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HomeMy WebLinkAboutBuilding Plans»�MAaVAWWNVAAy- _..w\\\�\\\\� ....................._ ON f� . a J i _7 __ A J `'ER [DRIVE NE, PALM BAY, e4 (321) 733-7092 Fax: (321) 733-7972 1 STATE OF FLORIDA T. . " � DESIGN CRITERIA: ABBREVIATIONS REVISIONS CERTIFIED BUILDING CONTRACTOR.. �° n` ujW o ocoDE, Famzw IAL, AB° ABOVE oNDITIONING LAM LAVA OR DATE DESCRIPTION _ INDEX �� DRAWINGS ,. ", i ) 01/16118 CDS ISSUED x LL LOCAL •�� AL ADJUSTABLE M.C. MEDICINE ANUFACU3RI T ARCHITECTURAL SHEET # DESCRIPTIC� l sY1�L �A CODES ALT ALTERNATE MFR. MANUFACT[JRER'� 01A5/18 2011 P8C UPDATE -- _.._ AMP AMPERAGE MIN: MINIMUM - --- PG C1-COVER SHEET - DR HORTON HOMES ®OCCUPANCY RESIDENTIAL, GROUP R3 BD BOARD M.T. METAL THRESHOLD 01/16/18 CDSW-ISSUED PG GN- GENERAL NOTES CONSTRUCTION TYPE - VB CL CENTER LINE MTD. MOUNTED i CAB CABINET MTL. METAL 02/21/I8 SIDING ELEVATIONS ADDED 1430 CULVER DRIVE NE -MIN. INTERIOR FINISH - CLASS B PG Al -FLOOR PLAN CLG CEILING NT.s. NOT TO SCALE 03/26/18 CO'S RE -ISSUED PG A2C-ELEVATION "C PALM BAY FL 32907 ®BASIC WIND SPEED -.volt=lso MPH CUR CLEAR O.C. ON CENTER r Vasd=124 MPH CC.T.0 CERAMIC TILE P.B.CONCRETE HONE a To� 041I9AB FOOTING REVISION PER M.50WS PG El -ELECTRICAL ELAN EEL: (321) 733-7092 -EXPOSURE - c06/21/18 CDSRE ISSUED PG Pi -PLUMBING PLAN c D. DRYER PLT. PLATE PG Ml-MECHANICAL PLAN DBL. DOUBLE PLYWD. PLYWOOD FAX: (321) 733-7972 2-STORY RESIDENCE MAX. RIGHT As PER LOC 02n9n9 ADDED cuReLESs FoorER AT GARAGE DETAIL (FORr MYERS) PG D1-DETAILS -1-STORY RESIDENCE n A DIDUALDIAMETER PR .T PAIR PG D2—DETAILS- AND STATE CODES niA DIAMETER P.T. PRESSURE TREATED 02/12/19 PLAN j"I,QINj)=N/LyGE DIM DIMENSION R. RISER PG WA1-WALL ASSEMBLY DETAILS DISP DISPOSAL RAD. RADIUS 03129M REVISED LINTEL SIZE AT PROM ENTRY. DOOR PG WA.2-WALL ASSEMBLY DETAILS DP. DEEP R.A.G. RETURN. AIR GRILL �f j71�1 /1�� /Y DR DOOR REF. REFRIGERATOR 04124A13 ADDED ADDITIONAL RECEPTACLE IN GARAGE PER WILL BATSON (MEL PG WA3—WALL ASSEMBLY DETAILS ►7Q.P 1. IiL�JJIi. ►7 U.S.OWNSPOUT RM. ROOM PG WA4—NOT USED STATE OF FLORIDA04n4n9 tVISED HVAc VOLUMES ON SOFT CALG SCHEDULE (MELS.) PG WA5—NOT USED DEL.`DETAIL R.O. ROUGH OPENING PROFESSIONAL ARCHITECT: D.W.DISHWASHER S.C. SOLID CORE EXTDR 06/12A9 ADDED 'EXTERIOR MONO DEEP FOOTER'DETAIL 12/S1.IA(ORL) PG WAIS-WALL ASSEMBLY DETAILS EA EACH S.D. SINDETECTOR 06/1U+ 19 ADDED LED LIGHTS KITCHEN 4 BATH PER MARK 50WES ELEV ELEVATION S.H. SINGLE E HUNG MICHAEL C. ANDERSON �s EQ. EQUAL SHE. SHEET EXH EXHAUST SHT'HG. SHEATHING 01/19A9 ADDED STONE OPTION ELEVATION C t D (TAMPA) �a , AR 1V Q., 17305 Fl LIVING 18�8 $Q. FT. FEXT. FIXED GLASS SIM. SIMILAR EXTERIOR SHWR. SHOWER 09/11/19 ELEVATION Ys SIDING -ADDED LOUVER IN CsABLE ROOF GARAGE 430 SQ. FT. F G FUEL GAS SL. SLIDING I0/25/19 ADDED OPT. 8'-®' CEILING HEIGHTS ENTRY 16 5Q, FT. FUN FINISH SSLIDING GLASS 01/01/20 REPLACE USP CONNECTORS WITH SIMPSON CONNECTORS A.B. DESIGN GROUP, LLC 1 FUR.FLOOR STD.. STANDARD 2194 HWY AlA, SUITE 301 € LANAI 88 SQ. FT. FLUOR. FLUORESCENT SWS SHFAR WALL TOTAL 2362 SQ, FT. FR. DR. FRENCH DOOR SECTION 04/OWO REVISE ENKAVENT RADON PLAN DIMENSIONS INDIAN HARBOUR BEACH, FL 32937 d9 FIG FOOTING TEMP. TEMPERED GLASS Tel: (321)) 802-3591 A/C VOLUME GA GAUGE THK. THICK 04/OWO OFT.8'-0' CLG. Wit- ADDED LED LIGHT IN FOYER 15�20.9 CU. FT. GAR DISP GARBAGE DISPOSAL T.O.C. TOP OF CURB 04/OWO OFT. 8'-0' CLG. HGT. ELEVATION 'C'- REVISED HEIGHT OF ARGHWA_Y SHEET G.F.I. INTERRUPTER CIRCUIT T.O.P. TOP OF PLATE —. STRUCTURAL .S H E E T INTERRUPTER T.O.S. TOP OF SLAB 05/06/20 ADDED ELEVATIONS 'L' E 'M' (ORL) GL GLASS TYP. TYPICAL GYP BD GYPSUM BOARD U.N.O. UNLESS NOTED 0l/15/10 ADDED ELEVATIONS 'r1G'-'MH'-'Ms' (oRL) DESCRIPTION H.B.HOSEBfB OTHERWISE PG S1-FOUNDATION PLAN ' I H C. HOLLOW CORE V.P. VAPOR PROOF 01/01RI 2020 FBC UPDATE PG S1.1A-DETAILS DRAWING / CONTRACT DOCUMENT j HDR HEADER W. WASHER Pt S1.1A-DET L PLAN HOT OR HT HEIGHT W/ WITH REVIEW BY BUILDER INSUL. INSULATION WE). WOOD S P� INT.INTERIOR WDW. WINDOW. .F'G S1;2A-DETAILS THE BUILDER ASSUMES ALL LIABILITY FORW/H WATER HEATER PG S2—LIFT BEAM PLAN AND NOTES INTERPRETATION OF THE CONTRACT DOCUMENTS. W.I. WROUGHT IRON PG S2.1A-DETAILS IF ANY ASPECT OF THE CONSTRUCTION (AS - PG S2.2A-SAFE LOAD TABLES __ PG S3-FRAMING PLAN DESCRIBED IN THIS DRAWING SET) ARE UNCLEAR AND h PG S3.1A—DETAILS IN NEED OF FURTHER DETAILING OR EXPLANATION IN ``- -- - - -- - -- -- -- PG S3.1B-DETAILS ORDER TO BUILD THIS PROJECT BASED ON THIS PG S3.1C—DETAILS Reviewed for code - -- ---- DRAWING SET, THE CORRECT PROCEDURE IS FOR THE PG SN1—DETAILS Compliance INFORMATION) TO THE ARCHITECT OR ENGINEER FOR - --- UniversalEngineeringBUILDER TO SUBMIT A WRITTEN R.F.I. (REQUEST F OR Sciences - CLARIFICATION. AB DESIGN GROUP WILL RESPOND TO ALL WRITTEN RFI's IN WRITTEN/DRAWN FORMS IN A TIMELY MANNER. AB DESIGN GROUP TAKES NO I, — -- RESPONSIBILITY FOR INTERPRETATIONS -0F CONSTRUCTION BY THE BUILDER WHEN NO RFI's BEEN GENERATED FOR UNCLEAR ASPECTS OF TH ONSTRUCTION BASED ON THE DRAWING SET. OT F, „ 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-902 3591 www.abdesigngroup.com AA # 0003325 „w K CREESIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL• 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: COVER SHEET 160 MPH EXR4 ARCHITECT: STATE OF �i��IF�IlaM A t FEB222021 MICHAEL C. ANDER'N, AR NO 17305 D�TET 02/17 21 SCALE: 1 /4"/4"_ 1, _ 0" GENERAL NOTES SM WORK TIMBER 1. ALL WORK DONE UNDER THIS CONTRACT SHALL BE IN COMPLIANCE WITH THE FLORIDA BUILDING CODE RESIDENTIAL(FBQR) �I 1. REFER TO THE SOILS REPORT FOR SPECIFIC DESIGN REQUIREMENTS (IF REQUIRED BY BUILDING DEPARTMENT), 1. ALL WOODS AND WOOD CONSTRUCTION SHALL COMPLY WITH SPECIFICATIONS AND CODES MODIFICATIONS AS SPECIFIED 7th EDITION, (2020) . ALL REFERENCED CHAPTERS, CODE SECTIONS AND TABLES STATED IN THESE DOCUMENTS ARE UNDER HEREIN: FBCR 7TH EDITION (2020) UNO. i2. REFER TO THE CIVIL DRAWINGS FOR LOCATION OF BUILDING WORKING POINTS, ROUGH GRADING, ON -SITE UTILITIES, A. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (STANDARDS MANUAL) SITE IMPROVEMENTS, SITE RETAINING WALLS, AND SPECIFIC GENERAL NOTES. THE SOILS REPORT AND CIVIL B. NATIONAL FOREST PRODUCTS ASSOCIATION: 2. WHERE BUILDING LOCATIONS ARE DETERMINED TO BE IN WIND BORNE DEBRIS REGIONS, ALL EXTERIOR DRAWINGS SHALL OVERRIDE CONFLICTS WITH SITE WORK NOTED HEREIN.SEE LANDSCAPE DRAWINGS FOR FINAL I. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION BUILDING OPENINGS SUCH AS WINDOWS AND DOORS SHALL BE PROTECTED AGAINST WINDBORNE DEBRIS BYi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�,.""",- OF THE ARCHITECT IN WRITING AND WRITTEN INSTRUCTIONS SHALL BE OBTAINED BEFORE PROCEEDING WITH THEW RK 5. ALL BACKFILL AT STRUCTURES, SLABS, STEPS, AND PAVEMENTS SHALL BE CLEAN GRANULAR FILL.. PLACE IN 8 LAYERS 2. ALL LUMBER EXPO ED TO WEATHER OR AGAINST SOIL, CONCRETE OR MASONRY MUST BE PRESSURE TREATED. THE CONTRACTOR WILL BE HELD RESPONSIBLE FOR THE RESULTS OF ANY ERRORS, DISCREPANCIES OR OMISSIONS IN THE, ° MAXIMUM Y DENSITY AND COMPACT TO 95 /o U DR S DETERMINED IN ACCORDANCE WITH ASTM D1557 2012 E1. THE CONTRACT DOCUMENTS, OF WHICH THE CONTRACTOR FAILED TO NOTIFY THE ARCHITECT BEFORE CONSTRUCTION AND/OR BUILDING SITE SHALL BE KEPT DRY SO THAT EROSION WILL NOT OCCUR IN THE FOUNDATIONS. 3 MINIMUM' NAILING PER CHAPTER 6- WALL CONSTRUCTION AND TYPICAL NAILING SCHEDULE ON PLANS. FABRICATION OF THE WORK. 4. NOTCHING OR CUTTING OF FRAMING MEMBERS SHALL COMPLY WITH CHAPTER 6- WALL CONSTRUCTION, 5. THE ARCHITECT/ENGINEER SHALL NOT BE RESPONSIBLE FOR THE SAFETY AND CONSTRUCTION PROCEDURES, TECHNI UE 6 COMPACTION BY FLOODING OR JETTING IS STRICTLY PROHIBITED. OR THE FAILURE OF THE BUILDER TO CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWINGS OR THE REQUIRE CODES. 5, WALL SHEATHING HALL BE PER STRUCTURAL, SEE ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE ON SHEET SN1, 7. DO NOT BACKFILL UNTIL SLABS HAVE CURED OR HAVE BEEN PROPERLY BRACED. (WHERE APPLICABLE) 6. THE STRUCTURAL DESIGN IS BASED ON THE INTERACTION OF ALL PARTS OF THE COMPLETED BUILDING. THE CONTRACTOR 6, MINIMUM DIMENSION OF ANYPLYWOOD SHEET SHALL BE 24" AND THE MINIMUM AREA SHALL BE 8 FT . SQ. SHALL SOLELY BEAR THE RISK FOR PROVIDING ADEQUATE STABILITY AND SAFETY OF THE STRUCTURE DURING 8. EXCAVATIONS TO BE A MINIMUM OF T- 0" BEYOND NEW FOOTING LINE. CONSTRUCTION UNTIL PERMANENT MEMBERS ARE COMPLETELY INSTALLED. PLUMBING 9. THE GENERAL CONTRACTOR MUST TAKE MEASURES TO CONTROL SOIL EROSION AS PER ALL LOCAL AND STATE 1. SANITARY LINES SHALL BE OF CAST IRON OR PVC (SCHEDULE 40) AS APPROVED BY THE BUILDING OFFICIAL. 7. DETAILS SHOWN ON THE DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. REQUIREMENTS. 2. WATER SUPPLY LINES SHALL BE CPVC OR UPONOR PEX "A" (CROSS -LINKED POLYETHYLENE) WITH F1960 FITTINGS, 3. CONDENSATION LINES SHALL BE MINIMUM '/<" PVC (SCHEDULE 40), INSULATED WITH 1/2, AMAFLEX. 8. THE CONTRACTOR SHALL MAKE NO STRUCTURAL CHANGES WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT/ENG NEER. 10. CONTRACTOR IS TO VERIFY THE ELEVATION OF THE FINISHED FLOOR SLAB WITH THE SIGNED AND SEALED SURVEY 4. SHOWER HEADS SHALL HAVE A FLOW CONTROL DEVICE TO GIVE A MAXIMUM FLOW OF 3 GPM EACH. WHICH COMPLIES WITH ALL LOCAL CODES' HAVING JURISTICTION, INCLUDING ALL APPLICABLE STATE, CITY AND 5. ALL CLEANOUTS SHALL BE FLUSH WITH GRADE. 9. NO STRUCTURAL MEMBERS ARE TO BE CUT FOR PIPES, DUCTS, ETC. UNLESS SPECIFICALLY DETAILED. COUNTY BUILDING AND ZONING CODES. 6. NO VENT STACKS SHALL PASS THROUGH ROOF CRICKETS, VALLEYS, OR RIDGES. GARAGES AND CARPORTS 7. SIZE AND LOCATION OF CLEANOUTS SHALL CONFORM TO FBCR SECTIONP3005.2. 11 SWIMMING POOL, DECK, SPA, AND ASSOCIATED WORK IS TO BE PERMITTED SEPARATELY BY ENGINEERED SHOP 8. FIXTURE SUPPLY SIZES SHALL CONFORM TO FBCR SECTION P2903. 1. GARAGE DOOR A. ENGINEERED FOR MIN. WIND LOAD, LISTED ON COVER SHEET- DRAWING. 9. THE PLUMBER IS TC DIVERT ALL VENTS TO REAR ELEVATION WHEN POSSIBLE. B. DETAIL TO BE SUPPLIED BY GARAGE DOOR SUPPLIER 10. DRILLING & NOTCHING OF WOOD FRAMED STRUCTURAL MEMBERS SHALL FOLLOW PROVISIONS OF FBCR SECTION P2603.2. 12 TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, INCLUDING SOIL APPLIED PESTICIDES, C. DETAIL TO BE ATTACHED TO PERMIT PACKAGE BY BUILDER BAITING SYSTEMS AND PESTICIDES APPLIED TO WOOD, OR OTHERAPPROVED METHODS OF TERMITE PROTECTION EXTEMORWAUCMUNGS A PRIVATE GARAGE DIRECTLY INTO A ROOM USED FOR SLEEPING 2. AS PER SECTION R30T OPENINGS FROM G LABELED FOR USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF THE 1 ALL EXTERIOR WAL COVERINGS AND SOFFITS SHALL BE CAPABLE OF RESISTING THE DESIGN PRESSURES SPECIFIED FOR PURPOSES SHALL NOT BE PERMITTED. OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED BE WITH, APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED TO THE THE WALLS F R 0 C MP VENT c 0 � AND CLADDING LAD IN A G LOADS ACCORDANCE WITH FBCR CR TABLE R301.2(2) AS MODIFIED BY FBCR SOLID WOOD DOORS NOT LESS THAN 1 3/8 INCHES IN THICKNESS, SOLID OR HONEYCOMB CORE STEEL DOORS NOT LESSTHAN BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: TABLE R301.2(3), M NUFACTURED SOFFITS SHALL BE TESTED AT 1.5 TIMES THE DESIGN PRESSURE 1-3/8 INCHES THICK, OR 20-MINUTE FIRE -RATED DOORS. THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF EXTERIOR FINISHES 3. AS PER SECTION R302.5.2: DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS SEPARATING THE AGRICULTURE AND CONSUMER SERVICES." 1. WHEN PLASTERING WITH CEMENT, PLASTER SHALL NOT BE LESS THAN THREE COATS, %" THICK, OVER FRAMED WALLS DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MINIMUM NO.26 GAGE (0.48 MM) SHEET STEEL 1" MIN. RIG D APPLIED OVER PAP R BACKED METAL LATH OR WIRE FABRIC LATH AND WITH TWO LAYERS OF VAPOR BARRIER, NOT LESS ON -METALLIC CLASS OR CLASS 1 DUCT BOARD OR OTHER APPROVED MATERIAL AND SHALL HAVE NO OPENINGS INTO I HE THAN 2 COATS, 1/2" THICK, WHERE APPLIED OVER MASONRY OR CONCRETE_ GARAGE. 