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388 Red Rose Ln 15-888 (a)MASTER The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. D 36"X4 8" _ 40'-9" CONC PAD 24-9" 31 I I (111 91-61 1 C`UNITEGRESS A EGRESS O LEGEND INDICATES 8x8xl6 (NOM.) C.M.U. (EXTERIOR LOAD BEARING ). 9'-4" TOP OF CMU 2'-11" - 1'4" T-41/2" 16-0" T-4 1/2" 8" 4'-111' 8" 51-10 1/2"40 e 10 O 22'4" 6-3" 11'-911 40'-9" 1st FLOOR PLAN ELEVATION "C" 1/411 = 11-011 5-10 1/2" INDICATES WALLS TO BE UTILIZED FOR TRUSS BEARING 2x4 WOOD STUDS @ 16" O.C. U.N.O. INDICATES WOOD STUDS 24" O.C. MAX. (NON LOAD BEARING INTERIOR PARTITIONS ONLY.) (U.N.O.) INDICATES WET WALLS, 2X WOOD STUDS @ 12" O.C. WATER HEATER: PROVIDE MIN:40 GALLON WATER HEATER WET AREAS: ALL WET AREAS TO BE FRAME WITH STUDS @ 12" O.C. = DOOR SCHEDULE AREA CALCULATION — — _ — BOT. OF LINTEL8-0" — T-0" 81-0" 1 3/4" DOOR GLASS INSERT _1 2 2'-8" 6'-8" 1 3/4" S.C. 20 MIN. FIRE RATED DOOR 4 SHELVES GARAGE DOOR 361X60" PRECAST LINTEL H.C. INTERIOR DOOR 6 2'-6" 6'-8" H.C. INTERIOR DOOR 7 2'-8" 6'-8" H.C. INTERIOR DOOR W H.C. BI FOLD DOORS 9 2'-811 _ AHU HALF DOOR 10 DBL 2'-0" 6-8"H. C. BI FOLD DOORS m pC �' N 9ULI I- C 23 SH 36" X 36" 8'-0" ��777�/~ O WIC 24" X 36" 8'-011 �'�a Woo E O7 51.011 " 31 Q" �O COVERED LANAI z1� or) F 35 SH ARCH TOP 48" X. 60" [�LvR s 6 4 9'-4" CLG. � z 16'-0" X 10'-0" C0 LL 4040 FX o o 81-91 5 5 20 _lip1 8 13 -7 w �- 60 25 SH ARCH TOP 36" X 60" 8'-0" T-0" HDR ON 2ND FLR. K 35 SH 48" X 60" 8'-0" T-0" HDR ON 2ND FLR. VSK CLIm 6'-211 41_411 4'41 f 24" X 69' 8'-0" ca 6 N ' a MASTER BEDRM O O I IN_ 9'-4" CLG. iv 13'-10" X14'-0" C14 r O : H WC 21_1,1 A11 Q,_611 `r•, 31-411 •�+ I+ C7 _ HB LL o HANSON J BOX 221 WIG 1 5.. II W11 UTILITY FAMILY — — _ — — — — _ 18/1 SHLF-- a L1J '_ 9'4" CLG. ' A" CLG. 9'-4" 9 -4 X 5v-411 OPT � 15'-8" X 18'-6" D 11 DRYER A O 11'-711 2'- 2'-10" 31-6" II ENT 15'-811 EGRESS iL77nn 9 c - w � R.A. N BEDROOM 5 J Ocor 9-4 CLG. 1 v 11'-2" X 9'-8" — — Iy fn � VA C14 N cD C' T- 3�O M Q 3-02-6 64N k 1 = 6 KITCHEN — — _ _ _ _ _ lR/l SHLF N 9'-2" 106.0" 3 PIECE ACRYLIC UNITS �, o "BATH 3 O� <� 0 1 1 o z ' O O DINING TUB/ iv -1 `�/ 9'-4" CLG. 0 -? INK _ 14-910 X OtiUti10" 16 WIDE SHWR SINK O I TOP _ FCOUNTER 5 DWJ TEMP. _ I B O (51, WALL _ LU CC) (h I CL j O j BEDROOM 4 - Q OPT, ARCH 00 o 9'-4" CLG. r ,v 3 411 2'_ 11 " 4,_011 411 M O 0 w ILL - J 10 O6O cin O c Uj EGRESS ny w 1 z _1 a = a � cD CO a c� d w 1 11'-8° 1 11 3'-011 6-311 5'-3" 101-61 — C? O 00 ih _ 9'-4" CLG. ODEN WH 10'-4" X 10'-2" 11 C' 0 (V — — — 21'-91' 6'-1°P' 3'-5" 1'-8" 5'-01 t- ATTIC ACCEL — — — Lr 3 PIECE 8 - O TUB/ SHWR ACRYLIC UNITS FOYER co u BATH2 ip N 6'1,0"X 14-0114 � 9'-4" CLG. WOC+ I—I O � N _ � O � 4 O� 5. 1 SINK = lR/lSHLIF --- �— --------------- _ --- � 1 I GARAGE I PORCH N co HB 9'-411 CLG. ; 9'-4"CLG. ° 6'-2" X 6'-2" '? w 21'-4" X 22'-6" ( 10of I I w I I I I O :BOT. 91'1 5' 1 I BEDROOM 2 9'41 CLG. pr77-7 7774Ik 3 O 9,= 10'-4" X 10'-0" a0 L9 Cv FRONT PORCH PAVERS EGRESS 11111111 ITT T-41/2" 16-0" T-4 1/2" 8" 4'-111' 8" 51-10 1/2"40 e 10 O 22'4" 6-3" 11'-911 40'-9" 1st FLOOR PLAN ELEVATION "C" 1/411 = 11-011 5-10 1/2" INDICATES WALLS TO BE UTILIZED FOR TRUSS BEARING 2x4 WOOD STUDS @ 16" O.C. U.N.O. INDICATES WOOD STUDS 24" O.C. MAX. (NON LOAD BEARING INTERIOR PARTITIONS ONLY.) (U.N.O.) INDICATES WET WALLS, 2X WOOD STUDS @ 12" O.C. WATER HEATER: PROVIDE MIN:40 GALLON WATER HEATER WET AREAS: ALL WET AREAS TO BE FRAME WITH STUDS @ 12" O.C. ' O DOOR SCHEDULE AREA CALCULATION MARK WIDTH HEIGHT THICKNESS COMMENTS T-0" 81-0" 1 3/4" DOOR GLASS INSERT _1 2 2'-8" 6'-8" 1 3/4" S.C. 20 MIN. FIRE RATED DOOR 3 16-0" 7'-0" GARAGE DOOR 4 6'-0" 6'-8" SLIDING GLASS DOOR 5 2'-0" 6_811 H.C. INTERIOR DOOR 6 2'-6" 6'-8" H.C. INTERIOR DOOR 7 2'-8" 6'-8" H.C. INTERIOR DOOR 8 T-0" 6'-8" H.C. BI FOLD DOORS 9 2'-811 _ AHU HALF DOOR 10 DBL 2'-0" 6-8"H. C. BI FOLD DOORS L 11 DB2' -6" 6'-8" — H.C. INTERIOR DOOR ' 20 O WINDOW AREA CALCULATION SCHEDULE 2,1193 SQ. 39 SQ. 1160 SQ. 619 SQ. FT. FT. FT. FT. TOTAL 2,911 SQ. FT. to- I -- 7 C3 7E MARK TYPE NOM. SIZES HEAD HEIGHT REMARKS A 25 SH 36" X 60" 8'-91 T-0" HDR ON 2ND FLR. B DBL SH 25 72" X 60" 8'-0" T-0" HDR ON 2ND FLR. C 23 SH 36" X 36" 8'-0" ��777�/~ D 1/2 33 SH 24" X 36" 8'-011 �'�a Woo E 26 SH ARCH TOP 36" X 72" 8'-0" or) F 35 SH ARCH TOP 48" X. 60" 8'4" QN G 4040 FX 48" X 48" 81-91 H 4010 FX 48" X 12" 8'-011 25 SH ARCH TOP 36" X 60" 8'-0" T-0" HDR ON 2ND FLR. K 35 SH 48" X 60" 8'-0" T-0" HDR ON 2ND FLR. L 112 35 SH 24" X 69' 8'-0" GENERALNOTES UNLESS OTHERWISE NOTED 1. MISCELLANEOUS a. DO NOT SCALE PLANS. DIMENSIONS ARE TO BE FOLLOW AS NOTED. b. ALL DIMENSIONS AND SITUATIONS PERTAINING TO THE BUILDING ARE TO BE VERIFIED PRIOR TO BEGINNING OF CONSTRUCTION. NOTIFY B & A DESIGN STUDIO, INC. OF ANY DISCREPANCIES. c. ALL WALL THICKNESS DIMENSIONS AS SHOWN ARE NOMINAL. ACTUAL WALL THIKNESS DIMENSIONS MAY BE + OR -. 2. EXTERIOR WALLS: a. ASSUME ALL EXTERIOR WALLS TO BE LOAD BEARING. b. SEE FOUNDATION PLAN FOR CMU WALL REINFORCEMENT LOCATIONS. c. INTERIOR SURFACE OF CMU WALL TO HAVE 1/2" GPBD APPLIED TO 1x P.T. VERTICAL FURRING BATTS SPACED (d,/ 16" O.C. ATTACH FURRING TO CONCRETE WALL AS REQUIRED. d. SECOND FLOOR EXTERIOR WALLS TO BE WOOD STUDS. 3. INTERIOR WALLS: a, WOOD FRAMING: I. ALL PLATES AND SLEEPERS ON CONCRETE SLAB, WHICH ARE IN DIRECT CONTACT WITH THE EARTH, SHALL BE PRESSURE TREATED. ii. ALL INFERIOR WALL PLATES, OTHER THAN SHEAR WALLS, ON CONCRETE SLAB TO BE ATTACHED WITH POWER ACTUATED FASTERNERS, SPACED C 48" O.C. MAX. iii. ALL WOOD BRG. INTERIOR PARTITIONS SHALL BE 2x4 STUDS SPACED @ 16" O.C. WITH DOUBLE TOP PLATE. TOWNHOMES iv. FIREBLOCKING/ DRAFTSTOPPING TO BE PROVIDED IN THE FLOOR/CEILING ASSEMBLIES ABOVE AND IN LINE WITH THE TENANT SEPARATION, WHEN TENANT SEPARATION WALLS DO NOT EXTEND TO THE FLOOR SHEATHING ABOVE AND IN OTHER LOCATIONS PER SECTION 8602.1.2/8302.11 OF THE 2010 FBRC CODE. 4. WOOD: a. WOOD CONSTRUCTION SHALL CONFORM TO THE AMERICAN FOREST & PAPER ASSOCIATION (AF&PA) "NATIONAL SPEUIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION. b. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK IS TO BE PRESSURE TREATED. c. SEE STRUCTURAL GENERAL NOTES. 