRICAL MATERIALS AND NSTALLATIONS SHALL COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR TTH EDITION (202@z LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE It"frAWN UNLESS NOTED OTHERWISE.. GRADE PROVIDE MO AMP, 120/240 VOLT, I PHASE SECONOARX ELECTRICAL SERVICE. PROVIDE 3 "1 COPPER (CU) IN 1-1/2" CIA SCHEDULE SO PVC CONDUIT OR PROVIDE 3 VIC ALUMINUf-T (AL) IN 2" DIA SCHEDULE SO PVC CONDUIT UNLESS SERVICE 18 PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. Reviewed for Code Compliance Universal Engineering 91 Sciences LED LIGHTING @ SINGLE LAV. BATH •2 PROVIDE 302/0 CU, THUN + 1% CU IN 2' CONDUIT OR 3 44/0 AL, THILN + 1% CU IN 2' CONDUIT OR 2/0 AL. SER, (CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.) COMBINATION SERVICE 150 AMP DISCONNECT SWITCH AND 120/240 VOLT M ELECTRIC METER IN I PHASE NEMA 3R ENCLOSURE MLO PANEL 150A/2P TELEPHONE SERVICE CABLE TELEVISION ENTIeAN1GE SERVICE ENTRANCE EQUIPMENT EQUIPMENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS --+ 1 04 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE F5CR TTH EDITION (2020). 5/8" DIA X 8 FT LONG COPPER CLAD GROUND ROD 2194 HWY ALA. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT 04321.201 107R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: ELECTRICAL PLAN 160 MPH EXP. C Fi ARCHrmcT. STATE OF FLORIDA 2_ 'E , 2-" MICHAEL C. ANDERSON AR NO 17305 s-s &N+ 212 19 DATE: 0/ / SCALE: 1/4"=1'-0" SHEET EI 1\ ,PLUMBING PLAN SCALE: 114 = 1'-0' KITr,HEN SINK Lu/ AUTO VENT (ALTERNATE LEf=T) PLUMBING RISER DIAGRAM 2 .IN 14T) Reviewed for Code Compliance Universal Engineering 91 Sciences 2194 HWY AIA, SUITE 3( INDIAN HARBOUR BEACI FLORIDA 32937 PH: 321-802-3591 www.abdesignigroup.cor AA #: 0003325 WMI am CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201/107R1 MODEL.• 4EBB "1828-CALI" RAGE SWING: LEFT 'AGE: PLUMBING PLAN I iRO MPH ESP,0� ARCHITECT: STATE OF FLORIDA 5 I FEB'2 2 2021 0. MDERSON AR NO 17305 �Ter�NZWMEM PRINT ATE: 02/19/21 SCALE: 1/4"=l'- 0 SHEET R—VALUE SCHEDULE FLOOR SLAB ON GRADE R-0 EXTERIOR WALLS CMU - INT INSUL R-4.1 FRAMED WD - ADJACENT R-13 FRAMED WD - EXTERIOR R-13 CEILING UNDER ATTIC R-30 Reviewed for Code I 93 Compliance Universal Engineering Sciences MECHANICAL PLAN SCALE: 1/4 = V-0' SvsDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201 107R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: MECHANICAL PLAN 160 MPH EXP. C PRINT 02 19 21 DATE / / SCALE: 1 /4"=1' - 0" SHEET IM I 2X4 TOP PLATE PER FLR PLAN � 1/2' CLC%. 1 1/2' DRYWALL SECURE BT. — PLATE TO SLAB W/ Imd MASONRY NAIL a 32' O.G. MAX FIN. FLR JSs 2X4 WOOD STUDS e24' O.C. SLAB NOTE: STUDS IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN IC?' O.G. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24" O-C. TYP. INT. WALL (NON- B RG. SCALE: 3/4' =1' -0' �— 3 5/8" OR 5 3/8, 1/2' DRYWALL TOP CHANNEL (25 GA.) 3 5/8' OR 5 3/8' 1/2' DRYWALL METAL STUDS 24' O.C. 20 GA METAL TO BE INSTALLED IN WALLS 3 5/5, OR RECEIVING UPPER/ 5 3/8, LOWER CABINETS BOTTOM AND TUB/SHOWER 25 CHANNEL GA. METAL TO BE (25 GA.) INSTALLED IN ALL D OTHER WALLS. STUDS TO CSECUURERE C SPACED IV TO BESPACEDPAF FLOOR O.G. AT 2ND FLOOR g/3/E WALLS ADJACENT t0 WOOD TO D STAIR WELLS AND FL FLOOR BATHROOM WALLS W/ WOOD TILE FINISH SCREW WOOD BASEBOARD--, 1—STORY FINISH FLOOR TYP. INT. WALL METAL STUDS /1A1 (NON-BRG.) Pill) SCALE: 1/2'=I'-O' 5" DIA. SLEEVE, DO NOT CUT BOND BEAM - SOLID GROUT W/ (I)- S (2) COURSE 2A PIPE THROUGH BOND BEAM D1 SCALE: 3/4"=1'-0" FIBERGLASS SHINGLES WITH UNDERLAYMENT FIBERGLASS SHINGLES AS PER FBCR S05.1.1. WITH UNDERLAYMENT ROOF SHEATHING AS PER FBCR S05.1.1. THICKNESS AS PER ROOF SHEATHING SHEET SNI. THICKNESS AS PER SECURED PER SHEET SNI. SECURED 5/8' GYPSUM BOARD FASTENER SCHEDULE PER FASTENER OR 1/2' NIGH SCHEDULE STRENGTH CLG. BOARD REFERENCE AAN�ER EL VATION STRUCTURAL SEE ENERGY CODE FORMS FOR PRE-ENG TRUSS PRE-ENG TRUSS INSULATION R-VALUES ' REFERENCE STRUCTURAL MTL. DRIP EDGE MTL. DRIP EDGE . O, PER ELEVATION - - 2x FASCIA PER 2x FASCIA PER TYP- ELEVATIONS ELEVATIONS 0.. R-4.1 INSULATION VENTED SOFFIT VENTED SOFFIT WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL 1x2 P.T. FURRING STRIPS a 24' OG. 1/2' THiCK., 2 COAT PORTLAND 8' GMU CEMENT PLASTER APPLIED I/2' THICK 2 GOAT PORTLAND .i: _ DIRECTLY TO MASONRY CEMENT PLASTER APPLIED 1/2' GYP. WL. BD. , DIRECTLY t0 MASONRY WOOD BASE 0'-0" FIN. FLR � � -- 0' 0' FIN -- - d. . e a a. a a.. e' .d.. Q'a ' ' c W/ WINDOW OPENING TYP. WALL SECTION A B NO OPENING NOTE: PER SECTION FBCR e05.1.1 - FOR ROOF SLOPES 2:12 TO LESS THAN 4 1-STORY HIP BLOCK WALL 4.12, A (2) LAYER UNDERLAYMENT p� SCALE: 3/4'=r-O' SYSTEM IS REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT 15 PERMITTED BUT MUST BE PER ASTM D226 TYPE 11, ASTM D 48be TYPE IV, OR ASTM D 6-I5-1 FIBERGLASS SHINGLES—\ WITH UNDERLAYMENT AS PER FBCR S05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT WALL SHEATHING THICKNESS AS PER SHEET SNI. SECURE PER FASTENER SCHEDULE ON SHEET SNi PRE-ENG- GABLE TRUSS WEEP SCREED 2x P-T. SECURED PER STRUCTURAL DETAILS 1/2' THICK, 2 COAT--L' PORTLAND CEMENT PLASTER APPLIED CAIULK AND SEAL GAS LINE NOT CUT I PYC SLEEVE FDR sas LINE BOND e' Cm AM IR' GYP. WL. CD. 3AR3 --WOOD CASE . . . .'« 2B GAS LINE THRU BLOCK D 1 SCALE: DIRECTLY TO MASONRYO �• -. —2X4 SPF 24' O.G. MAX.--, SECURE W/ (2) 12d NAILS a 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 F1 INSULATION R-VALUES PER ELEVATION \ r- GYPSUM BOARD OR I M HIGH STRENGTH CLG. BOARD R-4.1 INSULATION - WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL 1x2 P.T. FURRING — STRIPS a 24' O.G. 1/2' GYP. WL,. BD. WOOD BASE_. -- 1/2' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASCNRY TRACK BRACKETS FASTENED TO WOOD JAMB PER PROPXT GALV. STEEL --- APPROVAL REa VERTICAL TRACK BY MA P. FASTENED TO TRACK BRACKETS W/ PRODUCT APPROVAL REa a' CMU SEE STRUCTURAL FOR REIAEORCEMENT 2x6 P.T. WD ATTACHED TO FILL CELL AS PER PRODUCT APPROVAL FEO. SEALANT BACKER ROD WEATHER STRIP MOULD ING ALL AROUND MY DOOR MANUF-) I OVERHEAD DOOR BY OTHERS GARAGE DOORJAMBS SCALE: 1 1/2' =1' -O' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR S05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNi. SECURED PER FASTENER SCHEDULE \ `-MTL. DRIP EDGE g' \2x FASCIA PER Ax. ELEVATIONS VENTED SOFFIT WALL SHEATHING THICKNESS AS PER SHEET SNI. SECURE PER FASTENER SCHEDULE ON SHEET SNi. PRE -ENG. GABLE TRUSS WEEP SCREED 2x P.T. SECURED PER STRUCTURAL DETAILS CMU OL 0'-0' FIN. FLR 8' CMU a a e AV d G . W/ WINDOW OPENING TYP. WALL SECTION NO OPENING /,`5�1-STORY GABLE BLOCK WALL SCALE: 3/4' = I' -O' Reviewed for Code Compliance Universal Engineering Sciences Note: WALL FENESTRATION FLASHiNG PER FDCR 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 -I11: All exterior fenestration products shall be sealed at the juncture with the building wall with a sealant complying with AAMA 500 or ASTM C:20 Class 25 Grade N5 or greater for proper joint expansion and contraction, ASTM G1281, AAMA 812, or other approved standard as appropriate for the type of sealant. Fluid -applied membranes used as flashing in exterior walla shall comply with AAMA 114. The flashing shall extend to the surface of the exterior wall finish. 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SXMDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201 107R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS (SHINGLE) 160 MPH EXP. C ARCHITECT: STATE OF%FLORID FEB 2 2 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 02 19 21 SCALE: 1 /4"=1' — 0" SHEET TOP: 2X6 P.T. s CENTER OF DOOR HEADER SECURED W/ (1) 1/2' X W J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/5' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT= 0 0 N-SECURE 2x4 ONJ' FLAT TO BLK me �O W/ MASONRY NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED W/ (5) 1/2' X 8' J-BOLT OR ANCHOR �O BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2' �0 X 2' X 1/8' WASHER 4 NUT. (1) WITHIN 8' OF TOP, (U WITHIN 8' OF THE BTM, (3) EVENLY SPACED. 0 Ix4 P.T. OR 5/4'X4' MIN. SECURE THRU FRAME 4 EXTEND 1-1/4' INTO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1-1/4' WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING no NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 9 BUCK ATTACHMENT D2 OCALM 8' CMU 1/2' DRYWALL I'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +3/4" OR +5/4" A 1YINDOW TO BLOCK +3/4" OR +5/4" 2X4: SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IV O.C. MAX SPACING. 2X6: CM SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 10' O.G. MAX SPACING 2X8: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN_ HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 8' Ci'1U 1/2' DRYWALL I'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +1 1/21P B iPINDOW TO BLOCK +1 1/2" 2X4: IZI SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN S' OF EACH END 4 18' O.C. MAX SPACING, 2X6: CIM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN W OF EACH END 4 18' O.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/41) WITHIN W OF EACH END 4 18' O.G. MAX SPACING. 8' CMU 0.4 1/2' DRYWALL I'X4' P.T. NAILER n 7/16' O.S.B. X 4' MIN. f DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +1 15/16" � NDDOW TO BLOCK +1 15/16" 2X4: CO SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X(P: MCI SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 10' O.