2. STUCCO OR PORT ND CEMENT PLASTER SHALL BE INSTALLED, PROPORTIONED AND MIXED IN ACCORDANCE WITH ASTM-C926-18b, AS M-C1063-19a & ASTM-C1787. FROM THE RESIDENCE AND ITS ATTIC ARE TABLE. R302.6: THE GARAGE SHALL BE SEPARATED 0 4. AS PER SECTION R302.6 &M BY NOT 3. LATH & ACCESORIE PER ASTM-C-1063-19a & R703.7.1. ALL STUCCO APPLICATION DETAILS, INCLUDING BUT NOT LIMITED T0: L THE GARAGE SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE .LESS THAN / INCH GYPSUM BOARD APPLIED TO G G -- ALL STUCCO CONTROL JOINTS -- KICK -OUT DETAILS SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5 / 8 -INCH TYPE X GYPSUM BOARD OR EQUIVALENT. 1" FLASHING HORIZONTAL LATH ER DETAILS WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALS BE PIPE PENS RATION DETAILS VENT PENETRATION DS DETAILS DETAIL PROTECTED BY NOT LESS THAN'/ -INCH GYPSUM BOARD OR EQUIVALENT. WEEP SCREED DETAILS CONDUIT PENETRATION DETAILS CASING BE D 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 R703.7: FIRE RESISTANT CONMUCTKIN UNDER STAIR PROTECTION: 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2" GYPSUM BOARD. R302.7: EXTERIOR CEILINGS 1. EXTERIOR CEILING TO BE 1/2"GOLD BOND BRAND EXTERIOR SOFFIT BOARD INSTALLED PERPENDICULAR TO THE FRAMING MEMBERS. THE 1/2'1 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 OBSERVATKN CONSTRUCTION OBSERVAj ION SERVICES / CONSTRUCTION ADMINISTRATION SERVICES ARE NOT A PART OF AB DESIGN GROUP'S SERVICES FOR THIS PR( CT. IT IS UNDERSTOOD AND AGREED THAT AB DESIGN GROUP'S SCOPE OF SERVICES DOES NOT INCLUDE PROJECT OBSERVATION OR REVIEW OF THE BUILDER S / CONT CTOR'S PERFORMANCE OR ANY OTHER CONSTRUCTION PHASE SERVICES, AND THAT SUCH SERVICES WILL BE PROVIDED BYTHE BUILDER. THE BUILDER ASSUMES ALL RESPONSIBILITY FOR INTERPRETATION OF THE CONTRACT DOCUMENTS, AND FOR CONSTRUCTION OBSERVATION. Reviewed for Code compliance Universal Engineering 93 Sciences CQNTR,0L DATE: 12/10/20 (RM) SLJBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 Ai MODEL: 4EBB "1828--CALI'2 GARAGE SWING: LEFT PAGE: GENERAL NOTES MI EXP. C l , ___ AROHITECT: STATE OF FLORIDA I - - I FEB 2 2 M1 I MICHAEL C. AFd`'ER�Sf7W AR NO 17i05 1 rZ RE: NT 02 17 21ATCALE: 1/4"_-1 - 0" GROUND SNOW LOAD WIND DESIGN SEISMIC DESIGN CATAGORYr SUBJECT TO DAMAGE FROM WEATHERING' FROST LINE TERMITE DEPTHb I WINTER DESIGN TEMP ICE 5ARIRiER UNDERTLAYMENT RE6fUIFr=D" FLOOD HAZARDS 13 AIR FREEZING INDEX r MEAN ANUAL TEMPS SPEED CMPH) TOPRA OGPHIC EFFECTSI` NA 160 C NA INEGLIGAI NA I VERY HEAVY 42 NA SEE SURVEY NA NA FLAME SPREAD AND SMOKE INDEX FOR WALL AND CEILING FINISHES SHALL BE IN ACCORDANCE WITH SECTION FBC R302.5.1 THROUGH FBG R302.SA FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE 1N ACCORDANCE WITH SECTION FBC R302.10.1 THROUGH FBC R302.10S ro v N 11 riv 00 El 12'-13 -0" 15'-Im° g _611 N(2) _(M,2-SH O I LIVING LANAI 8 B�CLCx a'-B' CLG -®„ lm'-m° I _� 61 ®6065 SLs.D. I BEDROOM E 8'-9'GLG ---- -- DINING 2XS -` ROOM B b -0" -I im 1 4'-4" V. v BATH #1 C. — — - ?� al-e' ak IQy ro SHWR PAN ? V. G. I I a I--- - i PTA W/ ENCL _ REM -SH _ 1R-ISH SINK 24 2'-8" 1 3'-0"' KMHEeb36 1R-iSH 1 1 LAUNDRY i i 8'-1111" GLG 81-a a1 CL&�o 2-S 2' 4" u-_0�6 8 B b36 i2ANGE " PAN. c n— al 0— " BEDROOM#4/ I LL°===-� `�a ARGHv 3-sl-I --=C. B_DEN I I� Ell f2' I MW 0MLIJI ❑3 r--11 cl, BED 800 #3 3'-8" 0 22'x54" 0 II ® WG. I ATTIC I fE II � L ACCESS J ,n 11 LAY. g ° 11 B BOLLARD IQl`I AS REQ. f l I'ry BATH z - PER BLDG. f 1 CODE GARAGE '. V. FOYER 3m 68 4 BBDROOM #2 36"X12' �i 1 Ne 911c� 9'-9' CLG T INS. ^ 5 1/2" 3 -5" 5 1/2" El Y, j 5'-V I LCL c0 j 0)I %e 16'01X1-010.HD. ARC _ 4t1 (2) 3052-SH ❑ - EGRESS ---- - -- - - - - -- 1 — 2'-8 6'-0" 2 S" I 3'-10" 10'-2" 211-4" 4.4° 14'-0" N v r 0 N e 5. m 5. m N FLOOR PLAN SCALE: 1/4' = 1'-0' NOTE: -2-5 LOUV. DOOR W/ AIR HANDLER ON METAL STAND OR 2-8 SOLID DOOR W/ RETURN PLENUM AND RETURN AIR GRILLE. - VERIFY CONDENSER PAD LOCATION WITH SITE PLAN. -OTHER OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EQUIPPED WITH SOLID WOOD DOORS NOT LESS THAN 1 3/8' (35 MM) IN THICKNESS, SOLID OR HONEYCOMB -CORE STEEL DOORS NOT LESS THAN 1 3/8' (35 MM) THICK, OR 0-MINUTE FIRE -RATED DOORS. - EGRESS NOTE: DO NOT SHUTTER FRONT DOOR. FRONT ENTRY DOOR TO BE EGRESS POINT WHEN THE HOME IS SHUTTERED. - REFER TO BUCKING DETAILS FOR BUCKING AND RO NOTES. -FRAMED WALL SEPARATION BETWEEN THE UNCONDITIONED GARAGE AND CONDITIONED SPACED SHALL HAVE AN INSULATION R VALUE OF R-13. -CEILING R VALUE TO BE R-30 INSULATION A50VE CONDITIONED SPACE. -FOR CONSISTENCY, THE VOLUME CALCULATIONS ON PLANS ARE PROVIDED BY THE HVAC CONTRACTOR AND ARE OF THEIR CLOSEST ALLOWABLE SOFTWARE TOLERANCES. -OPENING INFORMATION BELOW 15 DIRECTLY FROM THE PLAN SET. U-VALUE AND SHCG Al INFORMATION PROVIDED BY THE MANUFACTURER AS LISTED IN THE SPECTIVE PRODUCT SPECIFICATIONS SQ.FT. CALC. S LIVING GARAGE ENTRY LANAI 1825 SQ. FT. 430 SQ. FT. I6 SQ. FT. 88 60. FT. TOTAL 2362 SQ. FT. A/C VOLUME 15120.9 CU. FT. COWPON ENT AND CLADDNQ WIND LOADS BASIC WIND SPOS M FOR 3 SECOND GUSTS OPE1N(i6 AND TYPE SQUARE FOOTAGE ZONE 160 WH WIND WD F13"S MIN. WINDOW 10 5 34/-45 CRITERIA 4 EXTERIOR SWING: 18 5 33/-43 - DR MIN. CRITERIA S.G.D. MIN. 41 5 31/-39 CRITERIA i �l 8010 O.H.D. 56 5 29.1/-3'13 SOFFIT N/A 5 31b/-38.8 BASIC WIND SPEED MPH = 160 (Vult) INTERNAL PRESSURE COEFFICENT = t 0.16 BLDG. CAT.=II, EXP.=C, MEAN ROOF HT. = 11'-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. CONTROL DATE OV01121 kA, kU 7- 0 m� E30 A BAR DETAIL SVSDIV. � LOT CREEKSIDE ALE 1/2 -1 m PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL 4EBB "1828--CALI" z GARAGE SWING: LE FT p PAGE: O DIM. VARIES FLUOR e PLAN 160 MPH EXP. C ARCHffECT: STATE OF FLORIDA ARCH Dill FFs -202i B SCALE: 1/2 I'-0' I MICHAEL C. ANDERSON Reviewed for Code AR NO 17305F Compliance ^. Universal Engineering PRINTsciences'- DATE: 02/17/21 SCALE: 1 /4 1'- 011 7- 1SHEET _ 1 DBL. TOP PLATE k i F ' N EQUAL EQUAL E UAL EQUAL BLDG. HGT- ,h TO CONTROL JOINT TO CONTROL JOINT TO ONTROL JOIN TO CONTROL JOlN - 12 SHINGLE ROOF DECORATIVE — FOAM DRAIN 4' FREIXE b. TILES BAND 6 9 8'-8" SRS. HGT. OPT.COACH - L IGHT —0" FIN_ FL N il NEI ICI ICI ICI ■ ■■ ■■ ■ �'� -- .- I�I ICI III �; � ■ ■■ ■■ ■ _ --. �- Opp I�lil�l n OFF RIDGE VENT 8' 8" BIRG. HGT.------------------11-011 i..i N 0'-0" FIN_ FLR-i ; OFF RIDGE VENT 1�6 8'-8" SRC. HGT. I 4B ❑❑ TYF'. --- --_ - ----- ---- - I I - �0'-0" FIN. PLR. IDEA hLEVATION SCALE: 1/4 = P-0' TEXTURED FINISH LEFT ELEVATION SCALE: 1/4 = P-0' TEXTURED FINISH OFF RIDGE VENT OFF RIDGE VENT 12 V-8" BRG. HGT.s ---------------------------------- 8'-8' 5RG. HGT. r r-- i� 0'-0" FIN. FLR. cu 0'-0" FIN. FLR RUGHT ELEVATION SCALE: 1/4 = I'-0' TEXTURED FINISH �T •0" FIN: FLR. 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 _ .4X 1176 IN UPPER PORTION OF ATTIC = 470.4<SQ. IN, (BALANCE TO 6E PROVIDED IN SOFFIT VENTS) OFF RIDGE VENTILATION AREA - 138 SQ. IN. PER;VENT(net free area) TOTAL# OFVENTS REQUIRED - 341 TOTAL# OF VENTS PROVIDED' - 4 SUBDI[Ar; ig LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: ELEVATION "C" 160 MP f a 1 ARCHfTECT STATE OF FLORID: FEB 222021 SOFFIT VENTILATION AREA: 7 SO. IN. PER LINEAR FT (net free area) MICHAEL C. ANDERSON LINEARFEETOFSOFFITREQUIRI 67.20AR NO 17305 MENNEEMENEW PRINT DATE: 02 17 21 Reviewed for Code SCALE:1/4"=l'-O' Compliance Universal Engineering SHEET Sciences r-) t/ , ELECTRICAL LEGEND SYM^BOL DEFINITION NOTES 125V OUTLET 20 AMP SINGLE POLE II®V OUTLET IIOV OUTLET In OF WIRED T0 &BITC44ITCH � I IIOV OUTLET EQ IPED WAPIND FAUL INTERUPTER(TAMPER RESISTANT TYPE) . 220V OUTLET (4) WIRE CONNECTION .--F}} T--i�F T W1 OUTLET INTERRUPTER SWITCI-I _. I - SWITCH 3-WAY OPER i l SWITCH 4-WAY OPER " �-�4 �( 0 WALL MOUNTED LIG44T CEILING LIGHT © LED CLG LIGHT © V1, LED VAPOR PROOF LIGHT O VP VAPOR PROOF LIGHT ORECESSED CAN VENT. PAN I CFM PER SQ. FT. VENT. FAN W/LIGHT I CFM PER ea. FT. IR/TTI\T VANITY LIGHT FIXTURE (SPECS TBD BY BUILDER) FLUORESRES B WRAP ® LIGHT AROUND AROUND (RECESSED) ... I i o i FLUORESCENT LIGHT 2-5IJL5 WRAP j. AROUND LI (SURFACE MNT.) mm =F T FLUORESCENT I'� 4' FLUORESCENT ...a_..-� _. 4' TRACK LIGHT PANEL F '. -. METER rl BATT. BACK-UP 0 rj �, SMOKE DETECTOR W/ HARDWIRE WALL MOUNTED BATT- BACK-UP BD. SMOKE DETECTOR W/ HARDWIRE I GATT- BACK-UP W/ CARBON MONOXIDEi SMOIKE DETECTOR COMIBO HARDWIRE INTERCONNECTED SHALL BE A DISTANCE OF NOT LESS THEN 4' FROt'I WALL PENDANT LIGHT NATURAL GAS OUTLET ,..,......_. ' TELEPHONE JACK WATER HEATER DISCONNECT IGNITION 80URGE.m..,.a TO BE ELEVATED SEE AHU ON TELEVISION JACK OJ_BOX TO BE SUPPORTED IN ACCORDANCE W/ BOX MARKED AS SUCH FOR I CTION CEILING BOX REQUIRED To BE sul=PORTEa IN CEILING FANLIGHT ACCORDANCE W/ BOX MARKED AS SUCH FOR INSPECTION 24' INCANDESCENT LIGHT STRIP nnnnnn 36 INCANDESCENT I ® LIGHT STRIP I+ nnnnnnnn i� .J� 48'INGANDESCENT LIGHT STRIP li FLOOD LIGHT i OPT- SECURITY KEYPAD I -I I P.B- PUSH-BUTTON FOR CHIMES . . USB PORT n • LOCATION OF TV JACKS ! PHONE OUTLETS t FANS TO BE VERIFIED • HOMEOUNER PRE -CONSTRUCTION MEETING. • ALL 15 4 20 AMP BRANCH CIRCUITS TO BE ARC FAULT F'ROTECTED PER ELECTRICAL PROVISIONS OF FBCR TTH EDITION (2020) t NEC 210.12 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 CFM INTERMITTENT PER ELECTRICAL PROVISIONS OF SECTION M15073 F$CR 7TH EDITION (2020). • LAUNDRY ROOM RECEPTACLE SHALL BE GROUND FAULT CIRCUIT -INTERRUPTER PROTECTION FOR PERSONNEL ON FEEDERS • WIRING METHOD SHALL BE NON METALLIC GABLE PER ELECTRICAL PROVISIONS OF FBCR ITH ED (2020). • ALL WORK TO COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 7TH ED (2020). • ALL LAMPS SHALL BE SELECTED BY BUILDER AND Irv% OF LIGHTING MUST BE ENERGY EFFICIENT TYPE PER F)5L- ENERGY CONSERVATION (RESIDENTIAL ENERGY EFFICIENCY) 2020, 7!h EDITION R404J METER FIELD VERIFY LOG. 0 s ---- —'/// COACH LIGHT ELECTRICAL PLAN SCALE: 114' = 1'-0' CEILING MTD. LIGHT TO BE INSTALLED, PROVIDE J-BOX FOR OPT. FAN PANEL: 8/16 wp'crt breaker FEEDERS-41 CuT ►NP Panel MAIN -A VOLTAGE: 12.0124U V -1 Ph MAIN, IbU Amp M CE3 N&'1-#FCu(G)in11/2 C OR 3-#2/0ALTHWN&1-#6Cu(G)in11/2'C. Wire Pole Bkr Description _ Watts Circuit Circuit Watts. Description Bkr Pole Wire #12 1 20. Exterior Receptacle GFI for TUG. 1200 1 2 '.. Space #12 2 20 Inigation pump 10W 3 4 Space 5 6 5304 AIC C. U-?. 35 2 #8. —JI- Space -..... 7 8 PANEL: 42 crt. breaker FEEDER: 3- 91 Cu THWN&1-#6Cu(G)in11Y2"C.OR3-9210ALTHWN&1"i#6Cu(G)in11/2 PANEL - A VOLTAGE: 120 / 240 V`-1 Ph MAIN; 150 Amp M.L 0. C, Wire Polo Bkr - Description Watts Circuit. 1 Circuit: Watts '. Description fBkr Polo Wire #12 1 20: Small. Appliance 1500 - 1 2 8000 Range 50 2 #6 #'12 1 20 Microwave / Hood GFI 1800 3 4 #12 1 20 Small Appliance 1560 5 6 4500 Water Heater 25 2 #10 #12 1 20 Refrigerator _ 1500 ' 7 #12 1 20 Dining Room Lights Lights a (rNp Receptacles AFCI _ 1500 a 10 12,00 Disposal GFI 20 1 #12 #12 1 20 Bath #2 GFI Receptacles es 1200 11 12 1500 Dishwasher GFI 20 1 #12 #14. 1 15 Foyer /Hall Bed #2 &: #3/ Bath #2 Lkhts AFCI 900 13 14. 5000 Dryer GFl. 30 2 #10.. #14 1 15 Liuing Room Lanai Lights Ar ;1 _ 900' 15 16: #14 1 15 Ktchen and Pantry Lights & Rcpts_A=CI SD & CIO AFCI 900 17 18I 1500 Washer GFI 20' 1 #12. #14 1 15 900 19 20 1000 Garage Door Opener GFI 20 1 #12 #12 1 20 Laundry 1 Bed #4 / Dan AFCI 1200 21 22 1200 Garage Lights and Receptacles GFI 20 1 #12 Space _ 23 24 900 Bedroom #t AFCI 15> tt #14 Space T Space - --- 25 27 26.. 900 Bathroom #1 AFCI: 15- 1 #14 28 600 Exterior Lights and Recept GFI 16 1 #14 _. Space: 29 30! 