5. FINISHES: a. ACCESSIBLE SPACE UNDER STAIRS SHALL BE PROTECTED BY 1/2" GYPSUM BOARD. b. ALL INTERIOR WALLS SHALL HAVE STANDARD Y2' GYP BD, EXCEPT IN HIGH HUMIDITY AND WET AREAS. c. HIGH HUMIDITY AND WET AREAS SHALL HAVE Y2" IDENSSHIELD TILE BACKER GYPSUM BOARD. d. ALL INTERIOR CEILINGS SHALL HAVE Y2" SAG- RESISTANT GYP BD. e. ALL EXTERIOR CEILINGS (PORCH & PATIOS) SHALL HAVE Y2" SAG- RESISTANT GYP SOFFIT BOARD. f. STUCCO SURFACES TO HAVE STOPS, WEEP SCREEDS, AND EXPANSION JOINTS PER CODE. g. TILE IN TUBS, SHOWERS, AND WALL PANELS IN SHOWER AREAS ARE TO HAVE CEMENT, FIBER -CEMENT, OR GLASS MAT GYPSUM BACKERS R70.3.8 /R702.4.2 2010 FBRC h. FBC2010 TABLE R302.6:5/8" TYPE "X" GYPSUM BOARD OR EQUIVALENT IS REQUIRED FOR A GARAGE CEILING WITH HABITABLE ROOMS ABOVE. ''Y2" MINIMUM GYPSUM BOARD IS REQUIRED ON GARAGE SIDE OF INTERIOR WALLS. 6. CABINETS: a. CABINET MANUFACTURE'S SHOP DRAWINGS TAKE PRECEDENCE OVER THE INTERIOR CABINET ELEVATIONS SHOWN ON THESE DRAWINGS. b. SEE SUPPLIER/ MFR'S DRAWINGS FOR KITCHEN, CABINETRY/MILLWORK, AND RESTROOM LAYOUTS. 7. HARDWARE: a. ALL LOCKING ARRANGEMENTS SHALL COMPLY WITH NFPA 101, 2009 EDITION. 8. WINDOW & DOORS: a. MISCELLANEOUS: I. WINDOWAND DOOR SUPPLIERS SHALL PROVIDE CURRENT ROUGH OPENING INFORMATION WHICH, SHALL HAVE PRECEDENCE OVER THE WINDOWAND DOOR SCHEDULES ON PLAN. ii. CONTRACTOR AND SUPPLIER TO VERIFY WINDOW LOCATION, TYPE (FIN vs. FLANGE), HEADER HEIGHTS, AND ROUGH OPENINGS PRIOR TO DELIVERY. iii. WINDOW ROUGH OPENING INCLUDES 1x P.T. FRAME ATTACHED TO CMU's. iv. DOOR ROUGH OPENING INCLUDES 2x P.T. FRAME ATTACHED TO CMU's. v. ALL GLASS LOCATED IN HAZARDOUS LOCATIONS SHALL COMPLY WITH SECTION R308 OF THE 2010 FBRC. A. WINDOW CONTRACTOR TO VERIFY ROUGH OPENINGS OF ALL FIELD ASSEMBLED FIXED GLASS WINDOW UNITS PRIOR TO INSTALLATION. vii. ALL WINDOWS IN WIND BORN DEBRIS AREAS SHALL BE PROTECTED FROM WIND BORN DEBRIS. PROVIDE SHUTTERS CERTIFIED TO MEET MIAMI-DADE IMPACT TEST. SHUTTERS MUST BE ROLL -DOWN, PANEL ACCORDIAN OR OTHER APPROVED DESIGN TYPE. BUILDER TO SUBMIT MANUFACTURER, MODEL NO. INSTALLATION INSTRUCTIONS, & COPY OF MIAMI-DADE IMPACT TEST DATA FOR PROPOSED SHUTTERS. viii. GARAGE OVERHEAD DOORS SHALL BE LISTED AND TESTED FOR 30 SECONDS AT DESIGN PRESURE TO INCLUDE A 10 SECOND GUST AT 1.5 TIMES THE DESIGN PRESSURE AND BEAR A PERMANENT DESGIN LABEL. b. INSTALLATION: i. WINDOWS & DOOR§,SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. ii. ALL WINDOW HEADS SHALL BE SET ABOVE FINISH FLOOR AS FOLLOWS: 1. FIRST FLOOR AT 6'4". 2. SECOND FLOOR AT T-0" c. ASSEMBLIES: I. WINDOWAND DOOR ASSEMBLIES TO CONFORM TO 2010 FBRC CHAPTER 6, SECTION 612.8 ii. INTERIOR FACE OF WINDOW, FASTEN BUCK TO MASONRY W/ Y4"x 3" TAPCONS, 6" FROM EDGES AND 16" O.C. MAX. 2x P.T. BUCKS/NAILERS SHALL EXTEND BEYOND. iii. BUCKS LESS THAN 2x TO BE FASTENED W/ CUT NAILS OR EQUIVALENT. STRUCTURAL CONNECTION OF WINDOW TO STRUCTURE BY OTHERS IN THIS CASE. N. SEE EXTERIOR ELEVATIONS FOR STYLE AND DIVIDED LITE CONFIGURATIONS. d. TESTING: i. EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED IN ACCORDANCE WITH ANSI/AAMA/NVVWDA 101/I.S.2 OR ANSI/AAMA/WDMA 101/I.S.2/NAFS OR AAMA/WDMA/CSA 101/I.S.2/A440 OR TAS 202 (HVHZ SHALL COMPLY WITH TAS 202 UTILIZING ASTAM E 1300-98 OR ASTM E 1300-04 02) PER 8612.6 IN THE FBRC 2010 ii. ALL GARAGE/OVERHEAD DOORS SHALL BE LISTED, AND TESTED FOR 30 SECONDS AT DESIGN PRESSURE (+/-) TO INCLUDE A 10 SECOND GUST AT 1.5 TIMES THE DESIGN PRESSURE. M 1/2 33 SH 24 x 36 8 -0 N 2020 PW 24" X 24" 8'-0" T-0" HDR ON 2ND FLR. 2 PICT WDW 9. INSULATION: ERGLASS INSULATION. 0 —DBL 26 SH 72" X 72" $'-0" IC�GBSTRIPS) P 26 SH 36" X 72" 8'-0" WITH R4.1 FI -FOIL PANELS. d. APPLY HILTI FOAM FILLER AT EXTERIOR WALLS AROUND: i. WINDOW FRAMES NOTES: Ii. EXTERIOR DOOR FRAMES CONTRACTOR AND SUPPLIER TO VERIFY WINDOW LOCATION, TYPE iii. GAPS AROUND PIPES, VENTS, OUTLETS, ETC. (FIN vs. FLANGE) AND HEADER HEIGHTS PRIOR TO DELIVERY. Is. INSULATE ALL ATTIC KNEE WALLS WITH R-11 BATTS. HEADER HEIGHTS ARE DIMENSIONED ABOVE FINISH FLOOR (A.F.F.) WINDOW G.C. TO VERIFY ROUGH OPENINGS OF ALL FIELD ASSEMBLED FIXED GLASS WINDOW UNITS PRIOR TO INSTALLTION. 1. SEE EXTERIOR ELEVATIONS FOR STYLE AND DIVIDED LITE CONFIGURATIONS. 2. HEIGHT AT ROUND TOP ALLOWS 2" FOR ARCH FRAMING DISCLAIMER IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. Fax �Sq 20 gg, ,i1 AREA CALCULATION TOTAL LIVING FRONT PORCH COV, LANAI GARAGE 2,1193 SQ. 39 SQ. 1160 SQ. 619 SQ. FT. FT. FT. FT. TOTAL 2,911 SQ. FT. to- I -- 7 C3 7E ♦yr ✓1 y w4FV 1 Fax �Sq 20 gg, ,i1 w +., W N N �_LLjlNN U o SZ 00 00 O '5 Z<iZ? W a z ¢a -O on [7 0 WFn to- I -- 7 C3 7E ♦yr ✓1 y w4FV 1 L r L c .y •� C/] LL ' o co Fax �Sq n ° qqqt NOS 'n N gg, ,i1 w +., ,�y���6e• m � O F 0 1rr9 0 y, Q z • (` V o SZ 00 "• Y DEPT. COMMENTS Z<iZ? W a z ¢a -O on [7 0 WFn •u• �F@x i•� ♦yr ✓1 y w4FV 1 a F— •� is ��So LL ' ¢a�oc ogwwLU z d m �NLj•• t F Fax �Sq n ° qqqt NOS 'n N gg, ,i1 ,�y���6e• m � O F 0 1rr9 0 y, Q z • (` V o SZ 00 "• Y DEPT. COMMENTS Z<iZ? W a z ¢a -O on [7 0 WFn •u• �F@x i•� ♦yr ✓1 y w4FV 1 a F— is ��So LL ZZ ¢a�oc ogwwLU z d m �NLj•• F F w-- W z� aug � '�/ 'R� E 6�� w U) ��777�/~ W C dib �'�a Woo zw o u ❑ =WX vbi or) L1IOJ'JN7SQa'MMM Al U) 03 -24 -15 -REV 1 BLDG. W 04 -14 -15 -REV 2 BLDG. DEPT. COMMENTS W W F— W LL ZZ W pO J w-- U I.IL p p W C O or) QN r � —j W G Al 03 -24 -15 -REV 1 BLDG. DEPT. COMMENTS 04 -14 -15 -REV 2 BLDG. DEPT. COMMENTS ci � z title: 3 1st FLOOR PLAN H Z project no. 2014431 W ° checked: AB/EA/MC a m drawn: �,ulLa'ti� T date: 12-10-14 NSANFORD scale: AS SHOWN 0 I- CL I U 1 G The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. MASTER Wi �,� cS cg' OE GENERAL NOTES W, C." 'on U) �J I,-*- 1C,0_ VENTILATION CALCULATION ch -0 0 0 Cn I FORMULA= 2010 FBRC SEC R8062 CL -.0 S.F./300 (1/300) /2 (INTAKE VS EXHAUST) U) _0 144 (TO CONVERT TO SQ. INCHES) = NET SQ INCH 0 REQUIREMENT. ROOF CRITERIA 12" OVERHANG U.N.0 V11 PLUMB CUT FASCIA ROOF PITCH PER ELEVATION SHINGLES G.C. VERIFY ROOF PITCH ROOF PITCH VARIES PER SUBDIVISIONS IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY 12 ROOF SLOPE REQUIREMENTS WITH TRUSS 6 MANUFACTURER. FLASHING SHALL BE INSTALLED AT WALL AND 12 ARCHITECTURAL SHINGLES ROOF INTERSECTIONS, AT GUTTERS, AT ALL 6 CHANGES IN ROOF SLOPE OR DIRECTION, AND M41 ARCHITECTURAL SHINGLES AROUND ROOF OPENINGS. R703.6 EXTERIOR PLASTER. BANDING 01 6" AT EAVE R703.6.1 EXTERIOR USE OF PORTLAND CEMENT PLASTER SHALL COMPLY WITH THE APPLICATION REQUIREMENTS OF ASTM C 926. 