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK W/(2) 3AW TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN W OF EACH END 4 18' O.C. MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/I6' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK 8' C" IU 1/2' DRYWALL ❑ I'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/4') DOOR JAMB TO BLOCK +2 1/4" D WINDOW TO BLOCK +2 1/4" 2X4: IZI SECURE TO BLOCK W/3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X6: CEO SECURE TO BLOCK WK2) 3AW TAPCON( (MIN. SHANK SIZE J45 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN S' OF EACH END 4 18' O.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK WK2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. a' CMU ❑ 1/2' DRYWALL 'X4' P.T. NAILER DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/41) DOOR JAMB TO BLOCK +3" E 2X4: SECURE TO BLOCK W/ 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN W OF EACH END 4 IS' O.G. MAX SPACING. 2X6: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK W/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' Or— MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/16' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK LNI 8' CMU 1/2' DRYWALL ❑ 1'X4' P.T. NAILER DOOR CASING 2NO 2X SECURE TO STRUCTURAL MEMBER W/(2)12d WITHIN 8' OF EACH END 4 6' TO 8' O.G. MAX DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURER OFTAII A NU I t:.7H 11-1 Ail NCClJCU I U r- LU M JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3" �F INDO r TO RT.nrK +s" 2X4: SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/41) WITHIN 8' OF EACH END 4 18' O.G. MAX SPACING. 2X6: CEO SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 IS' O.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 10' O.G. MAX SPACING. 8' CMU 1/20 DRYWALL VX4' P.T. NAILER 7/16' O.S.B. X 4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3 7/16" G INDDOW TO BLOCK +3 7/16" 2X4: IZI SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN S' OF EACH END 4 18' O.C. MAX SPACING. 2X6: CM SECURE TO BLOCK WK2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN, EMBEDMENT 1 1/41) WITHIN 8' OF EACH END 4 18' O.C_ MAX SPACING_ 2X8: CIM SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. NOTE:STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/16' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK Ill 8' C'1U 1/2' DRYWALL ❑ 1'X4' P.T. NAILER 1' P.T. X 4' MIN. DOOR CASING DOOR JAMB OR WINDOW ATTACH TO 2X PER MANUFACTURES DETAILS. NOTE: SHIM AS NEEDED TO PLUMB JAMB (DO NOT EXCEED 1/49 DOOR JAMB TO BLOCK +3 3/4" �WINDOW TO BLOCK +3 3/4" AL DOOR FRAMING CMU DRYWALL IX FURRING RIP 2X10 TO 8-1/8'W HOLD FLUSH TO INTERIOR FACE OF DRYWALL ENTRY DOOR BUCK KNLTA REQUIREMENTS 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 Sv$DIV LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201 107R1 MODEL 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA )4FEB 2 2 W MICHAEL C. ANDEMON AR NO 17305 PRINT DATE: 02 19 21 SCA M: 1/4"=1'-0" SHEET jD2 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 6PAGED • T' O.G. MAX VERTICALLY 7 f THICK, 3 COAT CEMENT PLASTER WRB LAYER 92, FORTIll BUILDING PAPER APPROVED METAL LATH FASTENED *T' (VERT.) O.G. MAX AT SUPPORTS WRB LAYER "I, STUCCO WRAP WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM 4INSTALLED PER e TO j �\ GAP MIN. LATH SHALL NOT 6 To a• BE CONTINUOUS 6' IN a MIN. THROUGH CONTROL MIN. JOINTS BUT SHALL BE STOPPED AND TIED AT EACH SIDE. PROVIDE 2X4 BLOCKING PER ASTM Clill \ PLACED FLAT MAX. 6' TO 8' FROM CONTROL JOINT WHEN \ NOTE: CONTROL JOINT FALLS ON \ / 1. FASTENERS FOR LATH TO BE NAILS OR STRUCTURAL STUD STAPLES IN COMPLIANCE W/ ASTM CI063 2. WIRE TIES TO BE (NO. 18) 024T5' WIRE / 3. BLOCKING SHOWN MAY BE IN ADDITION/ \ TO WALL STUDS REQUIRED PER PLAN O"M" TYPE CONTROL JOINT OI. FOLD INWARD Fr- A O1. FOLD INWARD PT. A 2. CREASE • Fr. B FOl 01 El OI. FOLD INWARD 4 ® 1. FOLD INWARD Pr. A Pr. A 2. CREASE • PT. B 2. CREASE • Fr. B 3. CREASE • Pr. C 3. GREASE • Fr. C 4. FOLD PT. G OVER FT. STILL PT. C TOUCHES BIOTTOM FLANGE ®FOLD 0 TI• NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES SHINGLE Rool DRIP EDGE. OVERLAP 3'. EXTEND 1/2' BELOW ,keATHING, MECHANICALLY FASTEN 4' O.C. MAX FLANGE L WATER TIGHT SEAL FOLD, 22 Cl2T CUT. j' THICK, 3 COAT CEMENT PLASTER (FRAME), IR' 2 COAT CEMENT PLASTER (CMW WRB LAYER 02, FOWIFIBER BUILDING PAPER (FRAME ONLY) WRB LAYER 01, STUCCO WRAP (FRAME ONLY) LAP LAYERS OF BUILDING WRAP OVER NAILING FLANGE, STOP wRe Ae I ABOVE SHINGLES ltilAMM'E CNLY) FRAME OR CM) EXTERIOR wynniul � p!`GFFn 4LUDETAIL) Ili WALL FLASHING KICK-01T FLASHWG(SEE FASCIA WRAP NCrTE; INSTALL KI( FLASHING AT BOTTOM OF ROOF , WALL NTERSECTIONS NOTE: APPROVED BUILDING WRAP SHALL BE LAPPED A MINIMUM OF W a VERTICAL LAPS (ROLL ENDS) 4 6' • HORIZONTAL LAPS. ALL SEAMS NEED TO BE TAPED WITH FORTIBER SHEATHING TAPE / I" MIN. LAP e METAL LATH 6 MIN PAPER LAP BELOW ONLY NNI WRB LAYER 02, FORTIFIBER/ BUILDING PAPER (-2-PAPER LAP SCALE: 1 ® KICKOUT DETAIL TIGHT SEAL (1151l OR RR, no NOT CUT) LATH VERTICAL LAP TO BE 1' METAL LATH I WRB LAYER 01, STUCCO WRAP I I' MIN LATH LAP, 4" OVER ALL LAP VERTICAL Ll TH & PAPER DETAIL NOTE: IF ZIP SHEATHING SYSTEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WOOD STUDe SHEATHING - NOTE: LAPS OF METAL OR 1/16' ZIP SHEATHING SYSTEM (NSTALLED PER MANUF. SPECS.) PLASTER BASES SHALL BE SECURED TO BUILDING — FRAMING MEMBERS. PAPER THEY SHALL BE TIED BETWEEN SUPPORTS WITH 0.0415-IN. (121-MM) STUCCO — WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM CI063. THIO(, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIFIBER BUILDING PAPER WRB LAYER "I, STUCCO WRAP WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER M,ANUF. SPECS.) J4' LAP m LATH 3" LAP • PAPER FOR REPAIR OF TEARS HORIZONTAL LATH IN WRB LAYERS, TEARS MAY BE PATCHED & PAPER DETAIL W/WCUSE WRAP TAPE PER MANUF. SPEC. OR PEEL t STICK ROOF CEMENT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES 7/16" ZIP SHEATHING SYSTEM ( INSTALLED PER weep. 8105416 3I1160 OR CMU WRB LAYER *11, STUCCO WRAP (FRAME ONLY) B" THICK, 3 COAT CEMENT PLASTER(FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) LAP WR5 E TAPE OVER ROOF/WALL SCREED 4'x4' SELF -ADHERING MEMBRANE — L FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER APPROVED HOUSE WRAP. :.. FLASHING TO EXTEND ONTO PIPE I I' OR LESS PIPE— — "::`:::=::. PENETRATION : ';`.:;;''`;::: 511X5" "L" TYPE CONTINUOUS GALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS 5 " L" FLASHING N.T.S- GUT AND OVERLAP ONE SIDE OF --� SELF -ADHERING MEMBRANE FLASHING STEP M 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 FIFE NET WxW 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 "2 FLASHING HERING MEMBRANE WRB LAYER "I, STUCCO WRAP WRB LAYER 02, FORTIFIBER BUILDING PAPER METAL LATH 6'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 EXTEND ONTO PIPE CONT. BEAD OF SEALANT INSTALL APPROVED HOUSEWRAP AIR INFILTRATION BARRIER OVER SHEATHING ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYP WALL SECTION) Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 926-18b. Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787. TION DETAIL (FRX(I ) LECEND Reviewed for Cade Compliance Universal Engineering Sciences DRAINAGE FL ANE (LR5 LA�ER #1, STUCCO UJRAP) UJRB LA1rER #2 (F0fRT11'15ER—.—'—.—'— — 5U1LIDINCz fi AFER) 1IETAL LATH X X X X STUCCO n . W00D OR -1/1raII ZIR WALL SHEATHING SELF- D�IESI�E 1=LASHINC3 — — — — — — NOTE: 1IETAL LATH: LATH TO 5E FER SECTION -1-I�a, 1„I1N. 2.5 LE35. FE R SQ. NrARD C UT I L I T*I' OR NQtI INAL LATH DOES NOT 1 IEET SPECIFICATIONS) 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SvsDIV aC LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201 107R1 MODEL.• 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C fl ARCHITECT: STATE OF FLORIDA FEB 2 2 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT 2119 DATE: 02 / / SCALE: 1/4"=1'-0" SHEET =I NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES BACKER ROD BACKER ROD WRB LAYER "I, STUCCO WRAP INSTALL b' SELF -ADHERING MEMBRANE FLASHING OVER TOP, SIDES) AND BOTTOM FLANGES OF NON -MOVABLE FRAME OF THE EXHAUST. SEQUENCE OF FLASHING TO BE: I. BOTTOM. 2. SIDES. 3. TOP VENT GAP 15 TO BE SET IN BED OF SEALANT AT TOP AND SIDES ONLY. SEALANT IS TO BE TOOLED SO AS TO DEFLECT WATER AWAY FROM JOINTS. E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL JOINTS AND INTERSECTIONS APPLY SEALANT AT PERIMETER OF NON -MOVABLE FRAME AND STUCCO ON ALL SIDES, Y4' CAULKING ® JOINT ALL AROUND HOODED VENT J' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 02, FORTIFIBER BUILDING PAPER WOOD SHEATHING LEGEND FRA DRAINAGE PLANE (WR5 LATER 01, STUCGO WRAP) WRB LAYER #2 (1=ORTII=I5ER — — — — — BUILDING PAPER) METAL LATH x—x—x—x STUCCO WOOD OR -1/16" ZIP WALL SHEATHING 5EL1=-ADHE5IVE FLASHING — — — — — NOTE: METAL LATH: LATH TO SE PER SECTION R103.1.1 / AST(" I C-841-14a, MIN. 2.5 L56. PER SQ. YARD (UTILITY OR NO1" ANAL LATH DOES NOT MEET SPECIFICATIONS) FINISH 6" SELF ADHESIVE OVER TOP E SIDES SELF FLASHING UNIT PREMANUR DRYER VENT CAP (SET IN CONT. SEALANT) WOOD CONSTRUCTION `—SEALANT g TOP � SIDES a' �U NX � 6B DRYER VENT (BLOCK) ' BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL1\ 6' SELF ADHESIVE - FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER UNDER 'QUICK FLASH' I NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES &ENT PENETRATION SCALE: N.T.S. ELEC. METEF VERIFY LO HNr-/A IV Tq<=Ll=IV= STUCCO SCRATCH COAT # 1 COAT OF PAINT W/BAC;<- ROLL PRIOR TO ELEC. METER INSTALLATION METER FIELD =Y LOCATION Y STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO BE FILLED WITH RIGID POLYMERIC ISOCYANOTE-POLYBLEND FOAM "t c�''t-t-" ')R SIMILAR) APPLY A SILICON BASE SEALANT AT POINT THAT ELEC. WIRE