1000 Imgation controls only 20 1 #12 _ Space _ - 31 32 Space ... _. -. Space 33 34 ;. Space Space 35 36' Space Space 37 38 Space #8 2 35 A/CAHU-1 (Heater5 KVA at 65% 5525 39 40 Space 41 42. - Space Load subject to demand factor calculations I line 16000 27600 Load Subject to demand factor calculations / line Demand Factor Calculations ABBREVIATIONS: AFCI: ARC FAULT' CIRCUIT INTERRUPTER . NC: NON -COINCIDENT LOAD ` GFI; GROUND FAULT INTERRUPTER Total load subject to demand factor 43600 First 10000 10000 watts at 10MA 10000 Remaining watts. at 40% _ 13440 _ Total'. A/C load 10829 LOAD CALCULATION IS BASED ON WC NON -COINCIDENT LOAD Total Connected;l.oad watts 34269 Total Amps watts / 240 volts) 142.8 General Lighting & Receptacles Load Total AIC Square Feet 1828r General Us & Rec 3 W:f Sq. Ft. 54$4 Hi -Hats 1 at 65W/Li ht at 100% 65 Total General Lights &';Roc (watts) 5549 Ckts# watts/ckt ITotalwatts General 4ts & Rec Panel A 1 91., 6171 5549 ` Reviewed for Code .,. I Compliance Universal Engineering ! Sciences °L 0 LED LIGHTING LED LIGHTING '@S6 SINGLE LAV. DOUBLE LAV . BATH 02 BATH MI PROVIDE 302/0 CU, THWN + 1% CU IN 2' CONDUIT OR 3 +4/0 AL, THM + 1% CU IN 2' CONDUIT OR 2/0 AL. SE.R (CONDUIT TO TERMINATE ABOVE SOFFIT • OVERHANG.) 150 TAMP ELEGTRIGAL RISER NOT TO SCALE. SMATERIALS AND INSTALLATIONS SHALLAL1ROC COMPLY WITH ELECTRICAL PROVISIONS OF THE FBCR 17H EDITION (2020). LOCAL CODES, AND ALL LOCAL POWER COMPANY REQUIREMENTS. B. ALL CONDUCTORS SHALL BE TYPE THHN/rHWN UNLESS NOTED OTHERWISE. POWER COMPA TRANSFORMER PROVIDE ISO AMP, 120/240 VOLT, I PHASE SECONDARY. ELECTRICAL SERVICE. PROVIDE 3 w COPPER (CU) IN I -I q " DIA SCHEDULE S0 PVC CONDUIT OR PROVIDE 3 02 ALUMINUM (AU IN 2" DIA SCHEDULE em PVC CONDUIT UNLESS SERVICE IS PROVIDED BY THE ELECTRIC COMPANY. COORDINATE WITH THE ELECTRIC COMPANY PRIOR TO BID. COMBINATION SERVICE 150 AMP DISCONNECT SWITCH AND 120/240 VOLT M ELECTRIC METER IN I PHASE AE NEMA 3R ENCLOSURE MLO PANEL 150AnP TELEPHONE SERVICE ENTRANCE EQUIPh1ENT INTERSYSTEM BONDING TERMINAL AT LOW VOLTAGE CONNECTIONS CABLE TELEVISION SERVICE ENTRANCE EQUIPMENT �- 1 04 CU SERVICE GROUND CONNECTED TO CONCRETE ENCASED FOOTER STEEL PER ELECTRICAL PROVISIONS OF THE FBCR TTH EDITION (2020). 5/8" DIA X 8 FT LONG COPPER CLAD GROUND ROD 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591' www.abdesigngroup.com AA #: 0003325 mulk a. 0 riot CREEKSIDE PHASE 2 LOT #113 PROJECT* 04321.201 113R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: ELECTRICAL PLAN 160 MI'H EXP. C M MICHAEL C. ANDERSON AR 190 173105 tom: (IDRA:ITNET: 17� i02 21 SCALE: 1 /4"=,1'— 0" SHEET Ea l A/ PLUMBING PLAN SCALE: 114 = V-0' KITCHEN SINK LU/ AUTO VENT 1-1/2' VTRJ -I I I (ALTERNATE LEFT) PLUMBING RISER DIAGRAM F� D SIN ;HT) Reviewed for Code I ED Compliance Universal Engineering Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www. a b d es i g ngrou p. com AA #:0003325 SiJHDIV. 8c LOT: CRECKSIDE PHASE 2 LOT #113 PROJECT* 04321.201 113R1 MODEr r 4E13H "1828 CALI" GARAGE SWING: LEFT PAGE: PLUMBING P LAN 160 MPH EXP. C ARCHfTECT: STATE OF FLOIF 'DA FEB 2 2 2UZ1 MICHAEL C. ANDERSON AR NO 17305 PRINT 02 17 21 DATE: / / SCALE: 1 /4"=1' — 0" SIMET :01 MECHANICAL PLAN SCALE: 1/4 = V-0' R-VALUE SCHEDULE FLOOR SLAB ON GRADE R-0 EXTERIOR WALLS CMU - INT INSUL R-4.1 FRAMED WD - ADJACENT R-13 FRAMED WO - EXTERIOR R-13 CEILIWS UNDER ATTIC R-30 Reviewed for Code [B Compliance Universal Engineering Sciences \\\\\ \v\ a. \ hk ;.. �. .. Mt 6 \\\ SUBDIV. & LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT* 04321.201 113R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: MECHANICAL PLAN 160 MPH EXP. C DATE: 02/17/21 SCALE: 1/4"=1' - 0" SHEET MI a ^$ 2X4 TOP PLATE PER FLR. PLAN 1/2' CLCs. 1/2' DRYWALL SECURE BT. PLATE TO SLAB W/ 10d MASONRY NAIL 6 32' O.G. MAX 0'-0' FIN. FLR JSS 2X4 WOOD STUDS 024' O.C. SLAE NOTE: STUDS IN PARTITIONS SUPPORTING WALL HUNG PLUMBING FIXTURES AND WALL CABINETS SHALL BE NOT LESS THAN 2x4, WHERE SPACED NOT MORE THAN 16" O.G. OR, NOT LESS THAN 2x6, WHERE SPACED NOT MORE THAN 24" O.G. TYP. INT. WALL (NON-BRG. SCALE: 3/4' =1' -C' 1/2' DRYWALL TOP CHANNEL (25 GA.) 3 5/8, OR 5 3/8' 1/2' DRYWALL METAL STUDS 24' O.G. 20 GA METAL TO BE INSTALLED iN WALLS 3 5/8' OR RECEIVING UPPER/ 5 3/5, LOWER CABINETS BOTTOM AND TUB/SHOWER 25 CHANNEL GA. METAL TO BE (25 GA.) INSTALLED iN ALL SECURED OTHER WALLS. STUDS t0 CONIC TO BE SPACED 16" FLOOR W/ O.G. AT 2ND FLOOR 3/4' PAF d WALLS ADJACENT TO TO WOOD STAIR WELLS AND FLOOR W/ BATHROOM WALLS W/ 1/4' WOOD TILE FINISH SCREW WOOD BASEBOARD-- 1-STORY -FINISH FLOOR TYP. INT. WALL METAL STUDS 1A f NON-BRG. D1 SCALE: 1/2'=1'-O' FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 905.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED 5/8' GYPSUM BOARD PER FASTENER OR 1/2' HIGH SCHEDULE STRENGTH CLG. BOARD 1_vAt ION"". SEE ENERGY CODE FORMS PRE-ENG TRUSS INSULATION R-VALUES REFERENCE STRUCTURAL MTL. DRIP EDGE 2x FASCIA PER O„ PER ELEVATION - TY� ELEVATIONS o.µ. R-4.1 INSULATION VENTED SOFFIT WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL Ix2 P.T. FURRING STRIPS 0 24' O.C. S, GMU 1/2' THICK, 2 COAT PORTLAND J�. CEMENT PLASTER APPLIED 1/2' GYP. WL. DIRECTLY TO MASONRY WOOD BASE 0'-0" FIN. FLR - . . wit BOND BEAM SOLID GROU1 W/ (I)- *5 (2) COURSE FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR S05.1.1. ROOF SHEATHING THICKNESS AS PER SHEET SNI. SECURED PER FASTENER SCHEDULE STRUCTURAL PRE-ENG TRUSS MTL. DRIP EDGE 2x FASCIA PER ELEVATIONS VENTED SOFFIT F e w.. I a ^ I h—H• .� 2A)PIPE THROUGH BOND BEAM D1 SCALE: 3/4"=1'-0" 1/2' THICK, 2 COAT PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 0'-O' FIN. FLR. . E . < - < .ae:. <p _ .e a d" d a WIND (A W/ OW OPENING n TYP. WALL SECTION NO OPENING NOTE: PER SECTION FBCR 905.1.1 - FOR ROOF SLOPES 2:12 TO LESS THAN 4 1-STORY HIP BLOCK WALL 4:12, A (2) LAYER UNDERLAYMENT D1 SCALE: 3/4'=i'-O' SYSTEM 18 REQUIRED. FOR ROOF SLOPES OF 4:12 OR GREATER, (1) LAYER UNDERLAYMENT IS PERMITTED BUT MUST BE PER ASTM D226 TYPE [1, ASTM D 4869 TYPE IV, OR ASTM D 6151 FIBERGLASS SHINGLES WITH UNDERLAYMENT AS PER FBCR 905.1.1. 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—v- PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY 9 NOT CUT BOND AM 5ARS __-CAULK *0 SEAL -S INS B 'Ea\`(Mb LINE I i' PYC SLEEVE FOR GAS LNE e' CMU WOOD CASE a 26 GAS LINE THRU BLOCK DV SCALE, Irs'-r-®' 2X4 SPF 24' O.C. MAX.-- , SECURE W/ (2) 12d NAILS EA. END 2x BLOCKING BETWEEN TRUSSES —PER STRUCTURAL DETAILS- -STIFFBACK AT ALL UPRIGHTS PER STRUCTURAL DETAILS -PRE-ENG WD. TRUSS - --- kPER ELEVATION CONT. 2x RAT RUN SECURED I STRUCTURAL DETAILS SEE ENERGY CODE FORMS F1 INSULATION R-VALUES PER ELEVATION 5/8' GYPSUM BOARD OR 1/2' HiGH STRENGTH Cl-G. BOARD R-4.1 INSULATION -- WINDOW ATTACHMENT AS PER MANUFACTURES SPECIFICATIONS REFERENCE STRUCTURAL 1x2 P.T. FURRING------- - STRIPS ® 24' O.C. 1/2' GYP. WL. BD. _— WOOD BASE-- IR!' THICK, 2 COAT - PORTLAND CEMENT PLASTER APPLIED DIRECTLY TO MASONRY GALV.STEEL TRACK BRACKETS FASTENED TO WOOD JAMB PER PRODUCT GALV.STEEL APPROVAL R=O. VERTICAL TRACK I' MIN. BY MAUR SLIDE FASTENED TO TRACK BRACKETS RODE LU/ PRODUCT APPROVAL Wa CORNER BEAD S' CMU SEE STRUCTURAL FOR REIWORGEMENT 2x6 P.T. WD ATTACHED TO TILL CELL AS PER PRODUCT ANAL REG. SEALANT 4 BACKER ROD WEATHER STRIP MOULDING ALL AROUND (BY DOOR MANI.F.) OVERHEAD DOOR BY OTHERS 3 � GARAGE DOOR JAMBS D1 SCALE: 11/2'=1'-0" 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 0'-0" FIN. FLR .0 _ _ J� 0'-0' FIN. FLR. 8' CMU G .Q.' a s ad e e Q.. e.. a de e a . a. Y (A W/ WINDOW OPENING �TYP. WALL SECTION NO OPENING 5 1-STORY GABLE BLOCK WALL Reviewed for Code Compliance Universal Engineering Wd Sciences Note: WALL FENESTRATION FLASHING PER FPCR 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 ill. All exterior fenestration products shall be sealed at the Juncture With the building wall with a sealant complying With AAMA 800 or ASTM Ce20 Glass 25 Grade NS or greater for proper Joint expansion and contraction, ASTM C1281, AAMA 812, or other approved standard as appropriate for the type of sealant. Fluid -applied membranes used as flashing in exterior walls shall comply with AAMA 114. The flashing shall extend to the surface of the exterior wall finish. 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SLJBDIV. 8a LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT* 04321.201 113R1 MODEL 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: DETAILS (SHINGLE) 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA FEB 222021 MICHAEL C. ANDERSON lIIb AR NO T7305 PRINT 02 17 21 DATE: / / SCALE: 1 /4"=1' — 0" SHEET kN TOP: 2X6 P.T. ® CENTER OF DOOR HEADER SECURED W/ (1) 1/2' X 8' J-BOLT W/ 4' MIN. EMBEDMENT W/ 2' X 2' X 1/8' WASHER 4 NUT OR W/ (2) 1/2' X 8' ANCHOR BOLTS W/ 4' MIN EMBEDMENT n SECURE 2x4 ON-' FLAT TO MILK W/ MASONRY �O NAILS. SIDES: 2X6 GARAGE DOOR BUCK SECURED R W/ (5) 1/2' X 8' J-BOLT OR ANCHOR R BOLTS, W/ 4' MIN. EMBEDMENT, W/ 2- X 2' X 1/8' WASHER 4 NUT. (1) WITHIN 8' OF TOP, (1) WITHIN 8' OF THE BTM, (3) EVENLY SPACED. RI IR R R NOTES: ALL ANCHORS SHALL BE IN ACCORDANCE TO MANUFACTURER'S INSTALLATION INSTRUCTIONS WHERE SUCH INSTRUCTIONS ARE MORE STRINGENT GARAGE DOOR 9 BUCK ATTACHMENT p SCALE, W-F-W Ix4 P.T. OR 5/40X4' 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 1W O.O. MAX SPACING 8' CMU 1/2' DRYWALL 1'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 1/49 DOOR JAMB TO BLOCK +3/4" OR +5/4" n1PINDOW TO BLOCK +3/4" OR +5 4" A 2)<4: 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 19' 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: SECURE TO BLOCK W/(2) 3AW TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' OZ. MAX SPACING. I Nil 8' CMU 1/1' 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 1/49 DOOR JAMB TO BLOCK +1 1/2" B)1PINDOIV TO BLOCK +1 1/2" 2X4: 101 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.G. MAX SPACING. 2X6: CEO 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 IS' OZ. 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 8' OF EAC44 END 4 18' O.G. MAX SPACING. B' CMU ❑ 1/2' DRYWALL I'X4' P.T. NAILER n � l/16' O.S.B. X 4' MIN. POOR 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" �nJAIINDOW TO BLOCK +1 15/16" 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 10' O.G. MAX SPACING. 2X6: CEO 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.C. MAX SPACING. 2X8: CEM SECURE TO BLOCK 1.1.1/(2) 3/16' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH END 4 18' OZ. MAX SPACING. NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3AW TAPGON MIN. 1-1/4' EMBEDMENT INTO BLOCK e' 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 1/49 DOOR JAMB TO BLOCK +2 1/4" D 1fINDOW TO BLOCK +2 1/4" 2X4: ZI 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 18' O.G. MAX SPACING. 2X6: CEO 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 88, CMU' 4 18' O.G. MAX SPACING. DRYWALL 2X8: RE ❑ SECURE TO BLOCK 1'X4' W/(2) 3/16' TAPCONS P.T. NAILER (MIN. SHANK SIZE .145 DOOR CASING MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN 8' OF EACH END 4 18' O.C. MAX SPACING. 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" OWi IaW TO Ri.(lric +R" 2X4: CM 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. NOTE: STRUCTURAL 2X MUST BE 2X6: ® ON OUTSIDE 4 SECURED SECURE TO BLOCK THROUGH NON-STRUCTURAL W/(2) 3/16' TAPCONS 3/16' TAPCON MIN. 1-1/4' (MIN. SHANK SIZE .145 EMBEDMENT INTO BLOCK. MIK HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') ,- e' CMU WITHIN 8' OF EACH rND 4 18' O.G. MAX SPACING. 1/2' DRYWALL 2X8: ® I'X4' SECURE TO BLOCK P.T. NAILER W/(2) 3/16' TAPCONS I Hlr-DOOR CASING (MIN. SHANK SIZE .145 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') 2ND 2X SECURE TO STRUCTURAL WITHIN 8' OF EACH END MEMBER W/(2)12d WITHIN 8' 4 18' O.G. MAX OF EACH END 4 6' TO 8' O.G. MAX SPACING. 