6" BANDING R703.6.2 INSTALLATION OF EXTERIOR LATHING AND FRAMING 1" THICK -J. % 7Il - SHALL COMPLY WITH THE APPLICATION REQUIREMENTS OF 00 TOP OFMA SONRY -Zl . . . . . . ---------- ASTM C 1063. H z CEMENTIOUS FINIS A - R703.6.3 WHERE CEMENT PLASTER (STUCCO) IS TO BEisr 8-0 6" BANDING jig GL APPLIED TO LATH OVER FRAME CONSTRUCTION, MEASURES SHALL WINDOW HDR HGT. 1" THICK . . . . . . . BE TAKEN TO PREVENT BONDING BETWEEN THE CEMENT j 3X8 BRACKETS TEXTURED CEMENT C? PLASTER FINISH STONE VENEER = 1��.� IN, I'll � 'I'll" - " 1 5 ! -- M 0- f4= 60 PLASTER AND THE WATER RESISTIVE BARRIER. A BOND BREAK e. b SHALL BE PROVIDED BETWEEN THE WATER RESISTIVE BARRIER AND =1 Mrc ❑❑❑❑❑❑Lo 611 BANDING� ❑ k -STONE VENEER THE CEMENT PLASTER (S O) CONSISTING OF ONE OF THE z I'll -1 Y1,7711, 011 1" THICK FOLLOWING. 5 re 1. TWO LAYERS OF AN APPROVED WATER RESISTANT BARRIER OI 01-01. MATERIAL COMPLYING WITH SECTION R703.2 L JL C U 0 �W FIN. FLR. OR 2. ONE LAYER OF AN APPROVED WATER RESISTANT BARRIER a! COMPLYING WITH SECTION R703.2 OVER AN APPROVED PLASTIC HOUSE WRAP OR L 3. OTHER APPROVED METHODS OR MATERIALS APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION FRONT ELEVATION 'C' FRONTENTRY DETAIL- INSTRUCTIONS, 1/4" 11-01, 1/4" = if-olf U) LLQ EXTERIOR CEMENT PLASTER FINISH ct THICKNESS: cUJ L 5/8" MIN. ON CMU WALLS 7/8" MIN. ON LATH ON FRAME WALLSZU) U_ Z W FINISH SHALL BE NON STRUCTURAL c 00 w L) R612.2 Window sills.aJ In dwelling units, where the opening of an operable window is located more than 0 72 inches (1829 mm) above the finished grade or surface below, the lowest part 0 IJJ of the clear opening of the window shall be a minimum of 24 inches (610 mm) z above the finished floor of the room in which the window is located. Operable sections of windows shall not permit openings that allow passage of a 4 inch (102 mm) diameter sphere where such openings are located within 24 inches 0 610 mm) of the finished floor. 12 00 ARCHITECTURAL SHINGLES 8/8 LITES AT 4' WIDE WINDOWS 6/6 LITES AT 3' WIDE WINDOWS FRONTS UJ WINDOWS AND SIDE WINDOWS THAT I OCCUPY THE SAME INTERIOR SPACE TO RECEIVE MULLIONS. STONE VENEER BRG HGT 8' WINDOW HDR 11 LE1. F. Cr gY. .atTEXTUREDCEMENT W": 7 77777 X�, z" PLASTER FINISH 7 to ie 01 title: FIN. FLR. WINDOW DETAIL 11-019 i ELEVATIONS 2 6" BANDING I SAWORO h� project no. 2014431 a checked: AB/EA/MC drawn: # dcte: 12-10-14 DISCLAIMER RIGHT ELEVATION TIM] 0 1/4" = 11-091 N scale: AS or-luvVIN tL 0 0 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. GENERAL NOTES 960t WN 00 N Cn Vj (n -UJ co CO VENTILATION CALCULATION- � Nt � c FORMULA = 2010 FBRC SEC R8062 a S.F./300 (1/300) /2 (INTAKE VS EXHAUST) •, in °' o U * 144 (TO CONVERT TO SQ. INCHES) = NET SQ. INCH -0 REQUIREMENT. •r� ROOF CRITERIA 12" OVERHANG U.N.O �Aa PLUMB CUT FASCIA ROOF PITCH PER ELEVATION SHINGLES Ufa G.C. VERIFY ROOF PITCH{, } r wi' ROOF PITCH VARIES PER SUBDIVISIONS IT IS THE t t 12 CONTRACTORS RESPONSIBILITY TO VERIFY �6 ROOF SLOPE REQUIREMENTS WITH TRUSS MANUFACTURER. 12 ( FLASHING SHALL BE INSTALLED AT WALL AND 6 ROOF INTERSECTIONS, AT GUTTERS, AT ALL -- ARCHITECTURAL SHINGLES CHANGES IN ROOF SLOPE OR DIRECTION, AND W AROUND ROOF OPENINGS. t R703.6 EXTERIOR PLASTER. c " " z -- R703.6.1 EXTERIOR USE OF PORTLAND CEMENT PLASTER SHALL d 9°_4°°_ COMPLY WITH THE APPLICATION REQUIREMENTS OF ASTM C 926. TOP OF MASONRY i R703.6.2 INSTALLATION OF EXTERIOR LATHING AND FRAMING a SHALL COMPLY WITH THE APPLICATION REQUIREMENTS 'fc" ?" ',r.: ^ ri.*°.:a,": , `'a..i wpa,�"«e'° s°ax:ba"«.a!'.'. ° x•. "� tig,,. ,,„c; OWN s -o s ti;<^�-p, »�.:::. ►t�"tvwrq{• daar:rY ASTM C 1063. *.e ,s'Y'�N *"%1 ' t: "x•d» "a""" fir'. ("r., 4." ••,,, °.R r«yo- '",A °"°* O 1 ! •• , G A h+b ", w� n✓ b.A ✓»n •5^ I aG ��� :+ax:+at: _ � i,: ^ut F I{-: r "a"^ "i ,r' , .',t., °"4,",,..•z= w r. .,$Jr' r".t" °x r °; =i:..a:s,»" R703.6.3 WHERE CEMENT PLASTER STUCCO IS TO BE z �. WINDOW HDR HGT. �: °;' ,, ,� � ,,a r:, :.� �,.,,�, s. �: '•��t,t"°:ro :.�"" � ,,.„� °:;�: (STUCCO) " 4,�ry .r,�,.. i i..,i(" a�` I� Js, � n: �« � ''" v �:" ``� a^ x aaa .:«• 1yyyy O. s I� •i• »°°#. i4`«i .'A r "" sz,`" `gin. °a •.t.•. ° ,.A" ;+• + !rl:: ` !` °'a'°. ro." a a� n .�. , q ^"." i "r ; 1 .t ,:.n ``9; f • ar it . r `;• F .a s°.�•° • :.. °° xq °�` k{r�,rr ^ LIED TO LATH OVER FRAME CONSTRUCTION MEASURES SHALL c80� •t";t G �,`: ,w: Y°• a,y„"nx,;w®^• ; Fn `•°:,a' .`ti . ;�: a"e ;w•" k .< °:,�'»'^.r" ;T"�. »•,A. ,„ wa.+i APP t .+O• i .+ `"'?t> "•'"} ; {: r ':•8 :,e : ."' . ."g'k° ti's » . 1:1 '' "� `°�' �`°t�•" ro" "d°"""' :m `'°= ° `'°* k y xbw BE TAKEN TO PREVENT BONDING BETWEEN THE CEMENT �w °+°�'; `**^ „.w ;sRw-a.a a.,, �"; ;°+r "ro''z"q°•' a,,:.` :.ia", N 4 • "1°a :: yr°s"':'p"* .`.Sp"r�"+,y y'tw*•°,fa sw u C PLASTER AND THE WATER RESISTIVE BARRIER. A BONDBREAK ~ }�,ir x S� eM a•»ed.•* r".a. � $i sra° r a• xu"W y 4°"r' b ,I.,r',I "" °,,: "a aw,;". »b" {, Jax •Y». '°. nrm.Aw a>. < +;:}t•tt»: `tv 9 ,w` a.;a ^..sy...y*t f. «. a ,�," S� °* "'""��.. "d'n "°4.`'^t"^'Y,. ""-Y `"�*•"^•, ." °: `°fit",� :: +` ° "":,"':•"="x p "t � � °. Yu° °'°' :Fw.•x :: ,;g°::...°Aa"`� ;°,' ar»""` °'•:'.A°°".w., PROVIDED BETWEEN THE WATER RESISTIVE BARRIER AND •� ,� i SHALL BE O "s•�•p;a �a"4�. t, �+, a�. ',yx"°v F;° „�a ",a" . �°�y�`° »,n rre n*":', •'„ p B•°�•„� ;, , �+ o � W� ,.4,•. ".qr $^:T°°•r..�,: g,,^ww" :" �°'°'=�w«a��"W�:::* `°':° ,.;-t+";;=Ba:•a°r.` ," YwaJ•.` ":»" ,:ay°.p -""`ag.,,,"' +, •,•,y , °`"`' •«:.R':'"�.a"�",•,,a�,x%. ."t.y�".,.�%'°;.e.a,.;"•."��..,.t, ,wro.:'. a`'p•i ;%{':gymsa""J"A,•»," °wK".c.,.c.''. :'r. ti,c.ax�'.a".:q «w"".rti.»=.. »,,"v, ;.«'*�.a".,h",a',•+t„%w;a:}t•^®;w4 p"w:,°.}a ;y�.„;-•",+'Me,x r #. "�w�°a.':.a:.%:};,: x ;kw""::°:�°°ti>:w'n,.,`.. :�+',a°"�a°.xnx»•.'ro"a'`.°�";%°'.�.:'�f; ay, ,o„t, «e.. °,'m,y r,'4A,r.�•"`w'.,i.a4..°'+a,`:Y�.:»;X;«:, »hanw; "m<*ae,•p^:,w:.'wt;"n,."b::.�'\^,,+,":ffi°" a.a'"a°•«r,, ° ,,a." o-7 n."yr , CEMENT PLASTER THE CEMENT PLASTER (STUCOO) CONSISTING OF ONE OF THE "gFOLLOWING. �Wzc71 ��Qw , _r � O& •T •� .. �JTEXTURED FINISH 1 •S g, q ,.?.gam ,°3xt, �rq^ '„1"'°;a` :;", ": art`a.^m., ""s:+JK"`.`'"ga'.'^»:°a' .`w,w L»"°`*"; a •,:,» 'rN "«y:,;ur.,`x`."fit h: ;"x;"a :G,.°zkw `," .a ",.;+«r .,N . ^ k"° . wa, a•,'."A+ d i "i°» , nv�;.^. "«a .rr { r" R �.x "a •• ;m r... , { q 0. "p,w• �:Y• •ax •a^. .,g'a♦ ,E, a" ,:xr x:4 t«ax" •d.."k,«w t „!