PENETRATES ::O SCRATCH COAT LARGER THAN THE ELEC. METER CAN OR METER CAN COMBO OR METER CAN AND DISCONNECT O ELECTRICAL CONDUIT PENETRATION CUT OPENING IN APPROVED HOUSEWRAP FOR BOX INSTALLATION WRB LAYER "I, STUCCO WRAP WOOD SHEATHING STF #1 7/16' ZIP SHEATHING SYSTEM LINSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING ZWRB LAYER 'I, STUCCO WRAP /_WRB LAYER 02, FORTIFIBER / BUILDING PAPER METAL LATH ell"I -1/8, TEXTURED fFINISH a WOOD FASTEN TO WOOD STRUCTURAL MEMBER ■ In O.C. MAX Ye' TO )i1' MID -WALL WEEP SCREED F,' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING FINISH a MASONRY 76 HORIZONTAL WEEP SCREED (FRAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER 01, STUCCO WRAP CUT "X' INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER BOX AND OVER APPROVED WRB LAYER "1 STF #2 APPROVED HOUSEWIRAP W AY I BEL OW RB LAYER r STUCCO WR AP RAP APPLY E-Z BEAD OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS WRB LAYER 02, FORTIFIBER BUILDING PAPER ST F #?, 5T E F # ELASTOMERIC COATING OVER STUCCO/ C.v. FINISH (SEE TYPICAL WALL SECTION) METAL LATH ulReviewed for Code Compliance Universal Engineering Sciences 5T E F #_5 5T E F #� (� ELECTRICAL RECEPTACLE 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 sysDly e� L.OT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 :CIDER 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 MPH EXP. C ARCHITECT - STATE OF FLORIDA FEB222021 4 GPJCHIAFL C. ANDERSON AR NO 17305 ENT 02 19 21 SCAL,E: 1/4"=1'-0" SHEET 10, 1 h i; 5{ �i 8 5 r° pY rf s LEGEND DRAINAGE PLANE (UJRB LAVER #1, STUCCO LRAP) LRP LATER 02 (FORTIFIBER — — - — - — - — SUILDING RAPER) MET AL LATI4 x x x x STUCCO " UJOOD OR T/1(0" ZIP UJALL 51—IEATHING SELF—ADHESIVE FLASHING — — — — — 2 1/2" i� CORNER BEAD CORNER BEAD (FASTENER 4 SPACING 6 7" O.C.) CMU 1/2" THICK, 2 COAT CEMENT PLASTER APPLIED DIRECTLY TO MASONRY @) BLOCK Reviewed for Code I Compliance Universal Engineering Sciences L2194 AIA. SUITE 301RBOUR BEACH.IDA 329371-802-3591esigngroup.coni:0003325 SL7RDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DETAILS 160 M11H EXP. C ARCHITECT STATE OF FLORIDA FEB 222021 I MICHAEL C. ANDERSON AR NO 17305 PRINT 02 19 21 DATE: / / SCALE: 1/4"=l'-0" 1 +i�1M;�i �4r l 2x6 SUS -BAND W/1 "x4" NOTCH m END, WRAPPED IN PEEL 4 STICK DRIP EDGE 1/8" TEXTURED FINISH 6 WOOD 1/2" TEXTURED FINISH a CMU 1� I� I� II I � 1 � r � � 11 METAL FASCIA 1 WRAP Ye' FROM STUCCO, 1" FROM WOOD WALL EXTERIOR WALL (FRAME OR CMU) �\ NOTE: NOTCH FOR 2X6 N, SUB BAND ONLY N. DELEV,�YioN LAN A METAL FASCIA WRAP 2X6 SUB BAND 1 1 ROOF KICK OUT REMOVED FOR CLARITY ROOF DECK (BEYOND) DRIP EDGE, 1" OFF WALL (NOT INTO STUCCO) �— 11/5" TEXTURED FINISH 6 WOOD, 1/2" TEXTURED FINISH 10 CMU '%-,�2x& SUB -SAND W/1"x4" NOTCH a END, WRAPPED IN PEEL 8 STICK METAL FASCIA WRAP 1' OFF WOOD WALL. SUB BAND 2" OFF WOOD WALL 1/13' TEXTURED FINISH ® WOOD, 1/2' TEXTURED FINISH a CMU METAL LATH WOOD SHEATHING OR CMU WRB LAYER 01, STUCCO WRAP (FRAME ONLY) WRB LAYER 02, FORTIFIBER BUILDING PAPER (FRAME ONLY) ROOFING CEMENT DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PRE-ENG'D TRUSS TO BE CUT G WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4"x4' -m' SCABBED TO TRUSS W/126 NAILS 6"-8" O.G. MAX. 2x SUB -BAND W/lY"x4" NOTCH 10 END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL 0P _WALL SUB BAND DETAIL (9) WALL W KICK- C) UT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND WIV22"x4" NOTCH 6 END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT 's ROOF EDGE OMITTED FOR CLARITY FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND W/V2Hx4" NOTCH -8 END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY 1BReviewed 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 SxMDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL.• 4EDB "1828- CALI" GARAGE SWING: LE;I1'T PAGE: WAI_,L ASSEMBLY DETAILS: SUB -BAND 160 MPH EXP. C ARCHITECT TE OF FLORIDA FEB 2 2 2021 MICHAEL C. ANDERSON AR NO 17305 rscaar i DATE: 02 19 21 SCALE: 1/4"-1'-0 SKEET WA6 11 1 39'-8° 28' 8' 3'-4" 15'-10" g'_6" 91_8" '_4" 11 - • 1 FM-12X12 — FM-12X18 co L1 X o r 4"CONC. Co NI �I SLAB w LL X v 04 Ow F-24X24 *-3 1/2" : i 1 L 1'_0" 10 -0" 10 L ,.tTFF11 I I I I Li- 0 I EXTEND FM-12X18 1 U ? SLAB 1 1/2" 1.1 o} I I- I in I I. 1.1 M 010.1 Z� TOP OF SLAB00 IX Ir I I I .I I NI aI U- j Lo FOUNDATION NOTES 1. SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMP CT'ING REQUIREMENTS. 2. TOP OF FINISHED SLAB SHALL BE+-0'-0". 3, COL UMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTHERWISE. 4, REFERENCE ELEVATION 0 0 ,SEE SURVEY PLOT FOR NAVD 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERM TES: 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: PROV DE 1/2" FELTPAPER AT THE JOINT. 7. COORDINATE SLAB ELEVATIONS, STEPS AND SLOPES WITH ARCHITECTURAL DRAWINGS. 8, SE ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING 9. WI DOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE 0 - WIND WIDOOR TYPES AND. LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS 20 AND WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 11.MI DICATES #5 BAR, DINDICATES #6 BAR OINDICATES #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 900 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", # =36"), AND REINFORCING SHALL BE CONTINUOUS. 13. RATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REINFORCING FOR ALL FOUNDATIONS. DESIGNED WAS BASED ON ALL ALLOWABLE SOIL BEARING CAPACITY OF 2,000 PSF. TRANSFER REINFORCING (TOP STEEL) HAS BEEN DELETED UNLESS NOTED OTHERWISE. 14. VERTICAL REINFORCING IN CMU SHALL BE #5'S AS SHOWN ON THIS PLAN, UNLESS OTHERWISE NOTED IN THE PLAN, ONE REINFORCING BAR SHALL BE: A) IN ALL WALL INTERSECTIONS B)'CHANGES IN ELEVATION C) EACH SIDE OF ALL OPENINGS D) ALL CORNERS - 15. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TMS 4021602-16, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY. CONSTRUCTION SHALL BE 1N ACCORDANCE WITH TMS 402/602-16, USING: F'm = 2,000 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 a OF SLAB SUPPORTED C?3'-0" /C MAX. SEE PLAN FOR WWM SIZE. N INS ECT'OR NOTE: 1. ST UCTURE WAS DESIGNED BASED ON THE 2020 FLORIDA RESIDENTIAL BUILDING GOD RESIDENTIAL, 7th EDITION t 191-01, op 4" PVC CHASE 1 E-1 - r ' — — — SLAB SCHEDULE SLAB _ THICKNESS REINF REMARKS 6x6 W1 4zW1 4 OVER GENERAL. 3 1/2" 6 MIL,VAPOR COMPACTED FILL BARRIER PROVIDE COR FOOTING 'SCHEDULE ER BARS, SAME SIZE QUANTITY AS BARS IN FOUNDATION, WITH 30" LEG EACH WAY. MARK IWIDTH LENGTH THICKNESS BOTTOM REINF. TOP REINF. T.O.F. SHORT LONG TE-1 8" SEE PLAN 10" s _ (+)0"-0" FM-12xl2 12" CONTINUOUS 12" - (2) #5's + 0"-0" FM-12x18 12" CONTINUOUS 181, (2) #5's _ (+)0'-0" FM-16x.18 16" CONTINUOUS 18" - (2) #5's' _ (+)0"-0" FMC-12x18 12" CONTINUOUS 18" - (2)#5's #5INCURB VARIES F-24x24 24" 24" 12" s s (-)0"-4" 4" CO NC. SLAB N � r ° ' , *5 1/2, ' L;! i 4" 17 - 2'-8" TOP OF SLAB Z 3'-0„ 5 Eo 3' 8" O au x ICN zo w T N• 19 W a I o N I� LL. EXTEND 1 SECURE v 2 SLAB 1 1/2" 1.1 00 — -- I STRAP T❑ A/C SIMPS❑N WB ao FM-12XT8 ao I LL 4" CONC. C❑NC; W/ UNIT ROLL STRAP ❑R • I1.1 N — N law SLAB I I (2)--3/16'X2' EQUAL @ EACH - 1/2" I� a 3 112" I TAP-C❑NS CORNER OF UNIT 51/2' I 3'-5 , I ro z 0 C❑NC. R STRAP SECURE S P TO _op ro UNITS W/ (2) #8x1 FM 12X1g FMC-12X18 OL------ 1.1 .SLAB FM-12X18 1/4 SHT MTL �FMC-12X18 --- -- — SCREWS o A/C CONNECTION li 4 4 TO PAD DETAIL P'-8" 3'-10" 10'-2" 21'v-4" 4'_4" 14'_0„ 39'_8„ Reviewed for Code Compliance ® universal Engineering Sciences 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH:321-802-3591 www.abdosigngroup.com AA #: 0003325 A „ Il LL I u �il ( [il {I 01 d iai�� � Yl Ilk \c M vmmm \ tx� \� r Si7BDIV. 8e LOT CREEKSIDE PHASE 2 LOT' #107 PROJECT# 04321.201 107R1 MODEL 4EBB " er 1828--CALI GARAGE SWING: I LEFT i PAGE: FOUNDATION PLAN 160 MPH EXP. C F�OTA F' CT' F FLORIDA B222021 MICHAEL C. ANDERSON AR NO 17305 DAJTET 02/19/21 SCALE,: 1 /4"=1' — O" SiiEET _'iN SI . STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND a_ SPACING REQUIREMENTS 0 W M u z co V _j Of a_ 0 U) z 8" CMU WALL (0 . A \-SEE SLAB SCHEDULE EXT. PORCH SLAB \-4" CHAMFER (I -STORY) W/ 1/2" ISOLATION 6" CHAMFER (2TORY) JOINT (WHERE 6• -S APPLICABLE) 'SEE SCHEDULE IN FOR WxD, BAR SIZE t *6 C11 AND BAR QUANTITY 1 #7 PEXTERIOR MONO -FOOTING -M ALE: 314"=V-0" BOLLARD LAP P PLATE A MIN. OF 48" AP P PLATE A MIN. OF 48" AND IN W1 16d COMMON ,V NAILS, 2- WS.4"O/CBTM. LAP TOOC ROVERSTUD 2x4 OR \2x6)\WOOEARING - WALL UDS SEE PLANSFORSPACIN . INGLE BTM. PLATE TO BE PT. PROVIDE DEL. TOP PLAT I +- U'-U" TOP OF SLAB .4 2"CAPPED GALVANIZED PIPE W/FLANIGE @ BASE SECURE FLANGE TO /SLAB W1(4) 1/4" X 2 1/4" —TAPCONS SCALE, 3/4"=V-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKY N RE B -'PLATE TO fj = 7, MASONRY d NAIL 'T 10�'AGGERED. to AL METAL ZONAL NOT -QUIRED WHEN NO )LIFT IS PRESENT. EE SLAB SCHEDULE SEE SCHEDULE FOR WXD, BAR SIZE D BAR QUANTITY INT IOR FOUNDATION OD WALL 9 SCALE, 3/4"=V-0" (NO bIPLIFT) A. - STEEL REINFORCING IN GROUTED [L CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS < LLI 00 (n C) LLJ < 0 8" CMU WALL z $Lp TOP OF SLAB NF- B� 0 VARIES BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" 36" SEE SLAB SCHEDULE TOP OF GARAGE EXT- PORC H SLAB 4"CHAMFER(1-STORY) 2 W1 1112l L TI N 6" CHAMFER (2-STORY) . ------ �4 JOINT(WHERE L. SEE SCHEDULE APPLICABLE) z FOR WxD, BAR SIZE AND BAR QUANTITY I I x ERIOR MONO -FOOTING 2 GARAGE SCALE: 3/4"=1'-0" 30" MIN. EACH WAY MONOLITHIC FOOTING IT FM CORNER BARS, SAME SIZE AS LARGER BAR IN FOUNDATION WITH 30" LEG EACH WAY AT ALL CHANGES IN DIRECTIONS SO THAT THE