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" FNPUTIL :: 2X4: 101 SECURE TO BLOCK W/ l/4' TAPGONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 30O MIN. EMBEDMENT 1 1/4') 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 18' O.C- MAX SPACING. 2X8: CNM 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' OZ. MAX SPACING. 8' CMU El 1/2' DRYWALL I'X4' P.T. NAILER 1116' O.SB. 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" �DOIf TO BLOCK �-3 7�6" 2X4: 101 SECURE TO BLOCK W/ 1/4' TAPCONS (MIN. SHANK SIZE .149 MIN. HEAD SIZE 300 MIN. EMBEDMENT 1 1/4') WITHIN W OF EACH END 4 IW Q.C. MAX SPACING. 2X6: CEO SECURE TO BLOCK W/(2) 1/4' 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. 2X8: r-05:2�1 SECURE TO BLOCK W/(2) 1/4' TAPCONS (MIN. SHANK SIZE .145 MIN. HEAD SIZE 30O MIN. EMBEDMENT 1 1/49 WITHIN 8' OF EACH ENE) 4 18' O.G. MAX SPACING. - NOTE: STRUCTURAL 2X MUST BE ON OUTSIDE 4 SECURED THROUGH NON-STRUCTURAL 3/16' TAPCON MIN. 1-1/4' EMBEDMENT INTO BLOCK �F 8' CMU 1/2' DRYWALL Elr- 1'X4' P.T. NAILER I' P.T_ X 4' MIN.. ��4 r 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 -1-3 3/4" B WINDOW TO BLOCK +3_3 4� Reviewed for Code 93 Compliance Universal Engineering Sciences CMU y DRYWALL IX FURRING ...-....:.�i... Lu RIP 2XIC TO DOOR 8-1/81W FRAMING HOLD FLUSH TO INTERIOR FACE OF DRYWALL - ENTRY DOOR BUCK VQUIREMENTS E 2194 HWY AIA. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.a bdosi gngroup.com AA #: 0003325 SUHDIV. & LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT* 04321.201 113R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 MPH EXP. C ARCHrTECT. STATE OF FLORIDA 2 2 2021 MICHAEL C. ANDERSON AR NO 17305 0111111 PRINT DATE: 02 17 21 SCALE: 1 /4"—l'-0' SHEET D 2 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 s 9' O.C. MAX (VERT.). NOTE: DO NOT FASTEN CONTROL JOINT TO WALL EVEN IF STUD EXISTS BEYOND EXCEPT STAPLES W/ fib' LEG MAY BE USED TO TEMP. SECURE CONTROL JOINT DURING INSTALLATION FASTENERS TO BE SPACED e 1. O.C. MAX VERTICALLY 7 ;' THICK, 3 COAT CEMENT PLASTER WRB LAYER 02, FORTIFIBER BUILDING PAPER APPROVED METAL LATH FASTENED all (VERT.) O.C. MAX AT SUPPORTS WRB LAYER 01, STUCCO WRAP WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM t11NSTALLED PER GAP MIN. LATH SHALL NOT 6• TO a' 6' TO a BE CONTINUOUS MIN- Mlx. THROUGH CONTROL JOINTS BUT SHALL BE STOPPED AND TIED AT EACH SIDE. PROVIDE 2X4 BLOCKING PER ASTM C1063 \ PLACED FLAT MAX. W TO 8' FROM CONTROL JOINT WHEN \ CONTROL JOINT FALLS ON NOTE: \ STRUCTURAL STUD 1. FASTENERS FOR LATH TO BE NAILS OR � � STAPLES IN COMPLIANCE W/ ASTM C1063 2. WIRE TIES TO BE (NO. 18) 0,0415' WIRE 3. BLOCKING SHOWN MAY BE IN ADDITION/ \ TO WALL STUDS REQUIRED PER PLAN O"M" TYPE CONTROL JOINT OI. FOLP INWARD • PT. A OI. FOLD INWARD • PT. A 2. CREASE • PT. 5 O L FOLD INWARD • ® I. FOLD INWARD • PT. A PT. A 2. CREASE s PT. 5 s. CREASE • PT. B 3. CREASE • Pf. C 3. CREASE • PT. C A FOLD tom. C OVER PT. STILL PT. C TOUCHES 507TOM FLANGE ® ®FOLD SHINGLE ROOFING—� PROP EDGE. OVERLAP 3', EXTEND 1/1' BELOW SHEATHING, MECHANICALLY FASTEN 4' OG, MAX FLANGE L WATER TIGHT SEAL. FOLD, 22 mn CUT. i' THICK. 3 COAT CEMENT PLASTER (FRAME), In' 2 COAT CEMENT PLASTER (CMU) WIRE, LAYER 02, FORTIFIBER BUILDING PAPER (FIRAMIE ONLY) WRB LAYER "I, STUCCO WRAP (FRAME ONLY; LAP LAYERS OF BUILPING WRAP OVER NAILM FLANGE, STOP WRB 1 lf' ABOVE SINGLES (FRM'E ONLY) FASCIA WRAP 5xS WALL FLASHING KICK -OUT FLASHING (SEE DETAIL) NOTE; APPROVED BUILDING WRAP SHALL BE LAPPED A MINIMUM OF 6' a VERTICAL LAPS (ROLL ENDS) 4 6' • HORIZONTAL LAPS. ALL SEAMS NEED TO BE TAPED WITH FORTIBER SHEATHING TAPE / I" M.N. LAP ®METAL LATIJ X X X XT� 1 1 zr 6' MIN PAPER LAP BELOW ONLY WRB LAYER n, FORTIFIBER '--,BUILDING PAPER SCALE: ® KICKOUT DETAIL WATER Tli SEAL (BEND OR SOLDER DO NOT CUT) LATH VERTICAL LAP TO BE I' METAL LATH 1 WRB LAYER M, STUCCO WRAP 1 J NOTE: IF ZIP SHEATHING SYSTEM 15 INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES VERTICAL LATH & PAPER DETAIL - -- WOOD STUD£ NOTE: SIDE LAPS OF METAL PLASTER BASES SHALL BE SECURED TO FRAMING MEMBERS. THEY SHALL BE TIED BETWEEN SUPPORTS WITH VD415-IN. (12I-MM) WIRE AT INTERVALS NOT MORE THAN 9' (229-MM). AS PER ASTM C1063. FOR REPAIR OF TEARS IN WRB LAYERS, TEARS MAY BE PATCHED W/HOUSE WRAP TAPE PER MANUR SPEC. OR PEEL 4 STICK SHEATHING OR T/16' ZIP SHEATHING SYSTEM (INSTAL'-ED PER MANUF. SPECS.) BUILDING — PAPER STUCCO NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES i' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER 82, FORTIFIBER BUILDING PAPER WRB LAYER "I, STUCCO WRAP WOOD SHEATHING OR 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MAWUF. SPECS.) 6' MIN. LAP LAP . LATH LAP ® PAPER HORIZONTAL LATH & PAPER DETAIL L„ 5 N.T.S. 7/1ii ZIP SHEATHING SYSTEM ( INSTALLED PER OR CMU LUR5 LAYER 01, STUCCO WRAP (FRAME ONLY) 8" THICK, 3 COAT CEMENT PLASTER (FRAME), 1/2" 2 COAT CEMENT PLASTER (CMU) METAL LATH (FRAME ONLY) LAP UJR5 4 TAPE OVER ROOF/WALL SCREED 5'X5" "L" TYPE CONTINUOUS GALV. METAL FLASHING (NAIL TO ROOF DECK, NOT WALL SHEATHING) CAP SHINGLE - DO NOT NAIL, INSTALL WITH ROOF CEMENT ROOF PER ELEVATIONS FLASHING 4'x4' SELF -ADHERING MEMBRANE --� FLASHING (COMPATIBLE W/ HOUSE WRAP MATERIAL) OVER APPROVED HOUSE WRAP. V. FLASHING TO EXTEND ONTO PIPE I' OR LESS PIPE - :--.....`- PENETRATION .......... CUT AND OVERLAP ONE SIDE OF ---J SELF -ADHERING MEMBRANE FLASHING STEP *I INSTALL FASTENERS (CLIPS, STRAPS, STAPLES) AS REQUIRED TO SECURE PIPE/ WIRE TO FRAMING SECTION NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES Wx6' 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 FLALS ADHERING MEMBRANE WRB LAYER "I, STUCCO WRAP WRB LAYER 4, FORTIFIBER BUILDING PAPER METAL LATH Wx6' 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 �V CONT. BEAD OF SEALANT INSTALL APPROVED HOUSEWRAP AIR INFILTRATION BARRIER OVER SHEATHING ELASTOMERIC COATING OVER STUCCO/ G.V. FINISH (SEE TYP WALL SECTION) Exterior use of portland cement plaster shall comply with the application requirements of ASTM C 91. Installation of exterior lathing and framing shall comply with ASTM C 1063-19a, or ASTM 1787_ _..,, 3 ( FIF PENETRATION DETAIL (FRA1" C ) A.It� Reviewed for Code Compliance Universal Engineering Sciences DRAINAGE PLANE (UJR5 LANT�ER :i STUCCO WRAP) UJR—.—'—.—'— — 5UILDING P>d(PER) METAL LATH X X X X STUCCO * a WOOD OR 7/1611 ZIP UJALL 51-I ATHINCz; SELF-AD1-IESIVE FLA-5HINC� — — — — — — NOTE: METAL LATH: LATH TO 8E PER SECTION R103.7.1 / ASTM C-047-I4a, MIN, 2.E-) L55. PER SQ. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET Sf;;1ECIFICATION8) 2194 HWY AlA. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SUSDIV. & LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB "1828-CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DET AILS 160 Ml)H EXP. C �ARCH'1E%:STATE OFFDA FEB 22421 MICHAEL C. ANDERSON AR NO 17305 DATE: a 02/ 17/ 21 DATE: SCAI.E:1/4" V-0" SHEET (//nn\\\ V Y _ l NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER 01, STUCCO WRAP n: YE R INSTALL 6' SELF -ADHERING MEMBRANE FLASHING OVER TOP, SIDE(S) AND BOTTOM FLANGES OF NON -MOVABLE FRAME OF THE EXHAUST. SEQUENCE OF FLASHING TO BE: 1 BOTTOM, 2. SIDES. 3. TOP VENT CAP IS TO BE SET IN BED OF SEALANT AT TOP AND SIDES ONLY. SEALANT IS TO BE TOOLED SO AS TO DEFLECT WATER AWAY FROM JOINTS. E-Z BEAD ALL AROUND VENT -APPLY SEALANT ALL JOINTS AND INTERSECTIONS APPLY SEALANT AT PERIMETER OF NON -MOVABLE FRAME AND STUCCO ON ALL SIDES,YW CAULKING o JOINT ALL AROUND PER SECTION R703.7 Exterior lathing andExterlor and plastery 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, L or ASTM 1787. HOODED VENT j' THICK, 3 COAT CEMENT PLASTER METAL LATH WRB LAYER *2, FORTIFIBER BUILDING PAPER '-- WOOD SHEATHING T ( FRAME) LEGEND DRAINAGE PLANE (UJR3 LAYER 1*1, STUCCO LJRAP) UJRI5 LAYER #2 (FORTIFIBER — - — - — - — — BUILDING PAPER) METAL LATH x—x—x—x STUGCO 1 WOOD OR'1/16" ZIP WALL SHEATHING SELF-ADHESIVE 1=LA5HING — — — — NOTE - METAL LATH- LATH TO SE PER SECTION R103.11 / ASTM C-54-1-14a, MIN. 2.5 LSS. PER 5Q. YARD (UTILITY OR NOMINAL LATH DOES NOT MEET 5PECIFICATION5) E 1 • BUILDING PAPER OVER 'QUICK FLASH' PIPE THROUGH / WALL 1\ 6" SELF ADHESIVE — FLASHING (INSTALL PER MANUF. SPECS.) BUILDING PAPER UNDER 'QUICK FLASH' ELEC. METEF VERIFY LO FINISH 6" SELF ADHESIVE OVER TOP 4 SIDES FLASHING UNIT PREMANUF. DRYER VENT GAP (SET IN GONT. SEALANT) WOOD CONSTRUCTION SEALANT 6 s' CMU TOP 4 SIDES (BLOCK) F- / NOTE: I/ IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES A VENT PENETRATION SCALE: N.T.S. AKtf� I V K=Llmlv>= STUCCO SCRATCH COAT 4 1 COAT OF PAINT W/5AGK- ROLL PRIOR TO ELEC. METER INSTALLATION -ELEC. METER FIELD VERIFY LOCATION APPLY STUCCO SCRATCH COAT AND ONE (1) LAYER OF PAINT PRIOR TO INSTALLING ELEC. METER CAVITY TO 5E FILLED WITH RIGID POLYMERIC ISOGYANOTE-POLYBLEND FOAM nr cti IC>=n .)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 APPROVED HOUSEWRAP BELOW CUT SUCH THAT NO MEMBRANE ENTERS BOX, APPLY TO FACE EDGE APPLY E-Z BEAD OVER 60 MIN GRADE 'D' FELT -PROVIDE SEALANT AT ALL JOINTS AND INTERSECTIONS &TF "1 57EF #3 1/16' ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) OR WOOD SHEATHING WRB LAYER *I, STUCCO WRAP WRB LAYER *2, FORTIF15ER BUILDING PAPER METAL LATH 1/5' TEXTURED f —FINISH a WOOD ///---FASTEN TO WOOD STRUCTURAL MEMBER a 7' O.G. MAX / %' TO J4' MID -WALL WEEP SCREED 6' WIDE STRIP SELF ADHESIVE FLASHING, CLEAN MASONRY BEFORE APPLYING FINISH s `B HORIZONTAL WEEP SCREED (FRAME TO BLOCK) NOTE: IF ZIP SHEATHING SYSTEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES WRB LAYER *1, STUCCO WRAP CUT 'X' INTO SELF -ADHERING MEMBRANE FLASHING APPLY SELF -ADHERING MEMBRANE FLASHING OVER Box AND OVER APPROVED WRB LAYER *1 0 APPLY 60 MIN GRADE '0' FELT OVER SELF -ADHERING FLASHING OVER APROVED HOUSEWRAP f� 6TF #2 WRB LAYER *1, STUCCO WRAP SELF -ADHERING MEMBRANE FLASHING WRB LAYER *2, FORTIFIBER BUILDING PAPER 5 T E F # 09 Ii_',I,JECTRICAL RECEPTACLE ELASTOMERIC COATING OVER STUCCO/ C.V. FINISH (SEE TYPICAL WALL SECTION) METAL. LATH 91 Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PK 321-1102-3591 www.abdesigngroup.com AA #:0003325 SuBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB %828-- CALI" GARAGE SWING: L E E'T PAGE: WALL ASSIAMBLY DETAILS 160 MPH EXP. C ARCHITECT: STATE OF FLORIDA FEB 222021 MICHAEL C. ANDERSON L AR NO 17305 J PPRINT DATE: 02 17 21 SCALE: 1/4"=1'-0,, SHEET A2 F A LEGEND DRAINAGE PLANE (UJR5 LAYER #1, 57UCCO UJRAF) IURB LAYER *12 (FORTIFIPER 51JILDING PAPER) METAL LATH STUCCO UJOOD OR -1/16" ZIP UJALL 5HEATHING SELF—ADHE51VE FLASHING 2 1/2" x x x x . CORNER BEAD (FASTENER 8 SPACING g I" O.G.) Cl" IU 1/2" THICK, 2 COAT CEMENT PLA5TER APPLIED DIRECTLY TO MASONR`I- 1 ,1 -p)CORNER BEAD C BLOCK j— I I j Reviewed for Code Compliance Universal Engineering 93 Sciences 2194 HM A LA. SUITE 301 INDIAN HAR13OUR BEACH. FLORIDA 32937 PH: 321-902-3591 www.abd,�signgroup.com Ilikii AA #:0003325 SVBDIV. 8e LOT: CREEKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113RI MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: WALL ASSEMBLY DE'PAILS 160 MPH EXP. C ARCHffECT= STATE OF FLORIDA FEB 2 2 2021 L ICHAEL C. ANDERSON AR NO 17305 PRINT 2117 DATE: 02 / / SCAT :1/4"=1'--0" SHEET WA3 1 J _ 2x(o SUB -BAND W/1 "x4" NOTCH G) END, WRAPPED IN PEEL 4 STICK METAL FA DRIP EDGE 1�\ I` -1/5" TEXTURED i FINISH 10 WOOD I 2x6 SUa 3 1/2" TEXTURED FINISH 6 CMU METAL FASCIA � O WRAP Y8" FROM STUCCO, 1" FROM WOOD WALL EXTERIOR WALL (FRAME OR CMU) NOTE. NOTCH FOR 2X6 11 �N, SUB BAND ONLY ROOF KICK OUT REMOVED N.