� :r rot hr"•'e`. ax.w:. °'•. "•�'" a,i". _ � e•�� N �l�J !""' `a.,„p:.;,r;`i, •,,�` ,«;:'a`°4e wtaN x.„ Mra:�»rr""`6*•^r •.�.. ° •«". ;ti.,. .P" a' ,:°r°,:`ia' . z .^';. W , ��i�i� 0°-0n .a'" a ""a, "E::.wa a" .t}x. "nk, E .w "r." «`::" > x ..At.'"r.. w°•r H++°e°" a•, p °A" •-ro "p° a.--=; a,_:•. roe+ ° q 1. TWO LAYERS OF AN APPROVED WATER RESISTANT BARRIER Y`avx w,^e`°w. , .n*a. .a* ,r•+°44 , *."a a.,. w« "y.,,ca,• "^:°" .er° ra,�y ."e°. °i<Y,:w a . °"�:.Px o•`. n°, FIN. FLR. $xa.a' },, w* ° •:ar `'£, i a a"w",fig; . w, ax: n.r..• :,_, '•p^•:^; p,.�¢ MATERIAL COMPLYING WITH SECTION R703.2 0 oow W o v ❑ OR 6 BANDING 2. ONE LAYER OF AN APPROVIED WATER RESISTANT BARRIER NOD IDNHS(IJ mmm COMPLYING WITH SECTION R703.2 OVER AN APPROVED c PLASTIC HOUSE WRAP OR d 3. OTHER APPROVED METHODS OR MATERIALS APPLIED IN � ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION e� INSTRUCTIONS, REAR ELEVATION - 11 -011 /4" = 1'-0" W EXTERIOR CEMENT PLASTER FINISH 19 W THICKNESS: W 5/8" MIN. ON CMU WALLS (n 7/8" MIN. ON LATH ON FRAME WALLS z z W FINISH SHALL BE NON STRUCTURAL c 00 C/) V R612.2 Window sills. 0 � 4 In dwelling units, where the opening of an operable window is located more thane 72 inches (1829 mm) above the finished grade or surface below, the lowest parto Q Q W of the clear opening of the window shall be a minimum of 24 inches (610 mm) W above the finished floor of the room in which the window is located. Operable c i sections of windows shall not permit openings that allow passage of a 4 inch F ARCHITECTURAL SHINGLES(102 mm) diameter sphere where such openings are located within 24 inches W O (y) 12 (610 mm) of the finished floor. 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F- I 0 R a 0 3C 1 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. GABLE ROOF PLAN ELEVATION licit. 1/4" = 1'-0" GENERAL NOTES 1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. 2. TOP PLATE HEIGHTS VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ELEVATIONS FOR BEARING HEIGHTS. 3. TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16" O.C. MAX. OR AS OTHERWISE NOTED. 4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON-BEARING WALLS AND AT VOLUME AREA UNLESS NOTED OTHERWISE. 5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE CONTINUOUS FROM FLOOR TO CEILING. 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE (FOLLOWING ADDITIONAL LOADS: A) ALL CEILING HUNG SOFFITS AND SOFFITS G WITH CABINETS AS SHOWN ON PLANS.,, B) ATTIC LOCATED HVAC UNITS AS SHOWN ON W U• PLANS. n �z 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMNTS OF ALL HARDWARE - - BEFORE INSTALLATION. a �a 8. PROVIDE BRACING AND BLOCKING PER BCSI-03 IN a g Mo ° N ADDITION TO BRACING AND BLOCKING SHOWN ON N °z PLANS.d o a, � bio °'AM0 itsii9 %off 0 o w o W N ,...... VENTILATION REQUIRED a CyoZ - `O mow�T� W g g F-�-I W o o � a �s C 2,751 S.F. / 300 = 9.17 Z w U �w N� 6 9 S "' i ,. .......� 9 .17 / 2 = 4.585 MW8 �o i � $� 0 = W �tfl91{Itiitil ,�� 4.585 *144 = 660.24 SQ. IN. U. WOO'ON35Q3'MMM 661 SQ.IN OF VENT REQUIRED d 6 W W F W ryV W Y• r W I— W Z U) U_ d Z W 00 J -� U 1 aLL' Q J p O � W W F I— F W z OM C W = 0) QNW M —17 F J z W F— v F tl� x /< F a W Z N 0 h n a d Al 03 -24 -15 -REV 1 BLDG. DEPT. COMMENTS m A 04 -14 -15 -REV 2 BLDG. DEPT. COMMENTS W W E title: o ROOF PLAN ButCpf z Sp NFA' W project no. 2014431 0% a checked: AB/EA/MC drawn: date: 12-10-14 N scale: AS SHOWN IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO (7 COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & a FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY a MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES 0 �� MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA U DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. UA Ul MASTER W N 00 O N XMm V 0> J CO NCO O ��10 c 0 AML a� C1 et � 6. TRUSS MANUFACTURER TO INSURE DESIGN CONSIDERATION TO THE (FOLLOWING ADDITIONAL LOADS: A) ALL CEILING HUNG SOFFITS AND SOFFITS G WITH CABINETS AS SHOWN ON PLANS.,, B) ATTIC LOCATED HVAC UNITS AS SHOWN ON W U• PLANS. n �z 7. REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION REQUIREMNTS OF ALL HARDWARE - - BEFORE INSTALLATION. a �a 8. PROVIDE BRACING AND BLOCKING PER BCSI-03 IN a g Mo ° N ADDITION TO BRACING AND BLOCKING SHOWN ON N °z PLANS.d o a, � bio °'AM0 itsii9 %off 0 o w o W N ,...... VENTILATION REQUIRED a CyoZ - `O mow�T� W g g F-�-I W o o � a �s C 2,751 S.F. / 300 = 9.17 Z w U �w N� 6 9 S "' i ,. .......� 9 .17 / 2 = 4.585 MW8 �o i � $� 0 = W �tfl91{Itiitil ,�� 4.585 *144 = 660.24 SQ. IN. U. WOO'ON35Q3'MMM 661 SQ.IN OF VENT REQUIRED d 6 W W F W ryV W Y• r W I— W Z U) U_ d Z W 00 J -� U 1 aLL' Q J p O � W W F I— F W z OM C W = 0) QNW M —17 F J z W F— v F tl� x /< F a W Z N 0 h n a d Al 03 -24 -15 -REV 1 BLDG. DEPT. COMMENTS m A 04 -14 -15 -REV 2 BLDG. DEPT. COMMENTS W W E title: o ROOF PLAN ButCpf z Sp NFA' W project no. 2014431 0% a checked: AB/EA/MC drawn: date: 12-10-14 N scale: AS SHOWN IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO (7 COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & a FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY a MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES 0 �� MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA U DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. UA Ul MASTER PREWIRE .......... _..... ...( WPGFI PREWIRE n 220 n VP yh LINEN r MASTER BEDROOM t ...._.-I ' i f A�� I: MASTER BATH 1 I 914" CLG. /FAN PREINI RE \ i BEDROOM 5 9'4" CLG. \ I BATH 3 9'-4" CLG. VP l f� 9'-4" CLG. / / PREWIRE / A i I � i A PREWIRE FAN COVERED LANAI 9'-4" CLG. 'GFIC GFI 0 31-01, I I ' I / �A _..n.__. GFI .@ y Al / 42" UTILITY I F Ii „ V-4" CLG. .. I PREWIRE 220V , FAN g FAMILY 9'-4" CLG. w 2:*V, / �.� w I ,k k Z { C � GFI I m I I GFI Al �.............. ._ PREWIRE i PENDANT LIGHT PROVIDE yy tI " CHASE TO 4ti �f I 2 I ti i``x� GFI ISLAND FOR i ELECTRICAL 0oe i DW DW 6I` PENDANT LIGHT / GII (i PREWIRE DINING 9'4" CLG. CV p � g KITCHEN 9"-4" CLG. / ..I . y I DEOI C/P�fED 6'_5 21_011 ... I FAN 19 PREWIRE- I" I BEDROOM 4 G'' /"®? ' # , DEN 9'4" CLG.�. wfA TRY , . / a 9'-4" CLG. I ? G FAN I I a Is I I iPREWIRE 00 _.......... _w....... _ . _.... _._. _... d. GFI@ �� I cJI I �I 42" FOYER. / 9'-4" CLG. / rA 2 i I °'{ ' ....d SW�TCH�,. ....,M. . .,..,.,� .