STEEL REINF. IS CONTINUOUS MATCH AMOUNT OF CONTINUOUS BARS W.. ILL CONTINUOUS STEEL MONOLITHIC FOOTING REINFORCEMENT SEE SCHEDULE WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING DIFFERENT NUMBER OF CONTINUOUS BARS PROVIDE THE LEAST NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO MONOLITHIC FOUNDATION C3� BARS DETAIL SCALE: 3/4"=V-0" AP TOP PLATE A MIN. OF 48" NAIL W/ 16d COMMON NAIL 2-ROWS, 4" O/C BTM. VERIFY HEIGHT LAP TO CCUR OVER STUD OF WALL W/ PLAN L J 01 2x4 OR 2x6 D BEARING PROVIDE BLO NG W :YN-- 0 C. 1 WALL W/ SYP 5; () NEW REINF. BAR No 2 STUDS SEEP S FOR 01. SECURED W1 2- PART SPACING. SINGLE BT LATE R PLATE TO SLAB W/ of a_ EPDXY. MIN. EMBED 1/ "x DGE ANCHOR W/2" TO BE PT. PROVIDE DBL. OP _j 8", LINO PLATE R SET IN HIGH STRENGTH < FOLLOW ALL MANF. XY 5-1/2" EMBED. MIN. 16" OC SPECIFICATIONS FOR SIMPSON SPH4 OR SPH6 AX. USE AND BTM AND TOP PLATE PREPARATION OF ANCHORS W/ 1 Od x 1 1/2" 0 HOLE COMMON NAILS FILL ALL z C W HOLES, DO NOT USE 10d W x 3" x SEE SLAB SCHEDULE 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ADDING BAR TO 6: MONOLI HIC FOUNDATION SCALE: 3/4"=1'-0" STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS MUM =m go IN 2 10 z . SEE SLAB SCHEDULE "ISOLATED" COLUMN PAD CENTERED UNDER WALL AND co POURED MONOLITHICALLY WITH FOUNDATION AND SLAB A SEE SCH ULE 0 FOR'WxD, BA SIZE AND BAR QUAN TY MBINED EXTERIO MONO10 - OOTING AND COL. P SCAI� +-0, - I I - I WE TOP OF SLAB A EQ. EQ. SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATION'WOOD WA SCALE: 3/4"=l'-O" (W/ UPLIF POURED LINTEL CONT. (YP.) 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 11'L� / SCALE: 3/4"=V-0" RB FOR ,SONRY ITS SET ELEV: ).1 1 RECESS AROUND GARAGE DOOR OPENING �1/ SCALE: 314"=V-0" LAP TOP PLATE A MIN. OF 48" AND NAIL W/ 16d COMMON NAILS, 2-ROWS. 4" O/C BTM. VERIFY HEIGHT LAP TO OCCUR OVER STUD OF WALL W/ PLAN 2x4 OR 2x6 WOOD BEARING PROVIDE BLOCKING WALL W/ SYP No 2 STUDS SEE PLANS FOR SPACING. SINGLE' BTM- PLATE TO BE PT. PROVIDE DBL. TOP PLATE SECURE BT. PLATE TO SLAB W110d MASONRY NAIL 16" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO UPLIFT IS PRESENT. W of f-SEE SLAB SCHEDULE +-0'-0" TOP OF SLAB '4 4. A SEE SCHEDULE FOR WXD, BAR SIZE 4 0 4D A EQ. EQ AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3/4"=1-9' (NO UPLIFT) Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY AIA. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 32 -802-3591 www.abdesigngroup,com AA #: 0003325 1111liir, X 0 % TIT 'N N SUBDIV. CREEKSIDE PHASE 2 LOT #107 POROJECT# 04321.201/107R1 do=� 4EBB "1828--CALI" GARAGE SWI14G: LEFT PAGE: DETAILS 160 MPH EXP. CI ARCHITECT STATE OF FLORIDA FEB 2- 2 W1 MICHAEL C. ANDERSON AR NO T7305 PRINT DATE: 02/19/21 SCALE: 1/4"—V-0" SHEET S1. 1A a DOWEL PLAN SCALE: 1/4" = T-0" L AIA, SUITE 301 RBOUR BEACH. IDA 32937 1-802-3591 esi grigroup.com : 0003325 uap'< SVBDIV. 8e LOT:' CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201/107R1 MODET 4EBB "1828--CALI" 3ARAGE SWING: LEFT PAGE: DOWEL PLAN 160 MPH EXP. C ARCHITECT. STATE OF FLORID,,"- FEB 22 2021 MICHAEL C. ANDEF�77 )N AR NO 17 U' Reviewed for Code SCALE: 1 /4"-1' — 0" Compliance Universal Engineering91 r SHEET Sciences S1.2 III ry TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM VARIES PER ELEV Z G a g e .e 'd d d .a a ° a• Q p. r. CLEAN. OUT REQUIRED FOR INSPECTION Q ` M cc O O ' M 0'-0" FIN. FLR. a A < — TIE VERTICAL REBAR < ' ° d .e a" " TO HORIZONTAL REBAR W/ 10" HOOK dA. .?' Z — W O ih U BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" {�a HORIZONTAL/VERTICAL REINFORCING 1 SCALE: 3/4"=1'-0" i I fa I I� G r r] a STEEL REINFORCING IN GROUTED' CELL SEE PLAN FOR SIZE AND k, o CL SPACING REQUIREMENTS I I � m w v 00 J _ Z 8" CMU WALL O 01-01, TOP OF SLAB ° - _ e P a ' 4 TOP OF SLAB SEE SLAB SCHEDULE z W EXT. PORCH SLAB d- ' F 4" CHAMFER (I -STORY) W/ 1/2" ISOLATION �:ZEZ ° 6" CHAMFER (2-STORY) JOINT (WHERE : • APPLICABLE) ` MATCH STEEL 2 REINFORCEMENT 6" PVC CHASE CN PER SCHEDULE THRU FOOTING Sc > e. M S a a a'd d a d y e a' 6" PVC CHASE THRU FOOTING MATCH STEEL SEE SCHEDULE REINFORCEMENT FOR WXD, BAR SIZE PER SCHEDULE AND BAR QUANTITY PVC CHASE li 4 THRU FOOTING SCAL :3/41=1'-0' BAR SIZE 48 BAR DIA. #3 18" #4 24" #5 30" #6 36" #7 42" #5 BARS [Ell �10 au 1 -Q° 7 CMU UNIT DIN ENSIONS ARE NOMINAL SIZES 3 MASO RY SYMBOLS SCALE: 3/4"-4 -0" Reviewed for Code Compliance Universal Engineering a] Sciences 2194 ~ A I.A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937, PH: 321-802-3591 www. a b d e s i g n gro u p c o m AA # 0003325 W I a Q3 Z T: w \ �� a I XMDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 MODEL: 4EBB "1828—CALI" GARAGE S VfMG: LEFT PAGE: DETAILS 111160 MPH EXP. CJ ARCHITECT STATE OF FLORIDA qz_�'t I FEB 2 2 2021 MICHAEL C. ANDERSON AR NO 17305 DAB 02/19/21 SCALE: 1 /4"=1' — 0" SHEET S1. 2 A FRAMING NOTES 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d -x1 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. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS 7. BOTTOM OF LINTELS ARE TO BE PLACED ATTOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. 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 H 10. PLACE 2 P O L x4 T T ALIGN WITH TOP AND BOTTOM CHORDS RDS 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. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE,' 1 a,_._... 8 F 16-1 T/0 M/0B 8 F 16-1 T/OM/08 8 F 16-1 T/0M/0B : 0 o ICI ' H GT 00 „ \8F24-1T/0M/0B 4 BEAM SCHEDULE INDICATES OPENING BELOW / T.O.B. = TOP OF BEAM / B.O.L. = BOTTOM OF LINTEL / T.O.A. = TOP OF ARCH / T.O.S = TOP OF SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT MARK DESCRIPTION fc (psi) SIZE WxH' REINFORCEMENT STIRRUPS REMAR S BTM. TOP MID SIZE SPACING BB1 MASONRY 3000 8x8 - — (1) #5 — N/A — GROUTED 30LID SEE SHEET S2.2A FOR SAFE LOAD TABLES t s > r A. 13 o ' c�6LL H .� r� 00 LINO, PROVIDE BB1 WHERE ROOF TRUSSES BEAR, TOP OF WALL EL. 8'-8" LINO ABOVE FINISHED GARAGE SLAB Reviewed for Code Compliance Universal Engineering Sciences LIFT BEAM PLAN SCALE: 114" = 1'-0 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802 3591 www.abdesigngroup.com AA #: 0003325 SXMDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL. 4EBB "1828-CALI" GA :tACV C SATING: LEFT PAGE: LIFT BEAM PLAN AND NO r[ ES 160 MPH EXP. C ARCHITECT STATE OF FLORIDA ,'FEB-2 2--2021 MICHAEL C. ANDERSOF° AR NO 17305 PRINT 02 19 21 DATE: / / SCALE: 1/4"=1`-01, SHEET S 2 NOTES TO THE INSPECTOR/CONTRACTOR TYP.8"x8" 1. PLACE LINTEL ACROSS TOP OF OPENING. BOND BEAM 1#5 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. PLACE STEEL 3. PLACE MASONRY UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING $ HEIGHT. REINFORCING (1-2)4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR C'ONIINUOUS AROUND NG 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"x16" ZD FLP' 5. SHOULD THE DOUBLE BOND BEAM COINCIDE WITH A LINTEL THE BOTTOM BOND BEAM #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THESTEEL / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH I HE; 1#5 COURSE OF BOND BEAM / TOP OF THE LINTEL. VERTICAL REBAR W/ 10" HOOK 6. LINO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEEP. 8x16 DBL. BOND TOP OF / \�•� $ QFZ� BEAM V,// (1 #5 BAR = BOND BEAM ' \O EACH COURSE r:, G \r\ 8x8 BOND BEAM _ TOP OF _ W/ (1) #5 BAR 'T BOND BEAM � ` F O F = FILLED W/ GROUT 30" TYPICAL I �\A� U = UNFILLED GROUT SOLID FROM - - TOP fA� -7 NOMINAL # OF #5'S, IN 2ND BOND LINTEL TO TOP OF BOND �OF OPENING `WI J WIDTH BEAM COURSE BEAM, IF FILLED LINTEL. //� #5 BAR IN BOND BEAM 1 SEE NOTE 5 A �\� /M 8x8 PRE -CAST CONCRETE - 1 6— T/ ' " ',O LINTEL W/ (1) #5 BAR (1-2) HEIGHT L # OF #5'S, TOP LENGTH OF BAR = WIDTH OF t e MASONRY NOM0 OPENING-2" CORNER IT IS THIS ENGINEER'S INTENT BOND BEAM COURSE DR _ BEAM DESIGNATION REINFORCING O F BOND BEAM THAT XFXX - 1T11 M/0B INDICATES A DOUBLE BOND BEAM # OF #5'S, BOTTOM 8x8 PRE -CAST CONCRETE SCALE: 3/4"=V-0" 1 AND XFXX - 1T/DM/OB INDICATES SINGLE BOND BEAM PLACED IN LINTEL LINTEL. W/O STEEL (1-1) REFER IT IS THIS ENGINEER'S INTENT -'' SCALE: 3/4"=1'-0" AND XUXX - 1T11W0B INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED TO PLAN FOR LOCATIONS --- TOP _ LINTEL OF OPENING AND XUXX - 1T/0M10B INDICAI ES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL PRECAST HEADER(MIN) 2x4 (MIN 2 X 3) 13/16 ---- PCON OR DRIVE PIN (MIN S K SI7_E.145 MIN HEAD WINDOW SIZE., ' MIN EMBEDMENT 1 1/4") 8' FR EACH END AND 18" O.0 PvIAX. 