�\ FOR CLARITY *N ROOF DECK (BEYOND) DRIP EDGE, 1" Orr - NOT INTO STUCCO) \� 1-I/8" TEXTURED FINISH 6 / WOOD, 1/2" TEXTURED FINISH a CMU 2x6 SUB -SAND W/1"x4" NOTCH 6 END, WRAPPED IN PEEL 4 STICK )ELEVATION METAL FASCIA WRAP I' OFF WOOD WALL. SUE SAND 211 OFF WOOD WALL AN A 1/8' TEXTURED FINISH a WOOD, 1/2' TEXTURED FINISH ® CMU METAL LATH WOOD SHEATHING OR CMU WRB LAYER 01, STUCCO WRAP (PRAMS ONLY) WRB LAYER 02, FORTIFIBER BUILDING PAPER (FRAME ONLY) DRIP EDGE METAL KICK OUT NOTE: IF ZIP SHEATHING S`I'STEM IS INSTALLED, PLEASE SEE MANUFACTURERS INSTALLATION PROCEDURES PRE-ENG'D TRUSS TO BE CUT 6 WALL LINE TO AVOID CONTACT W/TEXTURED FINISH 2 "x4 "x4' - 0" SCABBED TO TRUSS W/12d NAILS 6'-S" O.G. MAX. 2x SUB -BAND W/lY"x4" NOTCH w END METAL FASCIA WRAP DRIP EDGE EXTERIOR WALL (FRAME OR CMU) SUB BAND DETAIL Ca? WALL SUB BAND DETAIL @) WALL WZKIC K---- Q UT FRAME OR CMU FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF BET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. Y4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND WIV22"x4" NOTCH G END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT a ROOF EDGE OMITTED FOR CLARITY Reviewed for Code Compliance Universal Engineering ED Sciences FRAME OR CMU WALL KICK -OUT FLASHING FELT PAPER DRIP EDGE (REFERENCE POINT ONLY, FOR WALL OFF SET OF COMPONENTS) METAL FLASHING, WRAPPED MIN. 4" ABOVE BOTTOM OF DRIP EDGE 2x SUB -BAND WIV211x4" NOTCH a END, WRAPPED IN PEEL 4 STICK *ROOF CEMENT m ROOF EDGE OMITTED FOR CLARIFY 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 ST BDIV. 8e LOT: CREEKSIDE PHASE 2 L0T #113 PROJECT* 04321.201 113R1 MODEL: 4EBB "1828-- CALI" GARAGE SWING: L E [1'T PAGE: WALL ASSEMBLY DETAILS: SUB —BAND 160 MPH EXP. C ARCHITECT STATE OF FLORIDA FEB222U21 MICHAEL C. ANDERSON AR NO 17305 J PRINT 217 02 1 DATE: / / SCALE: 1/4"-f-0" SHEET WA6 3'-4' 11 I I 'I U O } I �n 1' I M I o co �.. INM _ Ir I k Bo I' I LO 39'-8" 28,4' 15 10 FM-12X18 1 1.1 El v FM-12X12 rol X o r 4" CONC. �o N �I SLAB r NI o u iiLL co 20 �O F-24X24J_3 r 1/2" -j a I 10'-01, 10 1.1 EXTEND FM-12X18 SLAB 1 1/2" 4" PVC CHASE��� �Q — E1' � o 4" CONC. SLAB N ,-- 5 2" 4" y- TOP OF SLAB T-0" 5 1.1 Tr6, N I I q Co co W TOP OF SLAB 19'-0" I•_ I I l X110 �I u_ I I � — s I Mal N II' EXTEND I 0 2 SLAB 1 1/2"-- 1.1 ao ro 4" CONC. FM-12X 18 � a . I N — X la � SLAB I NI F- N LO 01 F UNDATION NOTES 1, SEE SLAB SCHEDULE FOR SLAB REQUIREMENTS. SEE GENERAL NOTES FOR COMPACTING REQUIREMENTS, 2. TOP OF FINISHED SLAB SHALL BE+4-0". 3. C DLUMN AND FOOTING CENTERLINES, SHALL COINCIDE UNLESS DIMENSIONED OTF ERWISE 4. REFERENCE ELEVATION +44", SEE SURVEY PLOT FOR NAVD. 5. PROVIDE A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TEF MITES. 1 REATMENT SHOULD BE IN ACCORDANCE WITH THE RULES AND LAWS AS EST4BLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SEF VICES: 6. P ROVIDE ISOLATION JOINTS BETWEEN INTERIOR AND EXTERIOR SLABS ON GRADE: PRC VIDE 1/2' FELT PAPER AT THE JOINT 7. C DORDINATE SLAB ELEVATIONS, STEPS, AND SLOPES WITH ARCHITECTURAL DRAWINGS, 8. S:E ARCHITECTURAL DRAWINGS FOR THE ORIENTATION OF THE BUILDING, 9. INDOWS, DOORS AND ROUGH OPENINGS ARE TO BE COORDINATED WITH THE WINDOW/DOOR TYPES AND LOCATIONS NOTED ON THE ARCHITECTURAL DRAWINGS AN WITH THE MANUFACTURES SPECIFICATIONS. 10. SEE ARCHITECTURAL DRAWINGS FOR WALKWAY SLAB LAYOUT. 1 1.1121NDICATES #5 BAR MINDICATES #6 BAR,■INDICATES #7 BAR VERTICAL REINFORCING BAR IN CELLS FILLED WITH GROUT ENDS OF REINF BARS SHALL BE HOCKED INTO FOUNDATION BOND BEAM OR TIE BEAMS WITH AN ACI STANDARD 900 HOK. BARS SHALL BE PLACED AS SHOWN IN HE PLANS. 12. Ic PLICESIN REINFORCING BARS SHALL NOT BE LESS THEN 48BAR DIAMETERS (#5 = 30 6 =36"), AND REINFORCING SHALL BE CONTINUOUS. 13. F ATIONAL ANALYSIS WAS PERFORMED TO DETERMINE SIZE AND STEEL REIIN FORCING 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'SAS 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 IN 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 3 OF SLAB SUPPORTED 3'-0" O/C MAX. SEE PLAN FOR WWM SIZE. IN PECTOR NOTE: 1. STRUCTURE WAS DESIGNED BASED ON THE'2020 FLORIDA RESIDENTIAL BUILDING CODE; RESIDENTIAL, 7th EDITION Reviewed for Code Compliance ® Universal Engineering Sciences SLAB SCHEDULE SLAB THICKNESS REINF. REMARKS 6x6 W1.4xW1.4OVER GENERAL 3 1/2" 6 MIL VAPOR COMPACTED FILL BARRIER PROVIDE FOOTING SCHEDULE ORNER BARS SAME SIZE QUANTITY AS BARS IN FOUNDATION WITH 30"LEG EACH WAY. MARK WIDTH LENGTH THICKNESS BOTTOM REINF: TOP REINF. T.O.F SHORT I LONG TE-1 8" SEE PLAN 101, s FM-12xl 12" CONTINUOUS 12" (2) #5's FM-12x1 12" CONTINUOUS 18" (2) #5's (+)0'-0" (+)0"_0" FM-16x1$ 16" CONTINUOUS 18" (2)#5's FMC-1208 F-24x24' 1 12" 24" CONTINUOUS 24" 18" 1 s ( S s #5 IN CURB Tmm4 VARIES u_� 5 1 /21' _ T 1 /2" pW I I U) a 1/2" 1/2" 2 -S, -3 �-7 J I 1.17 � 1 1 I :1 dCFMC-12X18— - FM-12X18 _� FMC-12X1& m L 1.1 — — FM-12X18 J 7.1 J 0 4 4 1.1 1.1 2, 8, 16'-0, Z, 8" 3'-10" 1U-2" 21,'-4' 4'_4„ 14' 0" 39'-8" FOUNDATION 11 SCALE: 114„ = 1,-0„ SECURE STRAP To AIC SIMPSON WB CONC. W/ , UNIT ROLL STRAP OR (2)-3/16'X2' EQUAL 2 EACH TAP -CONS CORNER OF UNIT CONC. SECURE STRAP TO SLAB UNITS W/ (2) #Bxl 1/4 SHT MTL SCREWS A/C CONNECTION TO PAD DETAIL 2194 HWY A1A, SUITE 30' INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #. 0003325 j FEB'2'7 201 MICHAEL C. ANDEAR NO 1730 PRINT 02 17 2 DATE: 1 SCALE; 1/4"=l:, S C I� "x fi Z STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND 4 0-} SPACING REQUIREMENTS Elf F mW ' 00 J v CO - z 8" CMU WALL O ID A SLAB SCHEDULE EXT. PORCH SLAB n p a 4" CHAMFER (1-STORY) W/ 1/2" ISOLATION' "C (2-STORY) 6 HAMPER 2 S ORY\ JOINT (WHERE APPLICABLE) Z SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY 30" MIN. EACH WAY MONOLITHIC FOOTING Z I. ° ,V STEEL REINFORCING IN GROUTED oa CELL SEE PLAN FOR SIZE AND ° rT a ° °° v •° yy :. SPACING REQUIREMENTS ► „ o p: m W ° GARAGE DOOR (11 �• ,.' .0--sue_. ° J W RECESS Elf Q °v FM O ' 8" CMU WALL I B 1 P . CORNER BARS, SAME SIZE AS LARGER BAR (0❑ IN FOUNDATION WITH 30" LEG EACH LWiI = -fir _ M *'0-0'"� WAY AT ALL CHANGES IN DIRECTIONS rJUj TOP OF SLAB TOP OF SLAB ° - I SO THAT THE STEEL REINF. IS CONTINUOUS ° .,..a 0, < - ■.. s° ,I- MATCH AMOUNT OF CONTINUOUS BARS < , I • . a .Iz r—yyt BAR SIZE 48 BAR DIA. #3 18' #4 24" #5 30"' #6 36" #7 42" 1 . (EXTERIOR MONO -FOOTING SCALE: 3/4"=1'-0" ° a SEE SLAB SCHEDULE TOP OF GARA— G— °' R. I ILL CONTINUOUS STEEL MONOLITHIC ° EXT FOOTING REINFORCEMENT SEE SCHEDULE W/ 1l21' ISOLATION PORCH SLAB 4L" CHAMFER (1-STORY) ° 6" CHAMFER (2-STORY) JOINT,(ABLE) Z APPLICABLE) • Q. F SEE SCHEDULE WHEN TRANSITIONS ARE MADE FROM FOUNDATIONS HAVING FOR WXD, BAR SIZE g DIFFERENT NUMBER OF CONTINUOUS GARS PROVIDE THE LEAST AND BAR QUANTITY NUMBER OF BARS (ie. 2 TO 3, PROVIDE 2 BARS), LINO N EXTERIOR MONO -FOOTING MONOLITHIC FOUNDATION 2 @ GARAGE SCALE:3/4"=r-0" 3 CORNER BARS DETAIL SCALE_ 3/4"=1,_9 I AP TOP PLATE A MIN. OF 48" l isi A NAIL. W/ 16d COMMON NAIL 2-ROWS, 4" OM BTM. VERIFY HEIGHT { LAP TO CCUR OVER STUD OF WALL W/ PLAN W 2x4 OR 2x6 D BEARING PROVIDE BLO NG o I WALL W/ SYP 2"CAPPED - rn NEW REINF. BAR No 2 STUDS SEE PL S FOR GALVANIZED PIPE O a SECURED W/ 2- PART SPACING SINGLE BT PLATE ��> R PLATE TO SLAB W/ W/FLANGE @BASE a_ I EPDXY. MIN. EMBED TO BE PT. PROVIDE DBL. OP " 1/ x DGE ANCHOR W/ 2" Q 8", UNO PLATE R SET IN HIGH STRENGTH 5-1/2"EMBED. Q ❑ FOLLOW ALL MANE, XY MIN. @ 16"OC ro _ SPECIFICATIONS FOR SIMPSON SPH4 OR SPH6 AX. I USE AND BTM AND TOP PLATE SECURE FLANGE TO 2 F PREPARATION OF ANCHORS W/ IOd x 1 1/2" SLAB W/(4) 1/4" X21/4" HOLE. COMMON NAILS FILL ALL TAPCONS I J HOLES, DO NOT USE 10d p Of SEE SLAB SCHEDULE Off' ©' Q TOP OF SLAB. BOLLARD LAP P PLATE A MIN. OF 48" AND N W116dCOMMON NAILS, 2- WS, 4" O/C BTM. LAP TO OC ROVER STUD 2x4 OR 2x6 W\2UDS — WALL W/ SYPEPLANS FOR SBTM. PLATE TPROVIDE DBL 0" OF SLAB SCALE: 3/4"=1'-0" VERIFY HEIGHT OF WALL W/ PLAN PROVIDE BLOCKY RE B . PLATE TO 4 / d MASONRY NAIL TAGGERED. ZIONAL METAL NECTORS NOT QUIRED WHEN NO LIFT IS PRESENT. E SLAB SCHEDULE 7. SEE SCHEDULE FOR WXD, BAR SIZE D BAR QUANTITY 9 INT [OR FOUNDATION OD WALL SCALE: 3/4"=1'-0" (N O bQP L I FT) 4" CHAMFER (1-STORY) 6" CHAMFER (2-STORY) ADDING, BAR TO MONOLITHIC FOUNDATION 'SCALE: 3/4"=1 -0" =311 STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS 8" CMU Z :° SEE SLAB SCHEDULE g "ISOLATED" COLUMN PAD " CENTERED UNDER WALL AND . POURED MONOLITHICALLY WITH r — FOUNDATION AND SLAB " 4 SEE SCH ULE A it FOR WXD; BA SIZE ANQ'BAR QUAN TY Y MBINED EXTERIO MONO OOTI NG; AND COL, P SCA :314"=1'-0" +- OF SLAB o° 4.� •a EQ. EQ. SEE SCH ULE FOR WxD, BA IZE AND BAR QUANT INTERIOR CURB FOUNDATIONWOOD WA SCALE: 3/4"=1'-0" (W/ U P L I F POURED LINTEL CONT. (TYP.) cro;, 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 D , BLOCK WALL CONNECTION SCALE: 314"=T-0" CURB FOR i� MASONRY UNITS SET 7,0 AT ELEV: 0._0„ RECESS AROUND GARAGE 4 DOOR OPENING SCALE: 3/4"=1'-0" �s I 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. jAr PROVIDE DBL. TOP PLATE SECURE BT. PLATE TO SLAB W/1 Od MASONRY NAIL 16" O/C STAGGERED. ADDITIONAL METAL CONNECTORS NOT REQUIRED WHEN NO w UPLIFT IS PRESENT. rSEE SLAB SCHEDULE Cr P OF SU ' • 4 y 4 ° jQE46E0. SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY INTERIOR CURB FOUNDATION WOOD WALL SCALE: 3f4"=V-0" (NO UPLIFT) Reviewed for Code Compliance Universal Engineering ED Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 3�1-802-3591 www.abdosigngroup.com AA #d: 0003325 LiJJ.6 �✓. iL0P CREEKSIDE ' PHASE 2 LO Z' # 11 PROJECT 04321.201 113R1 MODEL 4EBB "1828-CALI" GARAGE SWINGE: LEFT PAGE: DETAILS 160 MPH EXP. a ram: ARCHITECT STATE OF FLORIDA FEB 222021 MICHAEL C. ANDERSON AID O 17305 DATE: 02 17 21 SCALE: 1 /4"=1' — 0" SHEET S 1 ° 1 2194 H WY A1A, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abd esigngrou p. com AA #i 0003325 1. \�\ { ��\ amtlk\ I NN ' UY \\CN v \\\� \� q 1 Obw v SLJBDY'V. & LOT: ' CREEKSIDE y PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB "1828--CALI" GARAGE SWINa: LEFT PAGE- DOWEL FLAN 160 MPH EXP. C '' ARCHITECT: STATE OF FLORIDA FEB -2 2 2021 MICHAEL C. ANDER0 AR NO 17305 "PIAINTE: 02/17/21 DATE: �I SCALE: 1/4"=1'—O" ti5a SHEET I S1.2 a S 1 . 2 I 3 TIE VERTICAL REBAR' TO HORIZONTAL REBAR W/ 10" HOOK GROUTED BOND BEAM VARIES PER ELEV. 4 . 4 n: 4 d a a 4 a, e d Q p 4, CLEAN OUT REQUIRED FOR INSPECTION Q m ' •I." 0'-0" FIN. FLR. a' TIE VERTICAL REBAR TO HORIZONTAL REBAR W/ 10" HOOK .. 4. . ° 4. e Z_ 0� i M U U HORIZONTAUVERTICAL REINFORCING SCALE: 3/4"=1'-0" BAR SIZE 46 BAR DIA. #3 18" #4 24„ #5 30" #6 36" #7 1 42" Z STEEL REINFORCING IN GROUTED CELL SEE PLAN FOR SIZE AND SPACING REQUIREMENTS Q� 00 mW ca U Z - - 8" CMU WALL 0 M a 4 a KKMATCH PSTEEL LE EXT. PORCH SLAB RY)W/ 1/2" ISOLATION RY) JOINT (WHEREAPPLICABLE) Z REINFORCEMENT 6" PVC CHASE N PER SCHEDULE THRU FOOTING SEE SCHEDULE FOR WXD, BAR SIZE AND BAR QUANTITY 4 +_ 00" a v a a d TOP OF SLAB ° a. 4 •. ° a . z of UJ a d. e a• d a 4 a 4 4 6 PVC Cl,,♦SE THRU FOOTING MATCH STEEL REINFORCEMENT PER SCHEDULE PVC CHASE THRU FOOTING SOLE. 2l/4"=1'-0" TOP OF SLAB BAR SIZE 48 BAR DIA, #3 1 " #4 2 " #5 30" #6 36" #7 42" #5 BARS FER9 1 W a � e o CMU UNIT DIMENSIONS a ;0 ARE NOMINAL SIZES MASONRY SYMBOLS SCALE: 3/4"=T-0° Reviewed for Code Compliance Universal Engineering .Sciences ' Il I' �c a� \\ `, 6o` a ?3 �\ \\�& %\kf SU39bIV. 8e CREEKSIDI PHASE 2 LOT #113 PROJECTf 04321.201 113R1 MODEL 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: DETAILS 160 IVIP"'H X" R ' v ki'S.i —.rey1v ARCHITECT. STATE OF FLORIDA ri P�.'F E B 2 2 2021 I �r (C',�8 C. ANDE! rA 17305 aVc,TuJT 17 212 DATE- 0/ SCALE: 1 /4"=1'- 0" SHEET �e2A el, ak 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. BEAM SCHEDULE RRRRRM INDICATES OPENING BELOW / T.O-B. = TOP OF BEAM / B.O.L. = BOTTOM OFLINTEL/ T.O.A.