� f AND LIIGHT I IN ATTIC. __.W.. .r3 VP .- ELECI '� METER a I ! . w. PANEL p d w .we WPGFIC 4 PREWIRE FOR GARAGE DOOR OPENER 9 BATH 2 i 3 9-4" CLG GFI�, # I I PB � t V .:. 2 CAR GARAGE I „ a !I b 9'-4" CLG. WPGFIC 5 \ , R PORCH 0 d ! i i a I" o PREVARE _ .. .. -.. ._ ..... ............ ......._ .. �Aa,�I 9I. Q5��4 s� as .., BEDROOM 2 .: 9'-4" CLG. Al ELECTRICAL FLOOR PLAN 1/411 = 11-011 POWER CO. FE 200A INDOOR PANE L CENTER I #15 copper to lights & outlets #12 copper to 20 amp ckts #10-2 copper to WH #10-3 copper to Dryer METER /0 or 4/0 SER Alu MAIN o a 15 amD 4 Bare Cu Ground Footer STEEL Groundrod tied to footer steel OR 4 Bare attached to footer steel ELECTRICAL RISER ADD GFCI PROTECTION TO RECEPTACLES IN LAUNDRY ROOMS AND UTILITY ROOMS OF DWELLINGS WHERE INSTALLED WITHIN 6' OF THE OUTSIDE EDGE OF A SINK. THIS WOULD INCLUDE THE RECEPTACLE INSTALLED FOR A WASHING MACHINE. RECEPTACLE OUTLETS SHALL NOT BE REQUIRED ON A WALL DIRECTLY BEHIND A RANGE OR SINK TO FULFILL THE REQUIREMENT FOR AN OUTLET EVERY 24".: THE WIDTH OF THE SINK OR RANGE IS NOT TO BE INCLUDED IN THE SPACING OF THE OUTLETS UNLESS THE DISTANCE FROM THE SINK OR RANGE IS GREATER THAN 12" FOR STRAIGHT COUNTER TOPS AND 18" FOR SINKS AND RANGES INSTALLED IN CORNER COUNTERS. DISCLAIMER MASTER GENERAL NOTES LU � 0 c W IWNaQ'O` O pEp � c� N IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEWALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. 1. FAN, PHONE, & CATV LOCATIONS PER CONTRACT � a> 0-> y JObi W CO - R314.2 / R15.1 + 2. ALL SMOKE/CARBON MONOXIDE DETECTORS TO BE INSTALLED PER 2� V r- 2010 FBRC REFERENCED NFPA 72. SMOKE DETECTORS SHALL BE ^ .0 0) C a x V5 HARDWIRED INTO AN AC ELECTRICAL POWER SOURCE AND SHALL BE ca a) EQUIPPED WITH A MONITORED BATTERY BACKUP. o 3. ARCH FAULT BREAKERS: ALL BRANCH CIRCUITS SERVING BEDROOMS, + FAMILY ROOMS, HALLWAYS, AND DINING ROOMS SHALL BE PROTECTED BY ARCH FAULT BREAKERS, PER NEC 210.128��'` 4. TAMPER-RESISTANT "TR" RECEPTACLES: ALL 125 -VOLT, 15 & 20 AMPERE ELECTICAL OUTLETS (RECEPTACLES) IN LIVING ROOM�,k AREAS, BATHROOMS, KITCHEN, GARAGE, LAUNDRY ROOM, AND EXTERIOR LOCATIONS MUST BE "TAMPER-RESISTANT" PER NEC 406.11 5. ALL ELECTRICAL WORK AND APPLIANCES SHALL CONFORM TO 2010 FBRC REFERENCED NFP 72 6. EXCEPTIONS FROM GFI REQUIREMENTS SHALL BE PERMITTED PROVIDED LOCATION WHERE EXCEPTION IS DESIRED IS ALLOWED PER 2010 FRBC REFERENCED NFPA 72 --- - - 7. UNLESS OTHERWISE INDICATED OR GOVERNED BY CODE, INSTALL SWITCHES AND RECEPTACLES AT THE FOLLOWING HEIGHTS ABOVE FINISH FLOOR. ELECTRICAL DEVICES ABOVE FIN. FLR. W SWITCHES AND WALL. OUTLETS OVER COUNTERS 48" TO C.L. m REMAINING SWATCHES 48" TO C.L. fi �TM� p �a�,.�* _ off✓ WALL OUTLETS 12" TO C.L. 0*` IL - TELEPHONE OUTLETS 12" TO C.L. TELEVISION OUTLETS 12" TO C.L. W _.....-.-. __.._.......-..--- EXTERIOR GFI'S 12" TO C.L. UJ w GARAGE GFI'S (ABOVE GARAGE FLOOR) 48" TO C.L. z Z THERMOSTAT 54" TO G.L. W o DOOR BELL CHIIMESM 84" TO C.L. _ a w z DOOR BELL BUTTON LEVEL W/ DOOR HANDLE KITCHEN HOOD FAN "WHIP" o Z a 00 66" TO C.L.a o c H KITCHEN WALL HUNG MICROWAVE RECEPTACLE 76" TO C.L. 19 � � c o KITCHEN DISHWASHER RECEPTACLE UNDER SINK o G z U' U')T/1 KITCHEN RANGE 24" TO C.L. W z w o Z N KITCHEN REFRIGERATOR 48"TOC.L, z z a Y Q W y��° _ WASHER/DRYER OUTLET36" TO C.L. v 0Z r z w T w Q Z .0 W G.L. = CENTER LINE d z O HOLLYWOOD LIGHTS 84" TO C.L.C 04 = ? Z �M d pq N Q W ec_U w z f� � ELECTRICAL KEY h wU O mwix o 01 No QoW = Wo In011� WhOJ'ONd8ad MMM DUPLEX CONVENIENCE OUTLET 0 WEATHERPROOF DUPLEX OUTLET wp: a GROUND FAULT INTERRUPTER DUPLEX OUTLET GFi HALF -SWITCHED DUPLEX OUTLET W DUPLEX OUTLET IN FLOOR 22ov 220 VOLT OUTLET Wco DISPOSAL � W Id x WALL SWITCH 3 THREE-WAY SWITCH W 0 4 FOUR-WAY SWITCH W D Q DIMMER SWITCH d '� V �// U- 19 2 O MOTION DETECTOR SWITCH (OPTIONAL) d Z W Z Z � 0 Q J O sP PRE -WIRED SPEAKER 1 RECESSED LIGHT FIXTURE y "� O®,p RECESSED LIGHT FIXTURE - VAPOR PROOF Q J *-O MONO POINT TRACK HEAD (OPTIONAL) � 0 O W W PENDANT FIXTURE H 0 SURFACE MOUNTED LIGHT FIXTURE 1 `� WALL MOUNTED LIGHT FIXTURE O W M FLUORESCENT LIGHT FIXTURE v 1 {} WALL MOUNTED STRIP LIGHT W < (V II W--' ''UNDERCABINET LIGHTING (OPTIONAL) W �... r--\ WALL SCONCE 0 z W I- 0� EXHAUST FAN EXHAUST FAN &LIGHT COMBO yHj W OUTLET FOR GARAGE DOOR OPENER f SOFFIT OUTLET (OPTIONAL) GRIMES � CHIMES W x PUSHBUTTON SWITCH 0 a O SMOKE DETECTOR/CARBON MONOXIDE DETECTORS _ 03 -24 -15 -REV 1 BLDG, 0 TELEPHONE OUTLET PREWIRE do DEPT. COMMENTS iL T TELEVISION OUTLET PREWIRE W zk, 04 -14 -15 -REV 2 BLDG. 9 DEPT. COMMENTS THERMOSTAT O ELECTRIC METER tt © ELECTRIC PANEL z title: a 1 st FLOOR DISCONNECT SWITCH 2 t ELECTRICAL PLAN SECURITYSYSTEM KEYPAD z W project no. 2014431 O PRE -WIRE FOR CEILING FAN Q checked: AB/EA/MC m drawn: SUIQ'`ti� o N date: 12-10-14 sccle AS SHOWN IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEWALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. O FAN/LIGHT COMBO GRO SECURITY/FLOOD LIGHTS GAS METER a.0 JB JUNCTION BOX E U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. TERMITE SPECIFICATIONS GENERAL STRUCTURAL NOTES STRUCTURAL DESIGN CRITERIA WN00 Cq M 2 8E M C PREVENT ERROR. THE BUILDER AND ALL SUBCONTRACTORS ARE REQUIRED TO - ' - - - --- - -' �- --- -- - - --' REVIEW ALL THE INFORMATION CONTAINED IN THESE DOCUMENTS, PRIOR TO THE 3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE MANUFACTURER UNLESS NOTED ON THE PLANS. COMMENCEMENT OF ANY WORK. THE ENGINEER ARE NOT RESPONSIBLE FOR ANY SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3000 PSI 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF PLAN ERRORS, OMISSIONS, OR MISINTERPRETATIONS UNDETECTED AND NOT SLUMP 8" TO 11". CONTINUOUS MASONRY INSPECTIONS ARE REQUIRED DURING TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY REPORTED TO THE ENGINEER PRIOR TO CONSTRUCTION. ALL CONSTRUCTION MUST CONSTRUCTION THE TRUSS MANUFACTURER IN ACCORDANCE WITH THE FRAMING DESIGN LOADS: BE IN ACCORDANCE TO THE INFORMATION FOUND IN THESE DOCUMENTS. ANY 4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH THE 6. DESIGN SPECIFICATIONS FOR LIGHTWEIGHT METAL PLATE CONNECTED WOOD QUESTIONS REGARDING THE INFORMATION FOUND IN THESE PLANS SHOULD BE CELLS FILLED WITH COARSE GROUT AND 40 GRADE STEEL. TRUSSES PER THE TRUSS PLATE INSTITUTE TPI LATEST EDITION. n11?GrTFn Tr) nl IP nl IAI ITV ACCT IPAKIrG RAAKIAf,GL? AT 771_Q77_r1AQ1 IKARAGnrATGi V Kin 5. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM 7. PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER CAST IN PLACE REINFORCED CONCRETE STRUCTURAL STEEL 6. 7. SECTIONR318 PROTECTION AGAINST TERMITES 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 1. MATERIAL SPECIFICATIONS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 50, Fy=50 Square Ft. TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES, 2500 PSI (SLABS) 3000 PSI (COLUMNS AND BEAMS), A SLUMP OF 5" PLUS OR MINUS KSI TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI PIPE STEEL: ASTM A53, TYPE E ABBREVIATIONS INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS, AND PESTICIDES APPLIED 1", AND HAVE 2 TO 5% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OR S, Fy = 35 KSI ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. OF 0.63 8. TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR 2. STRUCTURAL CONNECTIONS: ALL STRUCTURAL BOLTS TO BE A325N U.N.O. ALL A325N 2. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF ALL TOP BARS OF BOLTS SHALL BE BROUGHT TO A "SNUG -TIGHT" CONDITION, AS DEFINED IN THE Sh. USE A PREVENTIVE TREATMENT TO NEW CONSTRUCTIONSEE SECTION ( S C ION 202, BEAMS SPECIFICATION. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER ) SHALL BE EITHER #1 SOUTHERN PINE, OR S.P.F. NUMBER 2 GRADE OR BETTER REGISTERED TERMITICIDE). UPON COMPLETION OF THE APPLICATION OF THE 3. HORIZONTAL FOOTING BARS SHALL BE BENT V-0" AROUND CORNERS OR CORNER SPECIFICATION STRUCTURAL BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF COMPLIANCE SHALL BE BARS WITH A 2'-0" LAP PROVIDED. SHALL CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL Girder Truss ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY 4. CONCRETE COVER MIN. 3" WHEN EXPOSED TO EARTH OR 1 1/2" TO FORM U.N.O. BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ROOF (PSF) THAT CONTAINS THE FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A 5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185/ A185M-07. WWF SHALL BE ELECTRODES STEEL REINFORCEMENT SHOP DRAWINGS TO BE PROVIDED TO ENGINEER HANGERS. COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN TERMITES. LAPPED AT LEAST 6" AND CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6". OF RECORD BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED Hdr. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE POLYPROPYLENE FIBERS FOR SLABS ON GRADE TO BE MIN 1.5 LBS OF FIBER PER CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE Side Lights FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES." CUBIC YARD %6" UNO. BOTTOM CHORD LL* 0 6. ALL REINFORCING STEEL / STIRRUPS AND TIES SHALL BE NEW DOMESTIC 3. SUBMIT SHOP DRAWINGS INDICATING ALL SHOP AND ERECTION DETAILS INCLUDING 0 NOTES: DEFORMED BARS FREE FROM RUST,SCALE & OIL & SHALL MEET ASTM A615/ PROFILES, SIZES, SPACING, AND LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION Fir. Sys. Floor System Rad. A185M-04A GRADE 40 U.N.O. REINFORCING FOR FOOTING SHALL BE SUPPORTED ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 10. 1) METHOD OF TREATMENT SHALL BE APPROVED BY THE GOVERNING JURISDICTION ON PRE -CAST CONCRETE PADS, TOP REINFORCING SHALL BE POSITIVELY 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY B/Beam LIQUID BORATE OR BOR -A -COR" PRODUCT METHODS MUST BE DETERMINED AT SUPPORTED BY TEMPORARY STRINGERS. DOWELS FOR COLUMNS & FILLED CELLS ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION.. F.PI. Fireplace PERMIT STAGE AND PRODUCT APPROVAL DATA MUST BE ON FILIE WITH THE SHALL BE SECURED IN PLACE BY USING ADDITIONAL CROSS- REINFORCING TIED 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD SOFFIT. BUILDING DEPARTMENT. TO FOOTING REINFORCING. SPLICES IN REINFORCING WHERE PERMITTED SHALL INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS (IF 20 2) PRESSURE TREATED LUMBER THAT. HAS BEEN CUT OR DRILLED THAT EXPOSES BE AS PER DETAIL MS05/ L1. PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. 7. SIMPSON HIGH STRENGTH EPDXY-TIE ANCHORING ADHESIVE WAS USED IN THE F.O.M. Face Of Masonry UNTREATED PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO DESIGN OF THIS PRODUCT. IF CONTRACTORS WISH TO USE ADIFFERENT EPDXY, 11. PREVENT INSECT INFESTATION. 3) OPTIONAL BORATE APPLIED TO ALL FRAME MEMBERS WITHIN 24" A.F.F. THEY MUST FIRST CONTACT THE ENGINEER OF RECORD FOR WRITTEN APPROVAL. PRE ENGINEERED WOOD TRUSSES DIA. EPDXY ANCHORS WITH 7" EMBEDMENT. SIMPSON "SET" EPDXY ADHESIVE Adj. g. WHERE PROJECT IS TO BE LOCATED IN KNOWN RADON GAS PREVALENT AREAS, Ft. Foot / Feet Rm. APPENDIX "F" OF THE 2010 FLORIDA RESIDENTIAL BUILDING CODE IS TO BE 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR IMPLEMENTED. F303.4 CONCRETE STRENGTH IN THESE AREAS ARE TO BE A MINIMUM S.Y.P. FILLED CELL WITH EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS PER OF 3000 P.S.I. THEREFORE, ANY AND ALL NOTES ON THESE PLANS THAT INDICATE ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE BINDER FOLLOWING ALL MANUFACTURER'S RECOMMENDATIONS OR SIMPSON APPROVAL FROM EOR OR INDICATED ON PLAN STRUCTURAL PLAN 2500 RS. 1. SHALL BE REPLACED WITH 3000 P.S.I. FOR THE CONCRETE STRENGTH. Cantilever NOTICE TO BUILDER AND ALL 2. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE "NATIONAL Temp. TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT LATEST EDITION OF THE DESIGN SPECIFICATION FOR STRESS -GRADE A.F.F. SUBCONTRACTORS "'� �/ LUMBER AND ITS FASTENERS" AS RECOMMENDED BY THE NATIONAL FOREST MASONRY N R I Rnd. Round Rod PRODUCTS ASSOCIATION. WOOD CONSTRUCTION IS THE INTENT OF THE ENGINEER LISTED IN THE TITLEB OF THESE 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, 3. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPORTIONED (WITH A MAXIMUM A.H.U. Air Handler Unit CONFORMING TO ASTM C90-0601, WITH A MINIMUM NET COMPRESSIVE STRENGTH ALLOWABLE STRESS INCREASE FOR LOAD DURATION OF 25%) TO WITHSTAND THE R/SH D DOCUMENTS THAT THESE DOCUMENTS BE ACCURATE, PROVIDING LICENSED OF 1900 PSI (f'm = 1500 PSI) LIVE LOADS GIVEN IN THE NOTES AND TOTAL DEAD LOAD. 1 PPn1=FSCInK1A1 C r1 PAP JK11=)2RAATIr1K1 F\/FRV ATTPKAPT NAC RGFKI RAAnF_ Tn _ - __--- - _.. _ - -- -. --- . _.. _ _-.