1-1/4" EMBEDIvIE:.NI a3164 2x6 (IVIIN 2 X 3) 2-3/16 TAP PRE -CAST --- a OR DRIVE PIN (MIN SHANK WINDOW SIZE145 IM'N HEAD SIZE .300 SILL MIN EMBEDMENT 1 1X" 8" SLOPE FROM EACH END AND 18" O.C. MAX MIN 1-1/4" EMBEDMENT 2x8 IMIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 UIIN EMBEDM 2X4 SOLID BLOCKING — 1/4) 8' FRONT EACH END D SECURE TO SHEATHING W/ 18 O.C. IVAX. MIN 1-1/4" MIN. 2-12d PER BILK. EA. END EMBETY01NT 7/16" OSB SHEATHING TYPICAL MASONRY WINDOW CMU WALL SILL CONSTRUCTION ARCHWAY FRAMING DETAIL 4' SCALE: 1 1/2"=1'-0" SCALE' 3/4"=1'-0" r SINGLE #5 CORNER BAR, 30x30 TURNED UP OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM A\ PROVIDE #5 BAR STEEL. REINF. OF EACH SIDE BOND. BEAM 0 LEVATION - CHA E CHANGEIN 7 ELEVATION OF BOND BEAM SCALE: 3/4"= Reviewed for Cod Compliance Universal Engineenng Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdosigngroup.com AA #: 0003325 SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHITECT STATE OF FLORIDA FEB 222021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 02 19 21 SCALE: 1 /4"-1'-0' SHEET S2eIA "LOCONCRETE" I "CAST-CRETE" I "QUALITY" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAS &PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAAS &PRESTRESSED U-LINTELS SAFE LOAD- POUNDS PER LINEAR FOOT SAFE IF SAFE LOADI,- POUNDS PER LINEAR FOOT TYPE LENTH G 8U8 81"S 16-1TIOB 1T/OB iT/OB 1TroB ttroB TYPE LENGTH IN 8/8 PLAIN 8/8 SOLID TYPE LENGTH WIT 8N8-f- 8P10-1T 8J24-1T W8.1T 8/32-1T 8/84B' 16-1T/ B 7T/1B 1T/1B 1TMB -1T/1B 6B.2T 0/1 e12o.2T e24.2T snszr 8rr3z-2T 31-6" PRECAST 1438 952 3114 4217 5321 0" 7531 3'-8" PRECAST 689 1024 3'-113" PRECAST 1569 3524 4394 5263 6132 7001 2465 6113 6385 7708 W31 10000 1569 &VAi --- 4394_ 5283 6132 7001 4'-0" PRECAST 1085 700 2305 3125 3945 4765 5587 4'-0" PRECAST 514 763 4'-0" PRECAST 1363 _ 3000' 3815 4570 5325 6079 1901 6113 7192 OM7627 8751 1363 3000 3816 4570 5325 6079 4'-0" PRECAST 819 ON 1770 24M 3033 3856 4300 4'$" PRECAST 398 591 4'-0" PRECAST 1207 _ 25M 3376 4043 4711 6379 low5743 7547 0752 SRI 75B5 1207 3375 4043 4711 5379 5'4" PRECAST 931 1247 1999 25M 3123 36M 4249 5'-4" PRECAST 411 411 VAN PRECAST 1016 _2707 _ 18M 2374 29" 3513 4084 1s19 4460 7198 7342 5780 8259 1016 2836 3399 3981 4084 5'-10" PRECAST 817 1024 1631 2090 2549 3009 3470 5'-1D" PRECAST 340 339 5'-10" PRECAST 909 _2276'I 1499 1971 2443 2915 3387 1161 3893 5877 6036 6548 5776 929 2080, 3107 3820 4133 8'$" PRECAST 692 1139 3227 3031 3707 4383 5061 6'$" PRECAST 410 721 - fi'-8" PRECAST 835 1201'', _ _ 15'78 1955 2332 2709 1139 3227 4598 7054 10000 8625 835 1888 2329 2790 3251 3712 T-6" PRECAST 570 938 2498 2205 2898 3191 3685 7'-8" PRECAST 303 534 7'$" PRECAST 710 900 1161 14C 1743 2025 938 2496 UN 4884 7067 6472 7V 1624 2025 2428 28V 3228 9'-4" PRECAST 428 ON 1610 2204 2481 2818 2621 91" PRECAST 192 384 9, " PRECAST 454 ON 767 948 1129 1310 839 1074 2298 3081 4099 4899 572 - 1318 1643_ 190 2164 2519 10'-8" PRECAST 388 467 1247 1767 1904 2183 2028 10'-0" PRECAST 151 301 10'$' PRECAST 356 468 612 755 ON 1042 550 1407 1897 2781 3222 3784 504 1180 1472 1703 1710 1989 11 " PRECAST 330 544 1312 1742 2252 2866 3630 11,40 PRECAST 132 417 11-4" PRECAST 430 406 630 653 777 872 644 1312 1742 2252 2868 3r552 466 10421 1372 1643 1470 1710 12'-0" PRECAST 308 507 1210 1596 2048 2586 3191 12'-0" PRECAST 111; 370 12°-0" PRECAST 383 - 366 476 587 898 78s S07 1210 1596 2048 25M 3171 440 94O 1 1300 1560 1314 1476 13'�4" PRECAST 270 433 1045 1385 1T32 2157 2535 13'-4" PRECAST 82 298 13'-4" PRECAST 308 393 484 575 645 414 1045 1365 1732 2316 2605 396 _303 780 1057 1312 1071 1203 14'-0" PRECAST 254 388 978 1272 INS 1988 1 2279 141-W PRECAST 71 293 -0 14'" PRECAST 279 278 360 443 On 009 390 978 ' 1272 1606 1950 2389 378 - 717 961 1192 075 1133 14'-8" PRESTRESSED N.R. NR NR NR NR NR NR 14'-8" PRESTRESSED N.R. 283 14'-8" PRESTRESSED 239 422 ' S06 626 740 865 458 1079 1429 1824 2277 2712 248 ` 863I — 980 1237 1474 1715 15'-4" PRESTRESSED N.R. NR NR NR NR NR NR 15'-4" PRESTRESSED . N.R.52 15'�" PRESTRESSED 224 ' 387 464 574 684 793 412 1014 1340 1703 2118 2513 290 — 618 -- ON 1134 1353 1572 1T4" PRESTRESSED N R NR NR NR NR NR NR 1T4" PRESTRESSED N.R. 183 _ 174" PRESTRESSED 187 326 _ 365 451 687 ON 300 ON 1121 1413 1739 2047 192 506 720 501 _ 1135 1312 19'-4" PRESTRESSED N.R. NR NR NR NR NR NR 19,40 PRESTRESSED N.R. 148 19'4" PRESTRESSED 162 266 346 430 513 595 235 736 959 1200 1467 1716 166 429 623 803 950 1096 21'-4" PRESTRESSED N.R. NR NR NR NR NR NR 21'4" PRESTRESSED N.R. 125 21'-4" PRESTRESSED 142 219 308 381 464 527 180 so 833 1036 1188 1468 142 373 537 090 816 943 22'-0" PRESTRESSED N.R. NR NR NR NR NR NR 22'-0" PRESTRESSED N.R. 116 22'-0" PRESTRESSED 137 228 290 _ 359 428 497 165 550 764 992 1203 1381 137 358 613 659 779 900 24'-0" PRESTRESSED N.R. NR NR NR NR NR NR 24,-0" PRESTRESSED N.R. 91 24'-0" PRESTRESSED 124 174 245 302 s80 418 129 450 654 824 1014 1147 124 319 455 01 _ 887 793 - ALL VALUES TAKEN AS THE LESSER FROM "SAk LOAD TABLES" BY QUALITY 2018 EDITION, LOTTS MAY 2015 EDITION - PRECAST PRODUCTS BY OTHERS TO MEET OR EXCEED VALUES STATED ABOVE AND CASTCRETE MAY 2015 EDITION. - ALL PRECAST PRODUCTS ARE TO BE INSTALLED PER MANUFACTURES SPECIFICATIONS - PROVIDE MINIMUM 4" OF BEARING PAST EACH SIDE OF WINDOW OPENING PRODUCT CONTROL NOTICE OF ACCEPTANCE .E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 19-0130.13 Reviewed for Code Compliance Universal Engineering ID Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH,. FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 w w 13 win SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL 4EBB "1828-'CALI" A GARAGE SWING: i LEFT PAGE: SAFE LOAD TABLES 160 MPH EXP. C ARCHTECT STATE OF FLORIDA FEB 2 =z: 2021 MICHAEL C. ANDERSON AR NO 17305 IMENEW PRINT 02 DATE 1921 / / SCALE: 1 /4"= V - 0" SHEET 2.2A 4 h 4 Y1" FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10d'.x 1 1/2" HDG NAILS. CONCRETE TO WOOD FLOOR: SIMPSON LTA2 W/ (8) 10d x 1 1/2" HDG NAILS, WOOD TO WOOD: SIMPSON H10A OR LGT2 W/ 10d x 1 1/2" HDG NAILS, FILL ALL HOLES. 2. ALL PLYWOOD FOR WALL AND ROOF SHEATHING IS TO BE PER FASTENER SCHEDULE. 3. ALL PLYWOOD FOR FLOOR SHEATHING SHALL BE PER FASTER SCHEDULE MEETING THE REQUIREMENTS OF AFG-01 AND APPLIED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 4. ALL NAILS FOR TRUSS TO BEAM AND TRUSS TO TRUSS METAL CONNECTORS ARE TO BE GALVANIZED. 5. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE, CONNECTERS ARE TO BE GALVANIZED. 6. LINTELS AND MASONRY BEAMS WERE DESIGNED BASED ON CAST-CRETE CONCRETE LINTELS. 7. BOTTOM OF LINTELS ARE TO BE PLACED AT TOP OF WINDOW, DOOR AND CLEAR SPAN OPENINGS. 8. LINTELS SHALL HAVE 4" NOMINAL BEARING (4"). 9. 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. 10. 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. 11. TRUSS REACTIONS AND UPLIFTS SHOWN ARE THE SAME ON EACH END UNLESS OTHERWISE SHOWN DIFFERENT. 12. WOOD BEARING WALLS AND HEADERS HAVE BEEN DESIGNED BASED ON RATIONAL ANALYSIS. 13. ALL ELEVATIONS ARE REFERENCED FROM 0'-0", FINISH FLOOR. UNLESS NOTED OTHERWISE. 14, 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 ORDER TO AVOID CONFUSION AND MISTAKES. 3. TRUSS COMPANY / ENGINEER IS RESPONSIBLE FOR ALL TRUSS TO TRUSS CONNECTIONS. 4. AVOID PLACING A TRUSS PERPENDICULAR TO A STEEL COLUMN. MAINTAIN AT LEAST 8"FROM THE CENTER OF THE COLUMN. GIRDER/TRUSS YW/2X6 BOTTOM CHORD TRUSSES Wl2X4 BOTTOM CHORD 2x4 SCAB NAILED TO \— DIAGONAL END JACK:jV TRUSS BOTTOM BRACING/BOTTOM CHORD W/MIN (4}10d CHORD BRACING .RE APPLICABLE .NAILS FOR EACH CHORD CONNECTION nTRRTMTT.AR BOTTOM CHORD BRACING @ END """ `" —"'— — _-� FOR EACH CHORD CONNECTION nTSSTMTT.AR BOTTOM CHORD BRACING ® MID RUN M t() y✓, U U U 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON NAILSI& SECURE TO BM. W/ SIMPSON LTA2 USED 1-0 BRACE TOP OF WALL. FRAMING �TAN SCALE: 114" = 1,_0„ TAN. SCALE: CJI CJ3 CJ5 Win\ O O N N Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA32937 PH:321-802-3591 www.abdesigngroup.com AA #: 0003325 K i I II fj u I F h sJc; a � p 001 o b t' USDI'V. 8e LOT: CREEKSIDE PHASE 2 LOT #107 20JECT# 4321.201 /107R1 MODEL: 4 E BB "1828 CALI" GARAGE 'SWING: LE FTPAGE: FRAMING PLAN 160 MPH EXP. C No LSTA HITECT ®F FLfJRIDA FEB222021 0. ANDERSON � 1M3 5 PRINT DATE: 021921 SCALE: 1/4"=1'-0" SKEET 3 I z stw i" n is A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH (9) 10d x 1 Z' NAILS TO TRUSS PLYWOOD SHEATHING, SEE B-(2)SIMPSON HETA16 TRUSS ANCHOR WITH /FLOOR SH SHEATHING SHEATHING (12) 16d x"1 z" NAILS TO TRUSS FASTENER SCHEDULE" DBL STRAP; 1 EACH SIDE WRAPS UP AND OVER TRUSS (NOT SHOWN) C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH NOTE: A PT SYP #2 2" x 4". (16) 10d x 3 4° NAILS TO GIRDER AND 6", 8" x 4'-0" MAY BE ADDED (2) SIMPSON HETA16 TRUSS ANCHORS W/ 10d NAILS, 2 ROWS, 3" WITH (12) 16d x 3 z" NAILS TO GIRDER" O/C TO FACILITATE ONE New ADDITIONAL PLY MAX. TO 1x2, 2x WOOD FASCIA ACCOMMODATE TRUSS SEE ARCHITECTURAL ANCHOR REQUIREMENTS. 2x SECURED W/ (3)16d GALV. COMMON NAILS. ENGINEERED WOOD 1 x2 SECURED W/ 10d TRUSSES @ 24" O/C, GALV. COMMON NAILS ; SUBMIT SHOP DRAWINGS 12" O/C FOR REVIEW AND APPROVAL MASONRY BOND BEAM SEE SCHEDULE 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) a 1 b 1 c TYPICAL TRUSS/SCALE:3, (11 GIRDER CONNECTOR(S) O OUTER 113 OF SPAN ONLY I BTM. - PLATE DEPTH 1/4*D -HOLE EDGE >519' —HOLE DIAMETER <2/5*D SGL. STUD STUD NOTCHING I AND BORING LIMITS la Q 'f. EDGE >5/8" —HOLE DIAMETER < 3/5*D DBL. STUD ENGINEERED WOOD TR SSE PLYWOOD SHEATHING, SEE @ 24" O/C, SUBMIT SHO "ROOF/WALL/FLOOR DRAWINGS FOR REVIEW SHEATHING AND APPROVAL FASTENER SCHEDULE" (1) SIMPSON HETA16 TRUSS ANCHOR WITH NOTE: APT SYP #2 2" z 4", (9) 10d x 1 Z" NAILS TO 6", 8" x 4'-0" MAY BE ADDED GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3" MINIMUM CONCRETE O/C TO FACILITATE ONE EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO CONJUNCTION WITH ACCOMMODATE GIRDER HEAVY UPLIFT TIEDOWN REQUIREMENTS. CONNECTOR A-(1jSIMPSON LGT3-SDS2.5 GIRDER TIEDOWN WITH (4) s"x 5" TITEN HD TO CMU AND (12) SIDS ' 4'x 2'" TO GIRDER B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH (2) Z" x 5' TITEN HD TO CMU AND (18) SDS 4" x 1x2, 2x WOOD FASCIA 3" TO GIRDER SEEARCHITECTURAL C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH 2x SECURED W/16d (2)12" x 57ITEN HD TO CMU AND (18) SDS 4" x 3" GALV. COMMON NAILS ix2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED 12" O/C SEE SCHEDULE SOLID, 8" EACH WAY OF BOLTS A ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) B ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) C ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) TYPICAL ROOF 2a 2b 2C GIRDER CONNECTOR(S) SCALE:3/4'=V-0" # 1100 UPLIFT