= TOP OF ARCH /T.O.S = TOP C F SLAB ABBREVIATIONS E.E. = EACH END, O/C = ON CENTER, F.E.S. = FROM EACH SUPPORT, T.O. = THROUGHOUT REINFORCEMENT STIRRUPS MARK DESCRIPTION (PS) WXH REMA KS BTM. TOP MID SIZE SPACING 6131 MASONRY 3000 8x8 — (1)#5 — N/A — GROUTE SOLI',D SEE SHEET S2.2A FOR SAFE LOAD TABLES .. , ,. :. 8 F 16-1 T/O M/0 B 8F 16-1 T/O M/0B 8 F 16- l T/0M/0B LL co a GT -- — 1 .8F24-1T/0M/0B is z m o 00 LL co .. u_ !i 00 UNO, PROVIDE BB1 WHERE ROOF TRUSSES BEAR, TOP OF WALL EL. 8'-8", UNO. 0 LIFT BEAM PL..,,., SCALE: 1/4" = 1,-0 Reviewed for Code Compliance Universal Engineering Sciences 2194 HWY A1A. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802 3591 www.abd(,signgroup.com AA #:0003325 h� L h r� li I"� f r: 13 �� \ gg a wo :3 as IN g �r a @R' d E �i ¢Ire SUBDIV. 8e LOTs CREEKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: LIFT BEAM PLAN AND NOTES 160 MPH EXP. C ARCHFTECT= , STATE OF FLORIDA FEB'2 2. 202 MICHAEL C. ANDERSON AR !NO 17305 .ems r v. PRINT D02/ 17/ 21 ATE: SCALE: 1 /4"=1'- 0" SHEET S 2 s #5 CORNER BAR W/ 30" LAP FOR EACH COURSE OF BOND BEAM VERTICAL REBAR W/ 19' HOOK 30" TYPICAL #5 BAR IN BOND BEAM r u CORNER K REINFORCING OF BOND BEAM ( SCALE: 3/4"=V-0' I F O NOTES TO THE INSPECTOR/CONTRACTOR 1. PLACE LINTEL ACROSS TOP OF OPENING. 2. IF BOTTOM STEEL IS REQUIRED PLACE #5 BAR IN LINTEL. 3. PLACE MASONRY PLACE STEEL UNITS AS REQUIRED TO ACHIEVE THE REQUIRED BEARING Ok REINFORCING (1-2) AS DEPICTED HEIGHT. 4. THE LAST COURSE WILL BE A BOND BEAM WITH (1) #5 BAR CONTINUOUS AROUND LNG / HEREIN. STRUCTURE. A DOUBLE BOND BEAM MAY BE SPECIFIED SO THAT THEN THE LAST TWO COURSES ARE / 5. SHOULDO THE DOUBLENBOND BEAM D BEAMS I COINCIDE WITH A LINTEL THE BOTH A#5 BAR IN EACH COURSE. TTOM / O COURSE OF BOND BEAM IS OMITTED AND A LINTEL IS PLACED. THE STEEL / REINFORCING FOR THE BOTTOM BOND BEAM IS TO BE CONTINUOUS THROUGH THE TOP OF THE LINTEL. 6. UNO COMPOSITE MASONRY BEAM IS TO BE NOT LESS THAN 16" DEE . 8x16 DBL. BOND — BEAM W/(1)#5BAR ' EACH COURSE 8x8 BOND BEAM - _TOP OF OPT F = FILLED W/ GROUT W/ (1) #5 BAR 1� BOND BEAM f'- TYP.8"x8" ou #5 BOND BEAM a•• TYP.8"xl6" m BOND BEAM TOP OF BONDBEAM \O�Y\ U = UNFILLED GROUT SOLID FROM - _,6 TOP NOMINAL # OF #5'S, IN 2ND BOND LINTEL TO TOP OF BOND ,A -�OF OPENING WIDTH BEAM, IF FILLED LINTEL. BEAM COURSE SEE NOTE 5 16 1 T/ 1 M /0 B 8x8 PRE -CAST CONCRETE — P� F� NOMINAL— �� LINTEL W/ (1) #5 BAR (1-2) $PQ� HEIGHT LENGTH OF BAR =WIDTH OF MASONRY Y #OF#E OPENING-2" B` BEAM DESIGNATION IT IS THIS ENGINEER'S INTENT BOND BEAMMCOURSE OR THAT XFXX-1T/1M10BINDICATES ADOUBLE BOND BEAM /#OF#5'S,BOTTOM 8x8PRE-CAST CONCRETE SCALE:3/4"=V-0" AND XFXX - 1T/0M/0B INDICATES A SINGLE BOND BEAM IT IS THIS ENGINEER'S INTENT PLACED IN LINTEL LINTEL, W/O STEEL (L1) REFER AND XUXX - 1T/1M/0B INDICATES A DOUBLE BOND BEAM ABOVE UNFILLED TO PLAN FOR LOCATIONS TO. P_�_ LINTEL OPENING IF - Or AND XUXX - 1T/0M10B INDICATES A SINGLE BOND BEAM ABOVE UNFILLED LINTEL_ WIND( PRE -CAST WINDOW SILL -OPE TYPICAL MASONRY WINDOW SILL CONSTRUCTION 4 SCALE: 1 1/2"=1 -0" PRECAST HEADER(MIN) 2x4 (MIN 2 X 3) 1-3116 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O-C MAX. MIN 1-1/4" EMBEDMENT 2x6 (MIN 2 X 3) 2-3/16 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEADSIZE.300 MIN EMBEDMENT 1 1/4") 8" FROM EACH END AND 18" O.C. MAX. MIN 1-114" (EMBEDMENT 2x8 (MIN 2 X 3) 2-3/16 71 TAPCON OR DRIVE PIN (MIN SHANK SIZE.145 MIN HEAD SIZE .300 MIN EMBEDMENT 1 2X4 SOLID BLOCKING 1/4") 8" FROM EACH END AND SECURE TO SHEATHING W/ 18" O.C. MAX. MIN 1-1/4" (EMBEDMENT MIN. 2-12d PER BLK, EA. END V/7/16'OSB SHEATHING CMU WALL ARCHWAY FRAMING DETAIL 5 SCALE: 3/4"=1 =0" 2194 HWY A1A, SUITE301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 vvww. a b d e s i g nig ro u p. c o m AA #:0003325 't , II h I r� A Aft a&a c� a 4.. ��� lap r Q 1 ad e� p iJ]��3I i� 8e IRS' CREEKSIDE PHASE 2 LOT #113 PROJECT* 04321.201 113R1 MoaET a 4EBB "1828--CALI" Reviewed for Code GARAGE SWING: Compliance Universal Engineering ? L.,E FIT, Sciences PAGE: SINGLE #5 CORNER BAR, 30x30 TURNED UP OR TURNED DOWN INTO STEEL REINF. OF FILLED CELL BOND. BEAM DETAILS .�, 160 MI H EXP. ARCHrrECT' II STATE OF FLORIDA PROVIDE #5 BAR STEEL REINF OF — BOND. BEAM EACH SIDE 0 LEVATION s CHA E FEB 2 21021 CHANGE IN ELEVATION OF BOND BEAM I — SCALE: 3/4"= MICHAEL C. A�°I ERSOf�' AR NO 7305 �A�T : 02 17 21 SCALE:1/4" f-O" SHEE �,,T ��a o �T :` S r+ . 1 A "LOTT'S CONCRETE" / "CAST-CRETE" / "QUALITY" SAFE LOAD TABLES SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERAL LOADS FOR SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT SAFE PLF LOAD SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 B/8-OB 81164TIOB 0.1TroB 1T/OB 1T/0113 -1T/01B TYPE LENGTH —'--------_TYPE PLAIN 8/8 SOLID TYPE LENGTH 8/8.1T 8/16-1r 8920-1T MA-1T 8/28-tT 6132-1T 8/8-1B 16-1T/1B 1T/1B tt�tB 6-tri16 -1r�tB Bra-zr �/162r a-xrrz4-rr Brt6zy er�zzr " 3-6 PRECAST 1436 952 3114 4217 5321 84M 7531 " 3-6 PRECAST 689 1024 3'-6" PRECAST 1569 _3524 4394 6132 7001 2465 6113 6385 nos 9031 to0oo 1S9 3524 _5263 5263 6132 mot 4'-0" PRECAST 1065 700 2305 3125 3945 4785 5587 4'-0" PRECAST 514 763 4'-0" PRECAST 1383 3060 3815 4570 5325 8079 1961 fi113 7192 6524 7627 8751 1363 3OW 315 4570 5325 8079 4'-6" PRECAST 819 533 1770 24M 3033 30M 4300 4'-6" PRECAST 398 591 4'-6" PRECAST 1207 — 3375 4043 4711 5379 1625 5743 7547 6752 6541 7565 1207 2707 U15 - 4043 4711 5379 51-4" PRECAST 931 1247 1999 2580 3123 36M 4249 5'4" PRECAST4 411 411 6 " PRECAST 1016 1806 2374_ 2944 3513 4084 1319 4480 7198 7342 5780 GM1018 2276 2838 3399 3901 4064 V-10" PRECAST 817 1024 1631 2090 2649 3009 3470 5' -10" PRECAST 340 339 5'-10" PRECAST 909 1499 1971 2443 2915 3387 1161 3893 5877 8038 SW 5ne 929 2080 2593-- 3107 3620 4133 B'-0" PRECAST 692 1139 3227 3031 3707 4383 6081 6'$" PRECAST 410 721 6'$" PRECAST 835 1201 1578 1955 2332 2709 1139 3227 4598 7054 10000 8825 835 1866 23 9 2790 3251 3712 Tv" PRECAST 570 938 2498 2205 28M 3191 3685 T-0" PRECAST 303 534 7'-6" PRECAST 710 900 1181 1462 1743 2025 938 2498 3408 4864 7087 6472 727 1624 2025 2426 2827 3228 9'-4" PRECAST 428 633 1693 2204 2481 2818 2621 940 PRECAST 192 384 9'4" PRECAST '� 586 767 948 1129 1310 639 1874 2298 3081 4099 4899 672 1318 1643 1969 2164 2519 101$" PRECAST 388 487 1247 1767 1904 2163 2028 " 10$ PRECAST 151 301 10-6 , " PRECAST 356 468 2 755 �899 1042 550 1407 1897 2781 3222 S784 504 1180 _6 1472_ 1783 1710 1 1989 1 V-4w PRECAST 330 544 1312 1742 2252 2868 3830 1114" PRECAST 132 417 11'4" PRECAST 430 408 530 653 T77 872 5" 1312 1742 2252 2858 3552 466 1042 1372 1643 1470 1710 " 12 -0 PRECAST 308 507 1210 1596 2048 2586 3191 12'-0" PRECAST 111 370 12'-0" PRECAST 383 366 476 587 898 783 507 1210 1596 2048 2588 3771 ,440 940 1300 15M 1314 1470 131-4" PRECAST 270 433 1045 1365 1732 2157 2535 131-C PRECAST 82 298 1314" PRECAST 414 1045 1385 1732 2316 2605 1312 1071 1203 14'-0" PRECAST 254 388 978 1272 low7988 2279 14'-0" PRECAST 71 293 14'-0" PRECAST 279 _278 443 526 809 390 978 1272 1608 1950 2389 378 717 961 1192 975 1133 14'-8" PRESTRESSED N.R. NR NR NR NR NR NR 14'-8" PRESTRESSED N.R. 283 14'-8" PRESTRESSED 239 — 422 _ -- sm 626 746 865 458 1079 1429 1824 2277 2712 246 663 -- 980 1237 1474 1715 16-C PRESTRESSED N.R. NR NR NR NR NR NR 15'-4" PRESTRESSED N.R. 252 16-40 PRESTRESSED 224 - 48 574 884 793 412 1014 1340 1703 2118 2513 230 616 908 _ 1134 1353 1572 PRESTRESSED N.R. NR NR NR NR NR NR " 17-4 PRESTRESSED N.R. 183 " 17� PRESTRESSED 187 - 326 - 36�a 461 587 8— ON300 am1121 1413 1739 2047 192 506 --- 720 501 1135 1312 19'-4" PRESTRESSED N.R. NR NR NR NR NR NR 17-4w PRESTRESSED N.R. 148 19'-4" PRESTRESSED 162 266 348 430 513 595 235 736 959 1200 1467 1716 160 429 on 803 1 950 1098 2V-4w PRESTRESSED N.R. NR NR NR NR NR NR 21'4" PRESTRESSED N.R. 125 21'-4" PRESTRESSED 142 _ 219 308 381 454 527 180 598 833 1038 lies 1468 142 373 537 690 816 943 22'-0" PRESTRESSED N.R. NR NR NR NR NR NR 22'-0" PRESTRESSED N.R. 116 22'-0" PRESTRESSED 137 226 290 350 428 497 165 550 784 992 1203 1381 137 358 513 ON 779 900 24'-0" PRESTRESSED N.R. NR NR NR NR NR NR 24'-0" PRESTRESSED N.R. 91 24'-0" PRESTRESSED 124 174 245 302 380 418 128 460 854 824 1014 1147 124 319 40 — 581 687 1 793 - ALL VALUES TAKEN AS THE LESSER FROM "SAFE 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 F.E.C.P. CORPORATION-CASTE-CRETE DIVISION ACCEPTANCE #: 19-0130.13 Reviewed for Code Compliance Universal Engineering 91 Sciences 2194 HW) ALA, SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #: 0003325 SU]SDIV. & LOT: CRELKSIDE PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: SAFE LOAD TABLES 160 MPH EXP. C ARCMTECT STATE OF FLORIDA FEB 2 2 2U21 MICHAEL C. ANDERSON AR NO 17305 PRINT DATE: 02 17 21 _ SCALE: 1/4" V-0' I SHEET Ste 2A u �r FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10dx 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 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. 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 U-01', 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. TRl1S3 MAAIUFACTIJIRER / 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. GI RDERITRUSS W/2X6 BOTTOM I. { CHORD TRUSSES W/2X4 BOTTOM CHORD <Aa "" U 11^1`"" I" `DIAGONAL ENDJACK TRUSS BOTTOM BRACING/BOTTOM CHORD WIMIN (4) 10d CHORD BRACING :RE APPLICABLE NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ END FUR EACH GHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ MID RUN co �n y✓) U U U 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. FRAMING NOTES: 1. U.N.O. ALL STRAPS FOR ROOF TRUSSES TO BE CONCRETE TO WOOD ROOF: SIMPSON HETA16 W/ (9) 10dx 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 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. 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 U-01', 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. TRl1S3 MAAIUFACTIJIRER / 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. GI RDERITRUSS W/2X6 BOTTOM I. { CHORD TRUSSES W/2X4 BOTTOM CHORD <Aa "" U 11^1`"" I" `DIAGONAL ENDJACK TRUSS BOTTOM BRACING/BOTTOM CHORD WIMIN (4) 10d CHORD BRACING :RE APPLICABLE NAILS FOR EACH CHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ END FUR EACH GHORD CONNECTION DISSIMILAR BOTTOM CHORD BRACING @ MID RUN co �n y✓) U U U 2X4 BLOCKING BETWEEN TRUSSES 24" O.C. TOE NAILED TO ADJACENT TRUSSES W/ (2) 16d COMMON NAILS & SECURE TO BM. W/ SIMPSON LTA2USED TO BRACE TOP OF WALL. ^� U U U � EJ71!11 tl��1r I — rc — — tl —gyp — II � �II II CA II II II II II = 1C 11 CJ3 0" L NG 2x C" AB T II I II J 10d i AILS 60. . „ , + „ „ FRAMING PLAN SCALE: 1/4" = V-0" i U O 0 0 N (D E Reviewed for Code Compliance Universal Engineering ID Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH 321-802-3591 www abdesigngroup.coni . t AA #: 0003325 13 DIV. & LOT: CRE,EKSIDE PHASE 2 LOT #113 :ROJECT� 04321.201/113R1 MODEL: 4EBB "18�8--CALI" s ARAGE SWING: L1 T FRAMING PLAN ,160 MPH EXP. C ARCHITECT STATE OF FLORIDA FEB 222614 MICHAEL C. ANDERSON AR NO 173- 05 PRINT DATE 02 17 21 SCALE: 1 /4"=1' — O" SHEET S 3 r y 1IF F ENGINEERED WOOD TR SSE PLYWOOD SHEATHING, SEE @ 24" 0/C, SUBMIT SHOP "ROOF/WALL/FLOOR DRAWINGS FOR REVIE SHEATHING AND APPROVAL FASTENER SCHEDULE" A-(1) SIMPSON HETA16 TRUSS ANCHOR WITH PLYWOOD SHEATHING, SEE # 1100 UPLIFT SIMPSON -- (g) 10d x 1 Z" NAILS TO TRUSS (1) SIMPSON HETA16 "ROOFiWALUFLOOR TRUSS ANCHOR WITH HTSM20 W/1010d) 1/ "TO B-(2) SIMPSON HETA16 TRUSS ANCHOR WITH NOTE: APT SYP #2 2" x 4", SHEATHING L TRUSS AND (4) 1/4" 2 1/4" (12) 16d x 1 Z" NAILS TO TRUSS FASTENER SCHEDULE" (9) 10d x 1 Z' NAILS TO 6 , 8" x 4'-0" MAY BE ADDED TITEN 2 ANCHORS T DBL STRAP, 1 EACH SIDE WRAPS UP AND GIRDER. PROVIDE 5" W/ 10d NAILS, 2 ROWS, 3" CONT POURED LINTEL OVER TRUSS (NOT SHOWN) MINIMUM CONCRETE O/C TO FACILITATE ONE C-(1) SIMPSON LGT2 GIRDER TIEDOWN WITH EMBEDMENT. USED IN ADDITIONAL PLY MAX. TO # 1900 UPLIFT NOTE: APT SYP #2 2" x 4", (2) SI PSON 1CONJUNCTION WITH ' ' • ACCOMMODATE GIRDER (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" HEAVY UPLIFT TIEDOWN REQUIREMENTS. OPPOSITE INSTALLED ON PRE-ENG TRt!iS OPPOSITE FACES O� i CONNECTOR BLOCK WALL W110 10d TO WITH (12) 16d x 3 Z'NNAILS TO GIRDER O/C TO FACILITATE ONE ADDITIONAL PLY MAX. TO TRUSS AND (4) 1/4" 2 1/4" ACCOMMODATE TRUSS A41) SIMPSON LGT3-SDS2.5 GIRDER TIEDOWN TITEN 2 ANCHORS T CONTINUOUS BOND BEAM SEE ARCHITECTURAL 2x WOOD FASCIA ANCHOR REQUIREMENTS. WITH (4) e" x 5" TITEN HD TO CMU AND (12) SIDS CONT POURED LINTEL / SEi 4' x 2 Z" TO GIRDER T, / 2x SECURED W/{3)16d B-(1) SIMPSON FGTR GIRDER TIEDOWN WITH t" GALV COMMON NAILS. ENGINEERED WOOD 1x2 SECURED W/ 10d TRUSSES @ 24" O/C, (2) Z" x 5" TITEN HD TO CMU AND (18) SIDS 4" x GALV. COMMON NAILS SUBMIT SHOP DRAWINGS SE 2x WOOD FASCIA 3" TO GIRDER > SEE ARCHITECTURAL I 12" O/C FOR REVIEW C-(2) SIMPSON FGTR GIRDER TIEDOWNS WITH AND APPROVAL 2x SECURED W/ N NAILS. 