__-- ---- _ - -- _ __-- -- _-•--•- •- _-- _-- _ _ - -___-- - . -- -- - - -- ALT. PREVENT ERROR. THE BUILDER AND ALL SUBCONTRACTORS ARE REQUIRED TO - ' - - - --- - -' �- --- -- - - --' REVIEW ALL THE INFORMATION CONTAINED IN THESE DOCUMENTS, PRIOR TO THE 3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE MANUFACTURER UNLESS NOTED ON THE PLANS. COMMENCEMENT OF ANY WORK. THE ENGINEER ARE NOT RESPONSIBLE FOR ANY SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3000 PSI 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF PLAN ERRORS, OMISSIONS, OR MISINTERPRETATIONS UNDETECTED AND NOT SLUMP 8" TO 11". CONTINUOUS MASONRY INSPECTIONS ARE REQUIRED DURING TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY REPORTED TO THE ENGINEER PRIOR TO CONSTRUCTION. ALL CONSTRUCTION MUST CONSTRUCTION THE TRUSS MANUFACTURER IN ACCORDANCE WITH THE FRAMING DESIGN LOADS: BE IN ACCORDANCE TO THE INFORMATION FOUND IN THESE DOCUMENTS. ANY 4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH THE 6. DESIGN SPECIFICATIONS FOR LIGHTWEIGHT METAL PLATE CONNECTED WOOD QUESTIONS REGARDING THE INFORMATION FOUND IN THESE PLANS SHOULD BE CELLS FILLED WITH COARSE GROUT AND 40 GRADE STEEL. TRUSSES PER THE TRUSS PLATE INSTITUTE TPI LATEST EDITION. n11?GrTFn Tr) nl IP nl IAI ITV ACCT IPAKIrG RAAKIAf,GL? AT 771_Q77_r1AQ1 IKARAGnrATGi V Kin 5. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM 7. PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER B.C. BACK CHARGES WILL BE CONSIDERED FOR REIMBURSEMENT BY THE THE ENGINEER WITHOUT ADVANCED NOTIFICATION AND APPROVAL BY THE ENGINEER. PAYMENTS WILL BE MADE IN ACCORDANCE TO THE TERMS OF THE AGREEMENT. 6. 7. REINFORCING SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL WITH MIN 1/2" CLEARANCE TO INSIDE FACE. REINFORCING STEEL SHALL BE LAPPED PER DETAIL MS05/L1, UNLESS OTHERWISE NOTED ON THE DRAWINGS. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. SHALL INCLUDE TRUSS FRAMING PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING, ANCHORAGE, CONNECTIONS, TRUSS LOCATIONS, AND PERMANENT BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION AND FOR THE PERMANENT STRUCTURE. EACH SUBMITTAL SHALL BE SIGNED AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. SUBMIT 3 COPIES FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. 8. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS WORKING POINTS, Square Ft. • SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS - (ACI 301-08). STRUCTURAL WOOD FRAMING MEMBERS, (I.E. BLOCKING OR GABLE END BRACING ABBREVIATIONS • WOOD FRAMED CONSTRUCTION MANUAL 2012 EDITION. B.F. 8. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL Sh. Shelves WELDING SOCIETY, ) SHALL BE EITHER #1 SOUTHERN PINE, OR S.P.F. NUMBER 2 GRADE OR BETTER AND CLADDING WIND PRESSURES AND SUCTIONS SHINGLE CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS G.T. Girder Truss SHT Sheet ROOF (PSF) 9. TYPICAL FILLED CELL REINFORCING SIZE AND SPACING SHALL BE ABOVE AND HANGERS. Bm. Beam Hdr. Header S.L. Side Lights BELOW ALL WALL OPENINGS ALL LUMBER SPECIFIED ON DRAWINGS ARE INTENDED FOR DRY USE ONLY BOTTOM CHORD LL* 0 0 0 A.B. Anchor Bolt Fir. Sys. Floor System Rad. Radius 10. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR 3 DAYS AND NO ( ) UPLIFT CONNECTORS B/Beam Abv. Above F.PI. Fireplace Ref. Refrigerator SOFFIT. CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318-08, 5.11.1 1. MISSED "J" BOLTS FOR WOOD BEARING WALLS MAY BE SUBSTITUTED WITH 1/2" 20 A/C Air -Conditioner F.O.M. Face Of Masonry Req'd. Required 11. DURING CONCRETE POURS, THE CONTRACTOR TO ADEQUATELY VIBRATE THE 1. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND DIA. EPDXY ANCHORS WITH 7" EMBEDMENT. SIMPSON "SET" EPDXY ADHESIVE Adj. Adjustable Ft. Foot / Feet Rm. Room S.Y.P. FILLED CELL WITH EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE BINDER FOLLOWING ALL MANUFACTURER'S RECOMMENDATIONS OR SIMPSON APPROVAL FROM EOR OR INDICATED ON PLAN Cant. Cantilever K/Wall Kneewall Temp. TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT A.F.F. Above Finished Floor Ftg. Footing Rnd. Round Rod K.S. WOOD CONSTRUCTION ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD Thicken A.H.U. Air Handler Unit FX Fixed R/SH and Shelf Circle 1 NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE THE TRUSS ALT. Alternate Galy. Galvanized SD. Smoke Detector 1 AI I FXTI=RInR \A/nnn cT1 In \A/AI I c RPAPIKin \A/AI I C (ZWPAP \A/AI I c AKIn RAlcrr, ENGINEER, FOR THE LOCATION OF THESE WALLS.AND STRUCTURAL PLANS FOR Laundry B.C. Base Cabinet G.C. General Contractor S.F. Square Ft. • SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS - (ACI 301-08). STRUCTURAL WOOD FRAMING MEMBERS, (I.E. BLOCKING OR GABLE END BRACING MORE INFO. • WOOD FRAMED CONSTRUCTION MANUAL 2012 EDITION. B.F. Bifold Door G.F.I. Ground Fault Interrupter Sh. Shelves WELDING SOCIETY, ) SHALL BE EITHER #1 SOUTHERN PINE, OR S.P.F. NUMBER 2 GRADE OR BETTER AND CLADDING WIND PRESSURES AND SUCTIONS SHINGLE Bk Sh Book Shelf G.T. Girder Truss SHT Sheet ROOF (PSF) SHALL BE USED REGARDLESS OF SPECIES. FIELD REPAIR NOTES 20 Bm. Beam Hdr. Header S.L. Side Lights 2. ALL LUMBER SPECIFIED ON DRAWINGS ARE INTENDED FOR DRY USE ONLY BOTTOM CHORD LL* 0 0 0 0 BOTTOM CHORD DL 10 10 10 (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE TOTAL (PSF) 40 B/Beam Bottom of Beam Hgt. Height S.P.F. Spruce Pine Fir SOFFIT. SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE 1. MISSED "J" BOLTS FOR WOOD BEARING WALLS MAY BE SUBSTITUTED WITH 1/2" 20 B.P. Bypass door. HB Hose Bibb Sq. Square - 19.7 DESIGNED AND DETAILED BY OTHERS DIA. EPDXY ANCHORS WITH 7" EMBEDMENT. SIMPSON "SET" EPDXY ADHESIVE 10 Brg. Bearing Int. Interior S.Y.P. Southern Yellow Pine 3. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE BINDER FOLLOWING ALL MANUFACTURER'S RECOMMENDATIONS OR SIMPSON APPROVAL FROM EOR OR INDICATED ON PLAN Cant. Cantilever K/Wall Kneewall Temp. Tempered CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHIELDS. 