SIMPSON -- - j HTSM20 W/10 10d T TRUSS AND (4) 1/4" x 2 1/4" TITEN 2 ANCHORS T CONT POURED LINTEL # 1900 UPLIFT (2) SIMPSON HTSM20 INSTALLED ON �- PRE-ENGTRUSS OPPOSITE FACES O BLOCK WALL W/10 1 Od TO TRUSS AND (4) 1/4" x 2 1/4"; TITEN 2 ANCHORS T — / CONTINUOUS BOND BEAM CONT POURED LINTEL / F T 6-0" MAX (W/1X4) OR 10'-0" MAX (W/2X4) TITEN 2 ANCHORS MIN. 2" COVER & 2" APART REPAIR OF MULTIPLE MISPLACED EMBEDDED TRUSS ANCHOR SCALE:3/4"=1'-0 1x4 DIAGONAL BTM. CHORD BRACING, SEE PLAN FOR LOCATION MAY NOT BE REQUIRED BTM. CHORD OF WOOD ROOF TRUSSES 1x4 BTM. CHORD BRACING 6-0" O/C -- END WALL OR OTHER MAX., OR 2x4 BTM. CHORD BRACING END TYPE CONDITION. IF 10'-0" O/C MAXSECURED W/ (2)10d DEPICTED SEE PLAN COMMON NAILS AT EACH CHORD INTERSECTION TYP. BTM. CHORD BRAKING 6 SCALE: 3/4"=1'-0" (2) 2X4 No.2 SYP DIAG. — BRACE W/ (3)12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) U-Q" TO 30 -0" (1)"X" BRACE 30-l" TO 60 -0 (3) "X" BRACE (1) ")CBRACE @ CENTER (2) 'X' BRACE DIVIDED EQUALLY FROM CENTER TO END. 2x WOOD FASCIA, SEE ARCHITECTURAL PRE-ENG GABLE TRUSS STIFFBACK (AS PER TRUSS ENG) SEE SCHEDULE FOR - BOND BEAM REQ. 2x4 BLOCKING BETWEEN TRUSSES WHERE X-BRACING IS PRESENTAT 44O.C. (AT SHEATHING SEAMS) SECURE 2x 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) 10d s @ EACH TRUSS TO BE INSTALLED @ 10'-0" O.C. MAX. BLOCK WALL W/ GABLE END PRE-ENG'D TRUSS SCALE:3/4"=1'-0" THE USE OF ALTERNATE MATERIALS MAY BE USED SO LONG AS THEY CONFORM TO THE FOLLOWING 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL (171 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 H10A OR LGT2. ROOF TRUSSES ARE SUBJECT TO UPLIFT, F1, AND F2 FORCES ALL AT THE SAME TIME. FLOOR TRUSSES NOT EXPOSED TO WIND ARE SUBJECT TO F1 AND F2 FORCES: Reviewed for Code Compliance Universal Engineering ALTERNATE MATERIALS ID Sciences 11 SCALE: 3!4"=1'-0" 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-R02 3591 www.abd(,Signgroup.com AA #. 0003325 ~fit 7%1111 (.i l 'g r\ �� N kki.\u r igU9DIV. & LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL: 4EBB 5 "1828-CALI"� � GARAGE SWING: LEFT a.... PAGE: j# DETAILS i* 160 MPH EXP. C ARCH(11=CT STATE OF FLORIDA FEfl 2.2 2021 MICHAEL C. ANDERSON AR NO 17305 k� PRINT DATE: 02 19 21 SCALE:• 1%4 1'-0" SHEET S 3e 1 1fl I s r N '5 h� Y 4 Y 3r 4 yra, N aya 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 rol CONC.POURED LINTEL COURSE PRF-ENG'D WOOD TRUSS (TYP) @ 24" O.C. MAX FOR STRAPPING VERIFY W/ TRUSS PLAN �- CONT. 2x4 SECURED W/ (2) 10d's @ EACH TRUSS TO BE INSTALLED @ 10--0" O.C. MAX. GABLE END BRACING W/ PRE-ENG GABLE TRUSS @ CMU WALL SCALE: sr4"=1'-U Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.abd(,signgroup.com AA #: 0003325 VON \\ I `\ v, p S \ 4k ` ` N SUBDIV. 8c LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT* 04321.201 107R1 MODEL. 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MI'H EXP. C tTEB RIDA 2021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 02 19 21 SCALE: 1 /4"— f — 0" SHEET S 3 e 1 ppppppppp ppppppPpP VTCR SPACING (1) AT EACH END — ppPpppppp p 2x4 BLOCKING BETWEEN TRUSSES VTCR AND 6-0" O.C. MAX. ppppppP (2) 2X4 No.2 SYP DIAL. WHERE X-BRACING IS PRESENT AT BRACE W/ (3) 12d @ EA. 4'-0" O.C. (AT SHEATHING SEAMS) TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) U-0" TO 30'-0" (1) "X" BRACE �� ppppppppV 30'-1" TO 6U-0 (3) "X" BRACE PRE-ENG GABLE TRUSS ppppppppp (1) "X" BRACE @ CENTER - pllpppppl (2) "X" BRACE DIVIDED EQUALLY STIFFBACK AT ALL 2x SUB -BAND \ FROM CENTER TO END. UPRIGHTS OVER 4'-1 THIGH (AS PER TRUSS ENG) PLYWOOD SHEATHING, SEE "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. rENG SIDE VIEW 1x2. 2x WOOD FASCIA ONNECTION PER SEE ARCHITECTURAL USS MFG. 2x SECURED W/ (3) 16d D WOOD GALV. COMMON NAILS. 24" O/C,1 x2 SECURED W/ 10d PDRAWINGSGALV. COMMON NAILS CONT. 2X4 RAT RUN 12"O/C VAL SECURED W/ (2)12d's @ PRE-ENGINEERED MASONRY BOND BEAM EACH TRUSS VALLEY TRUSS CONNECTION SEE SCHEDULE GABLE END PRE-ENG'D TRUSS SCALE: N.T.S. W/ HIP RETURN SCALE 3/4"=1'-0" Reviewed for Code . Compliance Universal Engineering Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #107 PROJECT# 04321.201 107R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHrmcT. STATE OF FLORIDA 'FEB 222021 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 02 19 21 SCALE: 1 /4"=V-0" SHEET Sle�__3.1C f s; h. t S� GNERALNOTES:ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TOASTM C33/C33MMAXIMUM AGGREGATE SIZE SHALL BE314".STUCTURAL DRAWINGS SHALL BE USEDIN CONJUNCTION WITH JOB SPECIFICATIONS ANDWOOD. "A"ACHITECTURAL; MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT PROVIDE 6%AIR ENTRAINEDCONCRETE EXPOSED TO EARTH OR WEATHER NON -BEARING WOOD WALLS TOP PLATES &STUDS CAN f8E SPF.sLE-ENDACHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHERDETAILSNOT SHOWN OSTRhCTURALDRAWINGSAPPLICABLE BUILDING CODE STANDARDS: FBC-R 2020,7th EDITIONALLEXPOSED EDGES OF CONCRETEARE T08E CHAMFERED 314'. ALL WOOD FOR BEAMS, BEARING WALLS, SOLE PLATES, TOP PLATES, BRACING, LEDGERS, BLOCKING, A1318-�14BUILDING CODEREQUIREMENTSCRIPPLERS, SILLS, ETC., SHALLBESOUTHERN PINE NO, Y OR BETTER. Fh = 1100 P51 AND A MODULUS OF PROVIDE 6-MILCONTINUOUS POLYETHYLENEVAPOR BARRIER MEMBRANEUNDER ALL SLABS -ON -GROUND WHEE INDICATED ON ELASTICITY - 1,400,000 PSI. ALUWOOD IN CONTACT WITH OONCRETE OR CONCRETE BLOCK SHALL BE FOR STRUCTURALCONCRETE, TMS 402/602-16AISI SPECIFICATION FOR THE DESIGN OFDRAWINGS.SEAMS LAPPED 61NCHESAND SEALEDWITH ADHESIVETAPE.�PRESSURE TREATED. PRESSURE TREATEDBOTTOM PLATE REQUIRED. WOOD FOR NON-STRUCTURAL USES DLDFORMEDSTEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND AISC SPECIFICATIONS SHALL BE RATED TO RETENTION LEVELSOF 0.25 PCFOFA BORATE PRESERVATIVETREATMENT: DISODIUM II OALDETAILS AND SECTIONSSHOW ON THE DRAWINGS ARE INTENDED TO BETYPICAL ANDFORMWORK.CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY /7OO�STRUED TOAPPLYTO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT,FORM-WORK, SHORING; AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALL, REASON SHALL BE RATEp TORETENTION LEVELSOF 0.42PCF FOR DOT ORMORE. NAILS, SPIKE, BOLTS USED I{ O O O SHALL BE CON AND FOOTINGS SHALL BE DESIGNED AND. CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT r 0 E CEPTiWHERE A DIFFERENT DETAIL IS SHOWN. �, O .EDITION;"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK, li CONTAINS MORE THAN''/z' OF HEARTWOOD. 0 Sri O O O ® ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT SCALE THE MINIMUM NAILING PER FBCR 2020,7th EDITION. SEE NAILING SCHEDULE ON PLANS. ® O O Iq Iq Iq 7 ® DRAWINGS. FOLLOW 'WRITTEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: ' O T THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART WATERPROOFING, FLASHING, SOUND ISOLATION FIRE SEPARATION, OR OTHER NON STRUCTURAL ITEMS 0 O O O 0 O THE WORK - ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BESTRUC URALDEPENDING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER , ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAYBE REQUIRED BUT ARE B OTHERS. SYP #2. 2E ( 1 p 2R 2R O 2E THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING `.f I I ITY T DETERMINE : ERECTION PROCEDURES AND UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED :: „ IS OMP4ET)„,ITC$ THE CONTRACTORS RESPONS B L 0 ,... LOCATIONS WITHOUT WOODEN TOP _.A A � SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS WELDED WIRE MESH: AT BEARING O 0 D RINGiERECTION; THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, WELDED WIRE MESH, SHALL BE ASTM A1064/AY064M, GRADE 65 AND BE PLACED IN ACCORDANCE WITH THE_ ® O O O TEMPORARY BRACING, GUYS Of271E-DOWNS ACI TYPICAL DETAILS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH F R.SLABS SHALL WOOD. TRUSSES: ® O O v TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR f 17 O 0 THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE. PREPARATION BE SUPPORTED WITH 2" CHAIRS SPACED 3'-D" OC, EACH WAY. STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE � O O OO � REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS: SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA. SEE NOTED FOR SHOP DRAWINGS. h O O DO NOTI�SCALEDRAWINGSTHE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL O O 0 TO WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHAL BE ASTM A.615 MEETING THE REQUIREMENTS OF ASTM A446/A446M,.GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. O ® O O O O v GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACED I ACCORDANCE C? O O O O ,.. W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS AND SPECIFICATIONS. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI 14, "DESIGN NATIONAL O O .F V DESIGN LOADS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. HORIZONTAL ® 2R O O O O 2R � STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION" O O P AND VERTICAL BARS SHALL LAP 6 x BAR NO. UNSCHEDULED FIELD LAPS ARE SUBJECT TO NGINEER'S COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED R OF: LIVE LOAD FLOOR: LIVE LOAD 40 psf REVIEW. WOOD TRUSSES. v O ®O 2R O 2R O O O 0 20 psf TOP CHORD -non-concurrent TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" _ O O O 10 psf BTM CHORD -non -concurrent #5 BAR - 30" #7 BAR - 42" TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF V O O® 0 O O V PROVIDE 36"x 36" CORNER BARS, BOND BEAM ONLY, LAPPEDANDTIED TO EACH BEAM REB. R, SEE DETAILS LOCATIONS WITH GUSSETS, CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR � O O O O O O O O 0 � DEAD LOAD DEAD LOAD FOR ADDITIONAL INFORMATION. INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSIIASCE 7 88: 1990. O O O � 16 pai TOP CHORD 20 psf TOP CHORD ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOO LNG, O (7 psf w/ ASPHALT SHINGLES) (10 psf w/ No GYPCRETEj HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS O 10 psf BTM CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE. WALL AT THE TOP AND BOTTOM WITH - DEAD LOAD TO RESIST. WIND UPLIFT; 10psf MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THE HEIGHT OF THE CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT 3 �9 ® v Q V 0 V << 2E -Q, 0 V v v V � 3 WALL TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL BALCONY LIVE LOAD 60 psf STAIRS LIVE LOAD 40 psf RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNERS- DOWEL ROOF &FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING wPROOF .. DEAD LOAD SPEED =160 MPH 3- SECOND GUST ND: INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER POSSIBLE. DETERMINATIONS, FEASIBILITY &ARCHITECTURAL AIDE. TRUSS MANUFACTURER 1S RESPONSIBLE FOR FINAL RES (ASCE 7-16 (FBCR2020) EXPOSURE C. RISK CATEGORY Ip LAYOULSPANS &ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT PRESSURES ROOF WIND .DESIGN � LIVE LOADS UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WITH LIMITED DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF MBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE PLANS SHALL BE NOTIFIED TO THE NET (GROSS) RSCE 7-16 STORAGE: 20 sf; HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) _ P WITHOUT THE APPROVAL OF THE ENGINEER. STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL ZONE 1 - 23.79 PSF (33.79). AND DECKS: 40psf:,.GUARDS AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS 50psf, PASSENGER - ZONE2 = 39.48 PSF (49.48) OTHER THAN SLEEPING ROOM: 40 sf, SLEEPING ROOMS: 30psf, STAIRS: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND AFULLY DIMENSIONED ERECTION VEHICLE GARAGES: SOpsf, ROOMS O P PLAN SHOWING COMPONENT LAYOUT, SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA ZONE 3 = 67.16 PSF (77.16) 4 psf IuIASONRY:- 'LICENSED PROFESSIONAL ENGINEER: "A'"= 4'-0" END ZONE DISTANCEMASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF THE BASIC WIND SPEED: 160MI�H "SPECIFICATION MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR ASONRY . „ " SHOPDRAW{NG REVIEW. - THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE A PUBLISHED BY Y STRUCTURES AND COMMENTARIES), TIONS FORMA50NR C TURFS AND SPECIFICATIONS WIND EXPOSURE STRUCTURES RISKCATAGORY: If SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT CONSTRUCTION SCHEDULE, AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS THE MASONRY STANDARDS JOINT COMMITTEE APPLICABLE INTERNAL O THE, OONTRACT DOCUMENTS ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY PROVIDED BY THE TRUSS ENGINEER.. +_ COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH ELEVATIONS, DIMENSIONS, ETC: THE TRUSS TO STRUCTURE CONNECTIONS AND LOADS SPECIFIED ON THIS PLAN SHALL SUPERCEDE THOSE PRESSURE COEFFICIENT 0.16 ALL BLOCK WALLS SHALL BE TWO -CELL HOLLOW CONCRETE MASONRY REGULAR SIZE BLO K WITH ASTM C-90. GRADE f'm = 2000 PSI. BLOCK SHALL E PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT GS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR A L SHOP DRAWINGS RUNNING BOND UNLESS OTHERWISE NOTED; LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE ROOF DIAPHRAGM ROOF/ V VALL,I FLOOFV DRAWINGS SUBMITTED WITHOUT -REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM ALL TRUSS TO TRUSS CONNECTIONS; „ CON -TRACT DOCUMENTS ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH FOR ASPHALT SHINGLE ROOF, USE MIN 19/32 STRUCTURAL SHEATHING, O REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS ( ) ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 P51 AT 28 DAYS, UNLESS NTITIOUS.TILE AND METAL ROOFING, USE MIN. ITHO �� T THE EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" EXP 1 (40/20), FOR CEME SHEATHING DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN 19/32" STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD COURSE AGGREGATE; AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY. MECHA ICAL VIBIZA"FION WRITING BY THE ARCHITECT. I' AND "EDGE SPACING) SEE DETAIL. FASTENER SCHEDULE TO CONSOLIDATE GROUT. ROOF SHEATHING TO GABLE END FRAME USE 10d RING SHANK GUN -I. " O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4- OF. :. FOUNDATION/ SITE PREPARATION: TYPE M" OR."S"MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT: MORTAR SHALL BE : NAILS @ 4 O NAIL REQUIREMENTS LNG PRESSURE OF 2 000 sf FOOTING IZONTAL AND VEf2TICA MORTAR JOINTS ' FVV7 GABLE END. PLATES. SIGNED AND �1N3R2N 3E 81ZE HEAD LENGTH DIA. TENSILE STR. SHANK ASTM 10d RING SHANK, 2 1l2^0.131 RSRS-03 SCREW SHANK RING 170,000 (16-20 RINGSF1667 Sd RING SHANK,2 3/8" 0.113 PER INCH)RSRS-01 SCREWSHANK Sd RING SHANK, F1667 PNEUMATIC 2 3/8" 0.113 RSRS-01SCREW-NAILS FOTIGS WERE DESIGNED FOR AN ALLOWABLESOILP PROPORTIONED AND MIXED AS OUTLINED UNDER ASTMHOR ECAVLAL��TIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY QENSITY OF AT LEAST 95% OFTHE SHRILL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS "FRAY XTENDINTOMODIFIkD PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED. SIL FQR TE RMITE PROTECTION.FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND RVERTICAL TE OWNER SHALLRETAIN THE SERVICES OF ANiNDEPENDENT GE0-TECHNICAL ENGINEERTO VERIFY REINFORCING. SCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS.LOCATIONS FAILING TO MEETTHEECHNICAL ENGINEERS REQUIREMENTS SHALLBE RE -COMPACTED ANDRETESTED ATTHE LAP VERTICAL REBAR 6 X BAR NO. (48 BARDIAMETERS)., UN.O.CENTR'�ACTOR'S EXPENSEAND AS DIRECTED BY THE ARCHITECTWRITTEN CERTIFICATION THAT THE INIMIJMDESIGNBEARING CAPACITY; AND THATTHE COMPACTION REQUIREMENTS HAVE BEEN METSHALLRALSTEEL: STRUCTUBMAbE BY THEGEO-TECH;ENGINEER.THE MATERIAL, FABRICATION,ANDEF:ECTION OF STRUCTURAL STEEL SHALLCOMPLY V41TWTHE ryPE E OR S, RAFTER OR TRUSSSPECIFICATIONS FORTHE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL SFEELfR BUIL[)INGS; ROOF SHEATHINGNCRETE: 9THEDITION,BY THEAMERICANINSTITUTE OF STEEL CONSTRUCTIONSTRUCTURALSTEEL SHALL BE ASTM ONCRETESHALLACHIEVE MINIMUM28 DAYCOMPRESSIVE STRENGTHSAS FOLLOWS: A361A36M, Fy =36 ksiFORANGLES, PLATES, AND W-SHAPES. STRUCTURALTUBINGSHALLE ASl"M C7 = A500/A500M, GRADE B,Fy- 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M,GRADE B,y EXTERIOR SHEATHING�,,500 PSIREGULAR WEIGHT FORPOOTINGS,ANDSLAB-ON-GRADE 35 ksi. TUBE ANDPIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. USE 112"CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILSAT 43,000 PSIREGULAR WEIGHT FOR BEAMS, COLUMNS, ANDS"STRUCTURAL TERRACE SLAB. O.C: AT PANEL SIDES AND Sd RING SHANK GUN NAILS 4" O.C. TOP 8ANCHOR BOLTS AT THE COLUMNBASES SHALL BE ASTMA307 BOLTS WITH DOUBLE -NUT L VELINGALL BOTTOMPANELANDSdRINGSHANKGUNNAILSAT6"O.G:ATCTRACTORSHALL SUBMIT PROPOSEDMIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM F3125lF3125M BOLTSWITH WASHERS UNDER THE TURNED CEMENT. BOLTS HATHING SYSTEMINSTALLEDCCRETE PLACEMENT:CONCRETE SLllMP SHALL NOT EXCEED 5"!-PRIOR TO THE ADDITION OF PLASTICIZER: SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-pFF-THE-NUT METHOD. INTERMEDIATE SUPPORTS OR 7/16"ZIPSEPER MANUF. SPECS.) SEE DETAIL.BUILDING LENGTH CONCRETE SHALL COMPLY WITH ALLTHE REQUIREMENTS OEAC1318AND ASTM C94/C94M OR MEASURING, MIXING,TRANSPORTING,ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ROOF SHEATHINGLAYOUT EC CO CRETETICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHEDTHE MAXIMUM TIME ALLOWED FROM WHENAND ENDWALL BRACING ATERINSADDEDTOTHE MIXUNTILIT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED90MINUTESIF FORANY REASON I FOR GABLE END FRAMING TEREI6A DELAY IN $UCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THECONCRETE SHALL NOT BEPLACED. IT SHALL BTHE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVEAND THE CONTRACTOR OFANYROOFSHEATHINOATTACHEMENT SPACING NOTE:GABLES-DROPGABLE END & (1) ADD'LDROPPED ON COMPLIANCE WITH THEABOVE. ZONE 1: 10d NAILS @4"O.C. ONEDGE AND 6�� O.C. IN FIELD TRUSS 2X4 #2 SYP OUTLOOKER RAFTER W/BLOCKING.EQUIRIBD CONCRETECOVERAGE OVER REBAR SHALL BE AS FOLLOWS:GE A ND40 C.IN FIELD d NAILS4O.C: ON EDCH2x4#2 SYPZONE2e2n2r. 10@O DROPPED GABLE ENDATTARTHFOUNDATIONS: ,16O.C.IF N()ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ONEDGE AND 4" O.C. IN FIELD BLOCKING @ 16"O.C. FIRST 4 BAYS W/(2)12dNAILS EAF`OR CONCEREEXPOSEDOI EARTH ANDORAWEATHER�OSED TO EAEND:ATTACH ROOF SHEATHINGTORAFTERS2/d-1/2"FOR#SAND SMALLERBLOCKING PER NAILING SCHEDULE2FOR#fiAND LARGER FOR CONCRETE NOT EXPOSED TO WEATHER ANDOISTS 8d RING SHANK GUN NAILS @ 4" O.C. TOP &BOTTOM EDGES J Z U) - -IYH. tX I. SHtHI HIIVL.0 HIIHI.nrvlervl U w � O U W Y W O N 10d RING SHANK GUN NAILS - SEE "ROOF SHEATHING ATTACHMENT' TABLE FOR FIELD SPACING TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF JHCHI HILVb . ' #8 2" DECK SCREWS @ 6"-8" O.C. MAX .