2 GALV. COMMON NAILS () �" x 5"TITEN HD TO CMU AND (18) SIDS 4" x 3" 1x2 SECURED W/ 10d MASONRY BOND SCREWS TO GIRDER (EACH TIEDOWN) GALV. COMMON NAILS BEAM ENSURE THAT CELLS ARE GROUTED MASONRY BOND BEAM 12" O/C SEE SCHEDULE i SOLID, 8" EACH WAY OF BOLTS SEE SCHEDULE A ALLOWABLE UPLIFT = U:1810 LBS, L:770 LBS (1 PLY) ALLOWABLE UPLIFT = 3285 LBS (2 OR 3 PLY) 4 TITEN 2 ANCHORS MIN. B ALLOWABLE UPLIFT = U:2365 LBS, L:1430 LBS (2 OR.3 PLY) ALLOWABLE UPLIFT = 4725 LBS (2 PLY MIN.) 2" COVER &.2" APART C ALLOWABLE UPLIFT = U:2705 LBS (2 PLY) ALLOWABLE UPLIFT = 8885 LBS (2 PLY MIN.) REPAIR OF MULTIPLE TYPICAL TRUSS/ MIS LACED EMBEDDED TRUSS ANCHOR la �b IC SCALE: TYPICAL ROOF 3 - GIRDER CONNECTOR(S) 2a 2b 2c SCALE:3/4"=1-a' GIRDER CONNECTOR(S) SCALE:3/4"=1'-0' q (2) 2X4 No.2 SYP DIAG. 2x4 BLOCKING BETWEEN BRACE W/ (3) 12d @ EA. TRUSSES WHERE TRUSS (DIAG. BRACE TO X-BRACING IS PRESENTAT COVER STRUSSES) 4'-0" O.C. (AT SHEATHING 0'-0" TO 30'-0" (1) "X" BRACE SEAMS) 30'-1" TO 60'-0 (3) "X" BRACE (1) "K' BRACE @ CENTER SECURE PT. PLATE (2) "X" BRACE DIVIDED EQUALLY TO BLK W// 1 1/2" DIA. 6'-0" MAX (W/lX4) FROM CENTER TO END. WASHERE IANCHOR BOLT W/IG v v 2x WOOD FASCIA, STRENGTH EPDXY 6H OR 10'-0" MAX (W/2X4) SEE ARCHITECTURALMIN. EMBED. AT 32" OQ_ } MAX. 1x4 DIAGONAL PRE-ENG GABLE TRUSS SECURE GABLE TO2x8 BTM. CHORD P.T. PLATE W/ 12d's 8" BRACING, SEE STIFFBACK (AS PER O.C. MAX PLAN FOR LOCATION ) u� TRUSS ENGCONT. 2x4 SECURED W! o U d MAY NOT BE } (2) tOd's @EACH TRUSS P N CL I- REQUIRED TO BE INSTALLED@ 10'-0" O.C. MAX. BTM. CHORD OF WOOD ROOF TRUSSES SEE SCHEDULE FOR BOND BEAM REQ. k its 1x4 BTM. CHORD BRACING 6-0" 0/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 BLOCK WALL W/ GABLE END COMMON NAILS AT EACH CHORD CHORD /+ /-+ INTERSECTION TYP. BTM. CHORD BRACING PRE-ENG'D TRUSS SCALE:3/4"=V-0" 6 SCALE: 3/4"=V-0" Reviewed for Code Compliance Universal. Engineering Sciences i1 l o NOTCH DEPTH I/4*D THE USE OF ALTERNATE MATERIALS MAY BE >, HOLE EDGE>5/8" USED SO LONG AS THEY CONFORM TO THE T HOLE DIAMETER FOLLOWING <2/5*D SGL. STUD OUTER 1/3 OF 1. METAL STRAPS FOR ROOF AND FLOOR CONNECTIONS SPAN ONLY A) AN ALTERNATE STRAP MAY BE USED SO LONG AS THE NEW STRAP HAS EQUIVALENT OR GREATER UPLIFT AND LATERAL F1 AND F2 LOAD CAPACITIES HOLE EDGE'>518" AS THE ONE SPECIFIED, CONCURRENTLY. IT SHOULD BENOTED 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. BTM. HOLE DIAMETER PLATE < 3/5*13 DBL. STUD I tt STUD NOTCHING \ ' ALTERNATE MATERIALS ' SCALE: 3/4"=V-0 AND BORING LIMITS -- $ 2194 HWY A -IA. SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937- PH: 3'21-802-3591 www.abdesigngroup.com AA :0003325 ARCHFECT STATE OF FLORIDA. FE6 2 2`2621 ra F Ij{ 'iW11CHAEL C. ANDERSON AR NO 17305 INT 02/17/21 SCAL.Ev 1/4"=1'-0' SHEET S'l 1 A 4Jr 2194 HWY AIA. SUITE 301 INDIAN HARBOUR BEACH, FLORIDA 32937 PH: 321-802-3591 www. abd osigngrou p.com AA #: 0003325 i I a s. I 6{ Im N SO SUBDIV. ac LOT: CREEKSIDE PHASE 2 LOT #113 PROJECTS 04321.201 113R1 k: MODEL• 4EBB "1828--CALI" GARAGE SWING: LEFT ]PAGE: DIETAILS } F 160® M} }i EXP. C ARCHITECT: STATE OF FLORIDA FES222021� AR NO 17305 1NT SATE: 02/17/21 ' 11 SCALE: 1/4`1'—O' SHEET r' S3e1H (2) 2X4 No.2 SYP DIAG. BRACE W/ (3) 12d @ EA. TRUSS (DIAG. BRACE TO COVER 5 TRUSSES) 0'-0" TO 30'-0" (1) "X" BRACE 30'-1" TO 60'-0 (3) "X" BRACE (1) "X" BRACE @ CENTER (2) "X" BRACE DIVIDED EQUALLY FROM CENTER TO END. PLYWOOD SHEATHING, SEE — "ROOF/WALL/FLOOR SHEATHING FASTENER SCHEDULE" SEE TYP. TRUSS CONNECTOR DETAIL FOR STRAPPING INFO. 1x2, 2x WOOD FASCIA — SEE ARCHITECTURAL 2x SECURED W/ (3) 16d GALV. COMMON NAILS. 1x2 SECURED W/ 10d GALV. COMMON NAILS 12" O/C MASONRY BOND BEAM SEE SCHEDULE i 2x4 BLOCKING BETWEEN TRUSSES WHERE X-BRACING IS PRESENT AT 4'-0" O.C. (AT SHEATHING SEAMS) PRE-ENG GABLE TRUSS STIFFBACK AT ALL 2x UPRIGHTS OVER 4'-10" HIGH (AS PER TRUSS ENG) IF CONNECTION PER TRUSS MFG. ENGINEERED WOOD TRUSSES @ 24" O/C. SUBMIT SHOP DRAWINGS FOR REVIEW CONT. 2x4 RAT RUN AND APPROVAL SECURED W/ (2) 12d's @ EACH TRUSS GABLE END PRE-ENG'D TRUSS W/ HIP RETURN SCALE: 3/4"=V-0" SIDE VIEW VTCR SPACING (1) AT EA nrin F,-n^ n. PRE-ENGINEER�� VALLEY TRUSS CONNECTION SCALE: N-T.S. Reviewed for Code Compliance Universal Engineering [B Sciences 2194 HWY A1A, SUITE 301 INDIAN HARBOUR BEACH. FLORIDA 32937 PH: 321-802-3591 www.abdesigngroup.com AA #:0003325 * SUHDIV. & LOT: CREEKSIDE i PHASE 2 LOT #113 PROJECT# 04321.201 113R1 MODEL: 4EBB "1828--CALI" GARAGE SWING: LEFT PAGE: h' DETAILS 160 MPH EXP. C ARCHrrECT- FEB 2 2 2021 ICHAEL C. ANDERSON AR NO 17305 rccaa� a DATE: 02 17 21 SCALE: 1 /4"- f - 0" SHEET S3.IC GABLE -END HIP ROOF (ROOF WIND DESIGN PRESSURES NET (GROSS) ASCE 7-16 ZONE 1 = 23.79 PSF (33.79) ZONE 2 = 39.48 PSF (49,48) ZONE 3 = 67.16 PSF (77.16) "A"= 4'-0" END ZONE DISTANCE BASIC WIND SPEED: 160 MPH WIND EXPOSURE: 'C" RISK CATAGORY: II APPLICABLE INTERNAL PRESSURE COEFFICIENT+- 0.18 I A ROOFGIAPHRAGM ROOF/ WALL/ FLOOR FOR ASPHALT SHINGLE ROOF, USE MIN 19132" STRUCTURAL SHEATHING' EXP 1 (40/20), FOR CEMENTITIOUS TILE AND METAL ROOFING, USE MIN. SHEATHING_ 19/32" STRUCTURAL SHEATHING EXP 1 (40/20).(SEE TABLE FOR FIELD AND EDGE SPACING) SEE DETAIL. ROOF SHEATHING O GABLE END FRAME USE 1 Od RING SHANK GUN FASTENER SCHEDULE NAILS @ 4" O.C. EDGEWISE 2x4 BLOCKING ALL PANEL JOINTS W/ IN 4' OF GABLE END. NAIL REQUIREMENTS SIZE HEAD LENGTH DIA. TENSILE STIR. SHANK ASTM 10d RING SHANK, 2 1/2" 0.131 F1667 SCREW SHANK 170,000 RING 1 RINGS PER RSRS-03 Sd RING SHANK, 2 3!8" 0.113 F1667 SCREW SHANK INCH) ) RSRS-01 8d RING SHANK, PNEUMATIC 2 3/8" 0.113 F1667 SCREW -NAILS I RSRS-01 RAFTER OR TRUSS ROOF SHEATHING — EXTERIOR SHEATHING z = USE 112" COX OR 7/16" O.S.B. PLY WITH 8d RING SHANK GUN NAILS AT 4" O p O.C. AT PANEL SIDES AND 8d RING SHANK GUN NAILS 4" O.C. TOP & J BOTTOM PANEL AND 8d RING SHANK GUN NAILS AT 6" O.C. AT m INTERMEDIATE SUPPORTS OR 7/16" ZIP SHEATHING SYSTEM (INSTALLED PER MANUF. SPECS.) SEE DETAIL. BUILDING LENGTH D ROOF SHEATHING LAYOUT AND ENDWALL BRACING FOR GABLE END FRAMING ROOF SHEATHING ATTACHEMENT SPACING NOTE: GABLES -DROP GABLE END & (1) ADD'L DROPPED ZONE 1: 10d NAILS @ 4" O.C. ON EDGE AND 6" O.C. IN FIELD TRUSS 2x4 #2 SYP OUTLOOKER RAFTER W/ BLOCKING @ ZONE 2e, 2n, 2r: 10d NAILS @ 4" O.C. ON EDGE AND 4" O.C. INFIELD 16"O.C. IF NO DROPPED GABLE END, ATTACH 2x4 #2 SYP ZONE 3,3e, 3r: 10tl NAILS @ 4" O.C. ON EDGE AND 4" O.C. INFIELD BLOCKING @ 16" O.C. FIRST 4 BAYS W/ (2)12d NAILS EA. END. ATTACH ROOF SHEATHING TO RAFTERS 2/ BLOCKING PER NAILING SCHEDULE 8d RING SHANK GUN NAILS @ 4" O.C. TOP & BOTTOM EDGES rV V J Z :w'U Z Dw a Y @) U 2p z z Of a CO z � Q Y Lu z S z CO U z O W I rn J zW z0 o� V W z@) =U rn 0 0 v z O 1Od RING SHANK GUN NAILS SEE "ROOF SHEATHING ATTACHMENT' TABLE FOR FIELD SPACING C#8 2" DECK SCREWS @ 6%8" O.C. MAX @ EQGES & 12" O.C. MAX IN FIELD. UNTFIREADED SHANK TO EXTEND BEYOND THICKNESS OF SUB -FLOOR SHEATHING GENEPAL NOTES: ALL AGGREGATE USED IN CONCRETE SHALL CONFORM TO ASTM C33/C33M. MAXIMUM AGGREGATE SIZE SHAD BE 3/4" STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND WOOD: ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND SITE DRAWINGS. CONSULT PROVIDE 6%AIR ENTRAINED CONCRETE EXPOSED TO EARTH OR WEATHER ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN NON -BEARING WOOD WALLS TOP PLATES &STUDS CAN BE SPF. ALL EXPOSED N STRUCTURAL D EDGES OF CONCRETE A DRAWINGS. APPLICABLE BUILDING E EARE TO BEC R G CODE STANDARDS: CHAMFERED 314". FBC-R 2020 7th EDITION ' ACI 318-14 BUILDINGES CODE REQUIREMENTS Q ALL WOOD FOR BEAMS BEARINGWALLS SOLE PLAT TOPPLA TES BRACING LEDGERS I BLOCKING OR STRUCTURAL CONCRETE, TMS 402/602-16 AISI SPECIFICATION FOR THE DESIGN OF PROVIDE 6-MIL CONTINUOUS POLYETHYLENE VAPOR BARRIER MEMBRANE UNDER ALL SLABS -ON -GROUND WI�ERE CRIPPLERS SILLS, LLS ETC. SHALL - INDICATED ON BE SOUTHERN PINE NO, OR BETTER. Fb - 1100 PSI AND A MODULUS OF COLD -FORMED STEEL STRUCTURAL MEMBERS 2016, ASCE 7-16 AND.AISC SPECIFICATIONS DRAWINGS SEAMS LAPPED AND SEALED WITH ADHESIVETAPE. ELASTICITY = 1,40Q000 PSI. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK SHALL BE PRESSURE TREATED. PRESSURE TREATED BOTTOM PLATE REQUIRED, WOOD FOR NON-STRUCTURAL USES LL DETAILS AND SECTIONS SHOW ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND FORMWORK: SHALL BE RATED TO RETENTION LEVELS OF 0.25 PCF OF A BORATE PRESERVATIVE TREATMENT: DISODIUM HALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT. FORM -WORK,. SHORING, AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WA CORROBORATE TETRAHEDRAL (DOT). WOOD FOR STRUCTURAL USE THAT SHALL BE TREATED FOR ANY LS, EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. AND FOOTINGS' SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI 347 LATEST REASON SHALL BE RATED TO RETENTION LEVELS OF 0.42 PCF FOR DOT OR MORE. NAILS, SPIKE, BOLTS USED EDITION,"RECOMMENDED PRACTICE FOR CONCRETE FORM -WORK. W/ DOT SHALL BE HOT DIPPED GALV. FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD. DO NOT. SCALE THE CONTAINS MORE THAN Y." OF HEARTWOOD. DRAWINGS. FOLLOW WRIT -FEN DIMENSIONS ONLY. ANY DISCREPANCIES SHALL BE BROUGHT EXCLUSIONS FROM THESE PLANS: 1-0 THE ATTENTION OF THE ARCHITECT PRIOR TO PROCEEDING WITH THE AFFECTED PART MINIMUM NAILING PER FBCR 2020, 7th EDITION. SEE NAILING SCHEDULE ON PLANS. F THE WORK. WATERPROOFING, FLASHING, SOUND ISOLATION, FIRE SEPARATION, OR OTHER NONSTR CTURAITEMS LD ARE NOT PART OF THE STRUCTURAL PLANS AS THEY ARE NOT CONSIDERED TO BE STRU TURALEPEN.DING PROVIDE SOLID BLOCKING UNDER ALL POINT LOADS AND WOOD COLUMNS WITH 2x STRUCTURAL LUMBER ON THE TYPE OF CONSTRUCTION THESE ITEMS SOME OR ALL MAY BE REQUIRED BUT ARE HE. STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING BY OTHERS. SYP #2. IS COMPLETE IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND INSURE SAFETY THE BUILDING AND ITS COMPONENTS WELDED WIRE ERING UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT DURING ERECES TI C MESH: ERECTION: THIS WORK INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. EMPORARY BRACING, GUYS OR TIE DOWNS WELDED WIRE MESH, SHALL BE ASTM Al064/A1064M, GRADE 65 AND BE PLACED IN ACCOR ACI TYPICAL DETAILS. ANCE WITH THE WOOD TRUSSES: MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. WIRE MESH FORSLABS SHALL HE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE PREPARATION BE SUPPORTED WITH 2" CHAIRS SPACED S-0" OC, EACH WAY. -. TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATIONS FOR EQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION LOADS STRESS -GRADE LUMBER AND ITS FASTENINGS" BY THE NFPA. TRUSS DESIGNS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN FLORIDA, SEE NOTED FOR SHOP DRAWINGS. O NOT SCALE DRAWINGS. THE CONTRACTOR AND SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR REINFORCING STEEL: O WORK PERFORMED AND SHALL NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOUND. REBAR SHALL BE ASTM A615A615M GRADE 40 IN CONCRETE DEFORMED BARS, REBAR SHALL BE ASTM CONNECTOR PLATES SHALL BE A MINIMUM THICKNESS OF 0.036" AND BE MANUFACTURED FROM STEEL A615 GRADE 60 IN MASONRY DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND PLACEDIIN MEETING THE REQUIREMENTS OF ASTM A446/A446M, GRADE A, AND SHALL BE HOT -DIPPED GALVANIZED. ACCORDANCE DESIGN LOADS: W/ THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS ANDS ECIFICATIONS. CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR REVIEW PRIOR TO FABRICATION. DESIGN, FABRICATE, AND ERECT WOOD TRUSSES IN ACCORDANCE WITH TPI-14, "DESIGN NATIONAL HORIZONTAL ROOF: AND VERTICAL BARS SHALL LAP 6 x BAR N0. UNSCHEDULED FIELD LAPS ARE SUBJECT TO LIVE LOAD FLOOR: LIVE LOAD 40 psf STANDARDS FOR METAL -PLATE -CONNECTED -WOOD TRUSS CONSTRUCTION:, AND "BCSI LATEST EDITION" €NGINEER'S REVIEW. 20 psf TOP CHORD -non-concurrent COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLATION BRACING METAL -PLATE -CONNECTED TYP. MIN LAPS SHALL BE AS FOLLOWS: #4 BAR - 25" #6 BAR - 36" 10 psf BTM CHORD -non-concurrent 25" 36" WOOD TRUSSES. #5 BAR - #7 BAR - PROVIDE 36" x 36" CORNER BARS, BOND BEAM ONLY, BAR - 30" D TIED TO EACH BEAM REBAR, DEAD LOAD - SEE DEi'AILS TRUSS MANUFACTURER WILL PROVIDE CALCULATIONS INDICATING ADDITIONAL DEAD LOADS FOR THE ROOF DEAD LOAD FOR ADDITIONAL INFORMATION. LOCATIONS WITH GUSSETS; CRICKETS AND VALLEY LOCATIONS REQUIRING ADDITIONAL ROOF FRAMING FOR 1,5 pef TOP CHORD 20 psf TOP CHORD INTERSECTIONS OF HIGHER OR LOWER ROOFS IN ACCORDANCE WITH ANSI/ASCE 7 88: 1990. (7 psf w/ ASPHALT SHINGLES) (10 psf wl No GYPCRETE) ALL VERTICAL REINFORCING BARS IN CMU CELLS SHALL BE ANCHORED IN THE FOO�FING, 10 psf BTM p CHORD 5 psf BTM CHORD THICKENED SLAB, BEAM OR LINTEL SUPPORTING THE WALL AT THE TOP AND BOTTOM HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS. WITH DEAD LOAD TO RESIST WIND UPLIFT: 1 Opsf MINIMUM 10 INCH HOOKS OR BENDS AND SHALL BE CONTINUOUS THROUGHOUT THEHEIGHT OF THE '. BALCONY LIVE LOAD 60 psf WALL. CONTRACTOR SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR ALTERNATE CONNECTION DETAILS AT i, TRUSSES/GIRDERS TO COLUMNS AND WALLS FOR APPROVAL. STAIRS LIVE LOAD 40 psf WIND: DEAD LOAD SPEED =160 MPH 3-SECOND GUST RUN REINFORCING BARS CONTINUOUSLY LAPPED AT SPLICES AND AROUND CORNET S DOWEL ROOF & FLOOR LAYOUTS PROVIDED ON THESE PLANS ARE TO BE USED AS A GUIDE FOR BEARING (ASCE 7-16 (FBC R2020) EXPOSURE C RISK CATEGORY II) INTO INTERSECTING WALLS AND HOOK AT ENDS. STAGGER SPLICES WHEREVER P SSIBLE. DETERMINATIONS, FEASIBILITY & ARCHITECTURAL AIDE, TRUSS MANUFACTURER IS RESPONSIBLE FOR FINAL LIVE LOADS: UNINHABITABLE ATTIC WITHOUT STORAGE: 10psf, UNINHABITABLE ATTIC WTH LIMITED LAYOUT, SPANS & ALL TRUSS/ HEADER ENGINEERING. ANY DISCREPANCIES FROM THESE LAYOUTS THAT STORAGE: 20psf, HABITABLE ATTICS AND ATTICS SERVED WITH FIXED STAIRS: 30psf, BALCONIES (EXTERIOR) DO NOT CUT OR DISPLACE REINFORCING STEEL TO ACCOMMODATE THE INSTALLATION OF EMBEDDED ITEMS AFFECT THE STRUCTURAL BEARING AS CALLED OUT ON THESE. PLANS SHALL BE NOTIFIED TO THE AND DECKS: 40psf, GUARDS. AND HANDRAILS: 200psf, GUARD IN -FILL COMPONENTS: 50 sf, PASSENGER WITHOUT THE APPROVAL OF THE ENGINEER. P STRUCTURAL ENGINEER OF RECORD PRIOR TO MANUFACTURE OF TRUSSES. THE TRUSS FABRICATOR SHALL VEHICLE GARAGES: 50psf, ROOMS OTHER THAN SLEEPING ROOM: 40psf,.SLEEPING ROOMS: 30psf, STAIRS: PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS AND A FULLY DIMENSIONED ERECTION 410psf MASONRY: PLAN SHOWING COMPONENT LAYOUT. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A FLORIDA MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM WITH ALL REQUIREMENTS OF HOP DRAWING REVIEW: "SPECIFICATION THE LICENSED PROFESSIONAL ENGINEER. MASONRY STRUCTURES" (TMS 402, BUILDING CODE REQUIREMENTS FOR K IOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGNING INTENT STRUCTURES AND SPECIFICATIONS FOR MASONRY STRUCTURES AND COMMENTARIES), AE ASONRY PUBLISHED BY THE HURRICANE STRAPS SPECIFIED ON THE WALL SECTIONS AND PLANS ARE PROVIDED TO FACILITATE THE S Or THE CONTRACT D THE MA DOCUMENTS ONLY, IT SHALL BE MASONRY STAND THE RESPONSIBILITY STANDARDS JOIN OF THE CONTRACTOR T COMMITTEE RACTOR TO VERIFY CONSTRUCTION CTION SCHEDULE, LE AND MAY CHANGE PREDICATED ON THE TRUSS AND GIRDER REACTIONS C DIMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL BLOCK WALLS SHALL BE TWO CONCRETE PROVIDED BY THE TRUSS ENGINEER THE TRUSS TO STRUCTURE CONNECTIONS -CELL HOLLOW MASONRY REGULAR SIZE BLOCK AND LOADS SPECIFIED ONTHIS PLAN SHALL SUPERCEDE THOSE A L SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTORS PRIOR TO SUBMITTAL TO THE ARCHITECT. MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE fm = 2000 PSI. BLOCK SHALL BE PLACED USING OF THE DELEGATED TRUSS ENGINEER. WIND UPLIFT VALUES HAVE BEEN BASED ON ASCE 7-16 COMPONENT ` DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWINGS IN THE FORM RUNNING BOND UNLESS OTHERWISE NOTED. LAY-UP MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE AND CLADDING WIND LOAD PRESSURES. THE DELEGATED TRUSS ENGINEER SHALL BE RESPONSIBLE FOR Or REPRODUCIBLE SEPIAS OF STRUCTURAL DRAWINGS (CON -TRACT DOCUMENTS) ARE PROHIBITED PLACING CONCRETE FOR IN -WALL COLUMNS. GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ALL TRUSS TO TRUSS CONNECTIONS. WITHOUT E THE EXPRESS WRITTEN FROM THE ENGINEER. IN ALL INSTANCES, THE CONTRACT ASTM C-476, AND SHALL PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS, UNLESS DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS CHECKED, UNLESS OTHERWISE SPECIFIED IN SPECIFICALLY NOTED OTHERWISE ON FOUNDATION PLAN. THE GROUT MIX SHALL HAVE A MAXIMUM 3/8" BITING BY THE ARCHITECT. COURSE AGGREGATE, AND SHALL BE PLACED W/ A SLUMP OF 8" TO 10". USE ONLY MECHANICAL VIBRATION - TO CONSOLIDATE GROUT. FOUNDATION/ SITE PREPARATION: TYPE "W OR 'S" MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL WERE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 psf, FOOTING BE FOOTINGS EXCAVATIONS PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270. HORIZONTAL AND VERTICALI AN - D SLAB SUB GRADE SHALL BE COMPACTED TO A DRY DENSITY OF AT LEAST 95 % OF THE MORTAR JOINT S MODIFIED PROCTOR MAXIMUM DRY DENSITY, DETERMINED IN ACCORDANCE WITH ASTM D-1557. TREATALL SHALL BE THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR PROTRUSIONS THAT EXTEND INTO SOIL BE FOR TERMITE PROTECTION. CELLS TO BE FILLED. THE OWNER SHALL RETAIN THE SERVICES OF AN INDEPENDENT CEO -TECHNICAL ENGINEER TO VERIFY FILL CMU CELLS SOLID WITH GROUTATALL CELLS TO RECEIVE EXPANSION ANCHORS AND! R VERTICAL SUCCESSFUL REINFORCING. COMPLETION OF SITE PREPARATION EFFORTS. LOCATIONS FAILING TO MEET THE �. G O-TECHNICAL ENGINEER'S REQUIREMENTS SHALL BE RE -COMPACTED AND RETESTED ATTHE CONTRACTOR'S LAP VERTICAL REBAR 6 X BAR NO. (48 BAR DIAMETERS)., U.N.O. NTRACTORS EXPENSE AND AS DIRECTED BY THE ARCHITECT. WRITTEN CERTIFICATION THATTHE MINIMUM DESIGN BEARING CAPACITY, AND THAT THE COMPACTION REQUIREMENTS HAVE BEEN MET SHALL STRUCTURAL STEEL: B MADE BY THE GEO TECH ENGINEER. - THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH�THE NC MTE: SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR 9TH EDITION, BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. STRUCTURAL STEEL NCRETE SHALL ACHIEVE MINIMUM 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: BUILDINGS, SHALL BE ASTM C A36/A36M, Fy = 36 ksi FOR ANGLES, PLATES, AND W-SHAPES. STRUCTURAL TUBING SHALL BE ASTM 2,500 PSI REGULAR WEIGHT FOR FOOTINGS, AND SLAB -ON -GRADE A500/A500M, GRADE B, Fy = 46 ksi. STRUCTURAL PIPE SHALL BE ASTM A53/A53M, GRADE B, TI`PE E OR S, Fy= 3,000 PSI REGULAR WEIGHT FOR BEAMS, COLUMNS, AND 5" STRUCTURAL TERRACE SLAB. 35 ksi. TUBE AND PIPE COLUMNS SHALL BE CONCRETE -FILLED IN THE SHOP. C TRACTOR SHALL SUBMIT PROPOSED MIX DESIGNS, WITH HISTORICAL STRENGTH DATA FOR EACH SEPARATE MIX PRIOR TO ANCHOR BOLTS AT THE COLUMN BASES SHALL BE ASTM A307 BOLTS WITH DOUBLE -NUT LEVELING. ALL C CRETEPLACEMENT,. CONCRETE SLUMP SHALL NOT EXCEED 5"+/- PRIOR TO THE ADDITION OF PLASTICIZER OTHER BOLTS SHALL BE ASTM F BOLTS WITH WASHERS UNDER THE TURNED EµEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN -OFF -THE -NUT METHOD. DANCE WITH CC qCR6E.SHALL COMPLY WITH ALL THE REQUIREMENTS OF ACI 318 AND ASTM C94/C94M OR MEASURING, MIXING, TRANSPORTING: ETC. ALL ANCHOR BOLTS SHALL BE GALVANIZED STEEL. J-BOLTS ARE TO BE STEEL. CONCRETE TICKETS SHALL BE TIME -STAMPED WHEN CONCRETE IS BATCHED. THE MAXIMUM TIME ALLOWED FROM WHEN WATER IS,ADDED TO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS A DELAY IN SUCH THAT ABATCH IS HELD FOR LONGER THAN 90 MINUTES, THE CONCRETE SHALL NOT BE PLACED, IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF ANY NOqCOMPLIANCE WITH THE ABOVE. REQUIRED CONCRETE COVERAGE OVER REBAR SHALL BE AS FOLLOWS'. A 3" FOR CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH (FOUNDATIONS): B. FOR CONCRETE EXPOSED TOEARTH AND/ORWEATHER: 1-112 FOR #5 AND SMALLER Reviewed for Code 21, #6 AND LARGER Compliance ,FOR 1 C FOR CONCRETE NOT EXPOSED TO WEATHER Universal sal Engineering 3/4" FOR SLABS, WALLS AND JOISTS Sciences 1-112" FOR BEAM AND COLUMN PRIMARY REINFORCEMENT, TIES, STIRRUPS FASTENER SCHEDULE G WINDOW AND DOOR BUCK FASTENERS FASTENER APPLICATION SIZE TYPE SPACING REMARKS APPLICATION SIZE TYPE SPACING REMARKS 1x2 PT FURRING TO CASE HARDENED COIL MASONRY I CONC NAIL 1 1/2" LONG. 8 O/C GARAGE DOOR BUCK TO MASONRYICONC. 7!4' DIA NO WASHER 8, O/C ° 1 1/2" EMBED., 4" END DIST., 1 1/2" EDGE DIST. $ NDOW�DOORI FASTENED INTO MASONRY/CONC. GARAGE DOOR BUCK TO MASONRYICONC. 12" DIA. W! WASHER EEXPANSION E 24" O/C 4" EMBED., 4" END DIST, SGD, AL EXT DOORS CASE HARDENED COIL 9" OIC I PT, SEE NOTE 6 NAIL 1 1/2" LONG, STAGGERED ' 3" EDGE DIST. ' WINDOWBUCK CASE HARDENED 91O/C WNDWFASTENE PT SEE NOTE NAIL 11/2'"LONG, STAGGERED D METAL /APTO CONTACT THIS ENGINE ACING1x ER FOR INTO MASONRv/GONG. MAsONRYlconc. REQUIREMENTS 1 EXT. SWING DOOR (2) 31160IA. TAPCON BUCK 2x Pi; SEE NOTE 6 16" O/C NO WASHER FASTNER 1 1/2" EMBED 8 END. DIST, 1 1/2" EDGE DIST NON -BEARING WOOD WALL TO CONIC SLAB EX ION 24�' O/C 4" EMBED 4 END W/ WASHER BOLT DIST_ 3" EDGE DIST 2x PT WINDOW BUCK PT TO STEEL COLSEE 0.138' PAF x 21/8" 9" O!C 4 END DIST 1 12" .. W! WASHER .NOTE 8 STAGGERED EDGE DIST NOTES — 1. STAPLES. SHALL NOT BE USED FOR ANY. STRUCTURAL APPLICATIONS 2. FASTENING OF GARAGE DOORS, WINDOWS AND EXTERIOR SWING DOORS TO FRAMING BUCKS SHALL BE AS PER MANUFACTURER'S SPECS AND! OR NOA 3. ALL FASCIA MATERIAL SHALL BE HAND FRAMED 4. PAF SHALL BEHILTI X-ZF HEAVY DUTY PINS OR EQUAL SAME DIAMETER AS SPECIFIEDII HEREIN 5. FASTENER SPACING FOR. THE BUCKS SHALL BE THE STRICTER REQUIREMENT OF THE NOA OR THE SPACING DETAILED ABOVE 6. WINDOW AND DOOR BUCKS SHALL B@ AS WIDE OR WIDER AS THE DOOR OR WINDOW FRAME EXCEPT FOR AN EXTERIOR SWING DOOR WITH A WOOD DOOR FRAME. 1* MEMBERS ARE NAILED AND 2x MEMBERS ARE SECURED W! TAPCONS OR PAF TO THE SUBSTRATE. ,rUBDIV7. 8� T: CREEKSIDE PHASE 2 LOT #113 PEtWE TAO 04321. 01 113R1 MODEL:I 4EBB "1828-CALI" GARAGE S WING: ' LEFT AGE. DETAILS ' 60 MPH EXP. a, :4 ARCH17ECT; 1 STATE OF FLO " A I FEB 2: 2 2011 ls(,ICHAEL C. A NDERSON ALB NO 170'0r�6 PRINT DATE: 02 17 21 Y TYP. 3/4" T&G SUB -FLOOR DECKING GLUED TO ALL EXPOSED MEMBERS T TYP. EXT: SHEATHING ATTACHMENT inimmm SCALE: 1/4"=V-0" SHEET S JL V�T 1_ b.