@ EQGES & 12" O.C. MAX IN FIELD. "UNTyREADED ' SHANK TO EXTEND BEYOND THICKNESS OF ' SUB -FLOOR SHEATHING TYP,3/A" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS 3/4 FOR SLABS; WALLS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS I C 81ZE HEAD LENGTH DIA. TENSILE STR. SHANK ASTM 10d RING SHANK, 2 1l2^0.131 RSRS-03 SCREW SHANK RING 170,000 (16-20 RINGSF1667 Sd RING SHANK,2 3/8" 0.113 PER INCH)RSRS-01 SCREWSHANK Sd RING SHANK, F1667 PNEUMATIC 2 3/8" 0.113 RSRS-01SCREW-NAILS FOTIGS WERE DESIGNED FOR AN ALLOWABLESOILP PROPORTIONED AND MIXED AS OUTLINED UNDER ASTMHOR ECAVLAL��TIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY QENSITY OF AT LEAST 95% OFTHE SHRILL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS "FRAY XTENDINTOMODIFIkD PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED. SIL FQR TE RMITE PROTECTION.FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND RVERTICAL TE OWNER SHALLRETAIN THE SERVICES OF ANiNDEPENDENT GE0-TECHNICAL ENGINEERTO VERIFY REINFORCING. SCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS.LOCATIONS FAILING TO MEETTHEECHNICAL ENGINEERS REQUIREMENTS SHALLBE RE -COMPACTED ANDRETESTED ATTHE LAP VERTICAL REBAR 6 X BAR NO. (48 BARDIAMETERS)., UN.O.CENTR'�ACTOR'S EXPENSEAND AS DIRECTED BY THE ARCHITECTWRITTEN CERTIFICATION THAT THE INIMIJMDESIGNBEARING CAPACITY; AND THATTHE COMPACTION REQUIREMENTS HAVE BEEN METSHALLRALSTEEL: STRUCTUBMAbE BY THEGEO-TECH;ENGINEER.THE MATERIAL, FABRICATION,ANDEF:ECTION OF STRUCTURAL STEEL SHALLCOMPLY V41TWTHE ryPE E OR S, RAFTER OR TRUSSSPECIFICATIONS FORTHE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL SFEELfR BUIL[)INGS; ROOF SHEATHINGNCRETE: 9THEDITION,BY THEAMERICANINSTITUTE OF STEEL CONSTRUCTIONSTRUCTURALSTEEL SHALL BE ASTM ONCRETESHALLACHIEVE MINIMUM28 DAYCOMPRESSIVE STRENGTHSAS FOLLOWS: A361A36M, Fy =36 ksiFORANGLES, PLATES, AND W-SHAPES. STRUCTURALTUBINGSHALLE ASl"M C7 = A500/A500M, GRADE B,Fy- 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M,GRADE B,y EXTERIOR SHEATHING�,,500 PSIREGULAR WEIGHT FORPOOTINGS,ANDSLAB-ON-GRADE 35 ksi. TUBE ANDPIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. USE 112"CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILSAT 43,000 PSIREGULAR WEIGHT FOR BEAMS, COLUMNS, ANDS"STRUCTURAL TERRACE SLAB. O.C: AT PANEL SIDES AND Sd RING SHANK GUN NAILS 4" O.C. TOP 8ANCHOR BOLTS AT THE COLUMNBASES SHALL BE ASTMA307 BOLTS WITH DOUBLE -NUT L VELINGALL BOTTOMPANELANDSdRINGSHANKGUNNAILSAT6"O.G:ATCTRACTORSHALL SUBMIT PROPOSEDMIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM F3125lF3125M BOLTSWITH WASHERS UNDER THE TURNED CEMENT. BOLTS HATHING SYSTEMINSTALLEDCCRETE PLACEMENT:CONCRETE SLllMP SHALL NOT EXCEED 5"!-PRIOR TO THE ADDITION OF PLASTICIZER: SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-pFF-THE-NUT METHOD. INTERMEDIATE SUPPORTS OR 7/16"ZIPSEPER MANUF. SPECS.) SEE DETAIL.BUILDING LENGTH CONCRETE SHALL COMPLY WITH ALLTHE REQUIREMENTS OEAC1318AND ASTM C94/C94M OR MEASURING, MIXING,TRANSPORTING,ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ROOF SHEATHINGLAYOUT EC CO CRETETICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHEDTHE MAXIMUM TIME ALLOWED FROM WHENAND ENDWALL BRACING ATERINSADDEDTOTHE MIXUNTILIT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED90MINUTESIF FORANY REASON I FOR GABLE END FRAMING TEREI6A DELAY IN $UCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THECONCRETE SHALL NOT BEPLACED. IT SHALL BTHE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVEAND THE CONTRACTOR OFANYROOFSHEATHINOATTACHEMENT SPACING NOTE:GABLES-DROPGABLE END & (1) ADD'LDROPPED ON COMPLIANCE WITH THEABOVE. ZONE 1: 10d NAILS @4"O.C. ONEDGE AND 6�� O.C. IN FIELD TRUSS 2X4 #2 SYP OUTLOOKER RAFTER W/BLOCKING.EQUIRIBD CONCRETECOVERAGE OVER REBAR SHALL BE AS FOLLOWS:GE A ND40 C.IN FIELD d NAILS4O.C: ON EDCH2x4#2 SYPZONE2e2n2r. 10@O DROPPED GABLE ENDATTARTHFOUNDATIONS: ,16O.C.IF N()ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ONEDGE AND 4" O.C. IN FIELD BLOCKING @ 16"O.C. FIRST 4 BAYS W/(2)12dNAILS EAF`OR CONCEREEXPOSEDOI EARTH ANDORAWEATHER�OSED TO EAEND:ATTACH ROOF SHEATHINGTORAFTERS2/d-1/2"FOR#SAND SMALLERBLOCKING PER NAILING SCHEDULE2FOR#fiAND LARGER FOR CONCRETE NOT EXPOSED TO WEATHER ANDOISTS 8d RING SHANK GUN NAILS @ 4" O.C. TOP &BOTTOM EDGES J Z U) - -IYH. tX I. SHtHI HIIVL.0 HIIHI.nrvlervl U w � O U W Y W O N 10d RING SHANK GUN NAILS - SEE "ROOF SHEATHING ATTACHMENT' TABLE FOR FIELD SPACING TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF JHCHI HILVb . ' #8 2" DECK SCREWS @ 6"-8" O.C. MAX .@ EQGES & 12" O.C. MAX IN FIELD. "UNTyREADED ' SHANK TO EXTEND BEYOND THICKNESS OF ' SUB -FLOOR SHEATHING TYP,3/A" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS 3/4 FOR SLABS; WALLS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS I C FOTIGS WERE DESIGNED FOR AN ALLOWABLESOILP PROPORTIONED AND MIXED AS OUTLINED UNDER ASTMHOR ECAVLAL��TIONS AND SLAB SUB -GRADE SHALL BE COMPACTED TO A DRY QENSITY OF AT LEAST 95% OFTHE SHRILL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS "FRAY XTENDINTOMODIFIkD PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREAT ALL CELLS TO BE FILLED. SIL FQR TE RMITE PROTECTION.FILL CMU CELLS SOLID WITH GROUT AT ALL CELLS TO RECEIVE EXPANSION ANCHORS AND RVERTICAL TE OWNER SHALLRETAIN THE SERVICES OF ANiNDEPENDENT GE0-TECHNICAL ENGINEERTO VERIFY REINFORCING. SCCESSFUL COMPLETION OF SITE PREPARATION EFFORTS.LOCATIONS FAILING TO MEETTHEECHNICAL ENGINEERS REQUIREMENTS SHALLBE RE -COMPACTED ANDRETESTED ATTHE LAP VERTICAL REBAR 6 X BAR NO. (48 BARDIAMETERS)., UN.O.CENTR'�ACTOR'S EXPENSEAND AS DIRECTED BY THE ARCHITECTWRITTEN CERTIFICATION THAT THE INIMIJMDESIGNBEARING CAPACITY; AND THATTHE COMPACTION REQUIREMENTS HAVE BEEN METSHALLRALSTEEL: STRUCTUBMAbE BY THEGEO-TECH;ENGINEER.THE MATERIAL, FABRICATION,ANDEF:ECTION OF STRUCTURAL STEEL SHALLCOMPLY V41TWTHE ryPE E OR S, RAFTER OR TRUSSSPECIFICATIONS FORTHE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL SFEELfR BUIL[)INGS; ROOF SHEATHINGNCRETE: 9THEDITION,BY THEAMERICANINSTITUTE OF STEEL CONSTRUCTIONSTRUCTURALSTEEL SHALL BE ASTM ONCRETESHALLACHIEVE MINIMUM28 DAYCOMPRESSIVE STRENGTHSAS FOLLOWS: A361A36M, Fy =36 ksiFORANGLES, PLATES, AND W-SHAPES. STRUCTURALTUBINGSHALLE ASl"M C7 = A500/A500M, GRADE B,Fy- 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M,GRADE B,y EXTERIOR SHEATHING�,,500 PSIREGULAR WEIGHT FORPOOTINGS,ANDSLAB-ON-GRADE 35 ksi. TUBE ANDPIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. USE 112"CDX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILSAT 43,000 PSIREGULAR WEIGHT FOR BEAMS, COLUMNS, ANDS"STRUCTURAL TERRACE SLAB. O.C: AT PANEL SIDES AND Sd RING SHANK GUN NAILS 4" O.C. TOP 8ANCHOR BOLTS AT THE COLUMNBASES SHALL BE ASTMA307 BOLTS WITH DOUBLE -NUT L VELINGALL BOTTOMPANELANDSdRINGSHANKGUNNAILSAT6"O.G:ATCTRACTORSHALL SUBMIT PROPOSEDMIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO OTHER BOLTS SHALL BE ASTM F3125lF3125M BOLTSWITH WASHERS UNDER THE TURNED CEMENT. BOLTS HATHING SYSTEMINSTALLEDCCRETE PLACEMENT:CONCRETE SLllMP SHALL NOT EXCEED 5"!-PRIOR TO THE ADDITION OF PLASTICIZER: SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-pFF-THE-NUT METHOD. INTERMEDIATE SUPPORTS OR 7/16"ZIPSEPER MANUF. SPECS.) SEE DETAIL.BUILDING LENGTH CONCRETE SHALL COMPLY WITH ALLTHE REQUIREMENTS OEAC1318AND ASTM C94/C94M OR MEASURING, MIXING,TRANSPORTING,ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. ROOF SHEATHINGLAYOUT EC CO CRETETICKETS SHALL BE TIMESTAMPED WHEN CONCRETE IS BATCHEDTHE MAXIMUM TIME ALLOWED FROM WHENAND ENDWALL BRACING ATERINSADDEDTOTHE MIXUNTILIT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED90MINUTESIF FORANY REASON I FOR GABLE END FRAMING TEREI6A DELAY IN $UCH THAT A BATCH IS HELD FOR LONGER THAN 90 MINUTES, THECONCRETE SHALL NOT BEPLACED. IT SHALL BTHE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVEAND THE CONTRACTOR OFANYROOFSHEATHINOATTACHEMENT SPACING NOTE:GABLES-DROPGABLE END & (1) ADD'LDROPPED ON COMPLIANCE WITH THEABOVE. ZONE 1: 10d NAILS @4"O.C. ONEDGE AND 6�� O.C. IN FIELD TRUSS 2X4 #2 SYP OUTLOOKER RAFTER W/BLOCKING.EQUIRIBD CONCRETECOVERAGE OVER REBAR SHALL BE AS FOLLOWS:GE A ND40 C.IN FIELD d NAILS4O.C: ON EDCH2x4#2 SYPZONE2e2n2r. 10@O DROPPED GABLE ENDATTARTHFOUNDATIONS: ,16O.C.IF N()ZONE 3,3e, 3r: 10d NAILS @ 4" O.C. ONEDGE AND 4" O.C. IN FIELD BLOCKING @ 16"O.C. FIRST 4 BAYS W/(2)12dNAILS EAF`OR CONCEREEXPOSEDOI EARTH ANDORAWEATHER�OSED TO EAEND:ATTACH ROOF SHEATHINGTORAFTERS2/d-1/2"FOR#SAND SMALLERBLOCKING PER NAILING SCHEDULE2FOR#fiAND LARGER FOR CONCRETE NOT EXPOSED TO WEATHER ANDOISTS 8d RING SHANK GUN NAILS @ 4" O.C. TOP &BOTTOM EDGES J Z U) - -IYH. tX I. SHtHI HIIVL.0 HIIHI.nrvlervl U w � O U W Y W O N 10d RING SHANK GUN NAILS - SEE "ROOF SHEATHING ATTACHMENT' TABLE FOR FIELD SPACING TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF JHCHI HILVb . ' #8 2" DECK SCREWS @ 6"-8" O.C. MAX .@ EQGES & 12" O.C. MAX IN FIELD. "UNTyREADED ' SHANK TO EXTEND BEYOND THICKNESS OF ' SUB -FLOOR SHEATHING TYP,3/A" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS 3/4 FOR SLABS; WALLS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS I C 8d RING SHANK GUN NAILS @ 4" O.C. TOP &BOTTOM EDGES J Z U) - -IYH. tX I. SHtHI HIIVL.0 HIIHI.nrvlervl U w � O U W Y W O N 10d RING SHANK GUN NAILS - SEE "ROOF SHEATHING ATTACHMENT' TABLE FOR FIELD SPACING TYP. EXT. SHEATHING ATTACHMENT FOR STRUCTURAL ROOF JHCHI HILVb . ' #8 2" DECK SCREWS @ 6"-8" O.C. MAX .@ EQGES & 12" O.C. MAX IN FIELD. "UNTyREADED ' SHANK TO EXTEND BEYOND THICKNESS OF ' SUB -FLOOR SHEATHING TYP,3/A" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS 3/4 FOR SLABS; WALLS 1-1/2" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS I C FASTENER SCHEDULE r WASHER Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A. SUITE301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 00033?5NS I h " 1 I 6X k I ;II b 1 frj I ry p 1 I °s I a r j . 1 r:yq I e 4 5 �� r ? 9LJHDtV. 8e L�'� . "s CREEKSIDE PHASE 2 LOT #107 PROJECT 04321.201 107R1 ®DEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. COO ARCHITECT ` STATE OF FLORIDA "fE8"2-2 2021 M ICHAEL C. ANDERSON AR NO 17305 r"'r" 02 19 21 DATE: SCALE: 1 /4"=1' - 0" SHEET _IL xd