1/2" TITEN H D BOLTS WITH MINIMUM 7" EMBEDMENT. SEE PLAN FOR EMBEDMENT K.S. Knee Space Thik'n. Thicken _ ALL HOLES OVER 1" IN DIA. FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH DEPTH AT FLOOR STEPS, Cir. Circle 1 a SIMPSON HSS2 STUD SHOES,TYP., U.N.O. 2. FOR MASSED VERT. DOWELS, DRILL A 3/4" DIAMETER HOLE 6" DEEP AT THE CI 9� Ceiling 9 Laun. Laundry T.O.B. Top of Block 4. MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS THAT ARE LOCATION OF THE OMITTED REBAR AND INSTALL A 32" LONG #5 BAR INTO THE CJ Control Joint Lay. Lavatory T.O.M. Top of Masonry CORROSIVE TO STEEL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE EPDXY FILLED HOLE. USE A TWO PART EMBEDMENT EPDXY (SIMPSON HIGH Col. Column L.F. Linear Ft. T.O.P. Top of Plate TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT STRENGTH EPDXY-TIE ANCHORING ADHESIVE) MIXED PER THE Comp. A/C Compressor L.T. Laundry Tub ry Trans. Transom Window RESIST CORROSION. FOR EXAMPLE, ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE MANUFACTURER'S INSTRUCTIONS. ASSURE THAT ALL DUST AND DEBRIS FROM Continuous Mas. Masonry Typ. Typical HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOT SODIUM DRILLING ARE REMOVED FROM THE HOLE BY BRUSHING AND USING Cont. BORATE (SBX) DOES NOT. COMPRESSED AIR PRIOR TO APPLYING THE EPDXY. ALLOW THE EPDXY TO CURE C.T. Ceramic Tile Max Maximum UCL Under Cabinet Lighting 5. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE TO THE MANUFACTURER'S SPECIFICATIONS, THEN FILL THE CELL IN THE D Dryer M.C. Medicine Cabinet U.N.O. Unless Noted Otherwise PRESSURE TREATED. NORMAL WAY DURING BOND BEAM POUR. Dec. Decorative Mfr. g Manufacturer VB Vanity Base y 6. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR 3. FOR MORTAR JOINTS LESS THAN 1/4", PROVIDE (1) #5 VERT. IN CONC. FILLED Ded. Dedicated Outlet Micro. Microwave Vert. Vertical MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT CELL EACH SIDE OF THE JOINT (BAR DOES NOT HAVE TO BE CONT. TO FOOTING )' Dbl. Double Min Minimum V.L. Versalam 7. WOODEN TOP PLATES . SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS 4. MISSED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAYBE SUBSTITUTED Dia. Diameter M.L. Microlam VTR Vent through Roof 8. ALL ENGINEERING LUMBER TO HAVE THE FOLLOWING MIN VALUES U.N.O. WITH (1) SIMPSON MTSM16 TWIST STRAP W/ (4) 1/4"x 2%4' TITENS TO MASONRY Disp. Disposal Mir. Mirror W Washer COLUMNS: 2.0E Fb - 2950 AND (7)-10d NAILS TO TRUSS FOR UPLIFTS LESS THAN 860 LBS (USE (2) MTSM16 Dist. Distance Mono Monolithic W/ With BEAMS: 2.0E Fb= 2950 FOR UPLIFTS LESS THAN 1720#). IF CORNER STRAP IS MISSED CONTRACTOR TO D.S. Drawer Stack N.T.S. Not to Scale W/C Water Closet 9. SEE PLAN NOTE FOR ADDITIONAL ROOF, WALL, SHEAR WALL AND FLOOR INSTALL (2) SIMPSON HGAM10 W/ (4) 1/4" x 1 1/2" SDS SCREWS AND (5) 1/4" x 2 1/4" D.V. Dryer Vent O.C. On center W.A. Wedge Anchor SHEATHING REQUIREMENTS ALONG W/ NAILING INFORMATION OTHERWISE: TITENS ONE EACH SIDE OF TRUSS. NO MORE THAN 10 STRAPS SUBSTITUTED y ROOF DECK: PLYWOOD C-C/C-D, EXTERIOR OR OSB MAYBE OR NO MORE THAN 3 IN A ROW D.W. Dishwasher Opn'g. Opening Wd Wood FLOOR SHEATHING: T&G A -C GR1 APA RATED (48/24) OUP OUP WITHOUT APPROVAL FROM EOR. IF GIRDER TRUSS CONNECTIONS ARE MISSED Ea. Each Opt, Optional WP Water Proof WALL SHEATHING: PLYWOOD C EXTERIOR OR OSB CONTACT THE EOR FOR SUBSTITUTION. E.W. Each Way Pc. Piece 5. IF MISSED, MSTAM36 OR MSTAM40 STRAP IS MISSED FOR 2ND FLOOR JAMB Ped. Pedestal STUD CONNECTION, CONTRACTOR MAY INSTALL SIMPSON HTT5 W/ ( 26) 16d x Elec. Electrical 21/2" NAILS AND 5/8" ANCHOR BOLT SET IN SIMPSON HIGH STRENGTH EPDXY W/ Elev. Elevation P.L. Parallam MIN 6" EMBEDMENT AND MIN 3" EDGE DISTANCE. CONTACT EOR IF STRAPS ARE E.O.R Engineering or Record PLF Pounds per linear foot MISSED UNDER GIRDER JAMB STUD LOCATIONS. Ext. Exterior Pit. Ht. Plate Height Exp. Expansion Pit Sh. Plant Shelf F.B.C. Florida Bldg. Code PSF Pounds per square foot Fin. Fir. Finished Floor P.T. Pressure Treated F.G. Fixed Glass Pwd. Powder Room Fir. Floor Fdn. Foundation CODE CRITERIA • 2010 FLORIDA RESIDENTIAL BUILDING CODE • FLORIDA FIRE PREVENTION CODE (2010 EDITION) • FLORIDA ACCESSIBILITY CODE (2010) • NFPA 70-05. NATIONAL ELECTRICAL CODES. (NEC 2008) . rBUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE - (ACI 318-08). • SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS - (ACI 301-08). • BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES - (ACI 530-08). • NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION - 2012 EDITION. • WOOD FRAMED CONSTRUCTION MANUAL 2012 EDITION. • APA PLYWOOD DESIGN SPECIFICATION. • AMERICAN SOCIETY OF CIVIL ENGINEERS: ASCE/SEII 7-10 • ALUMINUM DESIGN MANUAL- 2010 EDITION • AISC "SPECIFICATIONS FOR THE DESIGN OF STRUCTURES, LATEST EDITION. • ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR WELDING IN BUILDING IN BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY, GENERAL ROOF LOADING AND CLADDING WIND PRESSURES AND SUCTIONS SHINGLE METAL TILE HEAVY ROOF TRUSSES* ROOF (PSF) ROOF (PSF) ROOF (PSF) ROOF (PSF) TOP CHORD LL 20 20 20 20 TOP CHORD DL 10 10 15 25 BOTTOM CHORD LL* 0 0 0 0 BOTTOM CHORD DL 10 10 10 10 TOTAL (PSF) 40 40 45 55 BOTTOM CHORD LL (OPT) DIAGRAM GARAGE DOORS* SOFFIT. 9'-0" x T-0" ATTICS W/ LIMITED STORAGE 20 5 (+) 18.5 (+) 17.7 ATTICS W/HEAVY STORAGE 50 (-) 20.9 - 19.7 - 20.8 * ATTICS W/ NO STORAGE 10 GENERAL PRESSURE NOTES NOTES:- 1. MULTIPLY THE ABOVE PRESSURES BY 1.6 TO GET ULTIMATE WIND PRESSURES. (NON -CONCURRENT) INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 3. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER AND IS CONSIDER TO BE IN THE WIND -BOURNE DEBRIS AREA. NOTE: LL REDUCTIONS ARE ALLOWED PER CODE BUT ONLY WITH WRITTEN APPROVAL FROM EOR OR INDICATED ON PLAN GENERAL FLOOR LOADING TOP CHORD LL 40 (PSF) COMMENTS: TOP CHORD DL 10 (PSF) B BOTTOM CHORD LL 0 (PSF) BOTTOM CHORD DL 5 (PSF) 125 (PSF) SPECIAL FLOOR LOADING GAME ROOM 60 (PSF) COMMENTS: BALCONIES/ DECKS 40PSF B BALCONIES OVER 100 SQ:FT 100 (PSF; BUILDING TYPE LIGHT STORAGE 125 (PSF) ENCLOSED LIBRARIES +1-0.18 NOTE: MEAN ROOF HEIGHT FOR TYPICAL SINGLE STORY HOME IS 15FT, AND READING ROOMS 60 (PSF) AND CLADDING WIND PRESSURES AND SUCTIONS STACK ROOMS 150 (PSF) WIND PRESSURE DEFLECTION CRITERIA ROOF TRUSSES* LL/360 TL/240 COMMENTS: ROOF RAFTERS LL/180 TL/120 O 4 5 O ROOF RAFTERS (W/O CLG) LL/360 TL/240 ° FLOOR TRUSSES/ BEAMS * LL/360 TL/240 (+) 20.3 �(+) 20.3 C) FLOOR I -JOIST*** LL/480 TL/240 S1 *TL MAX 1" UP TO 40FT SPAN **TL MAX 3/4" *** TL MAX 1/2" WIND LOADING CRITERIA WIND SPEED (ULTIMATE) 140 MPH WIND SPEED (ALLOWABLE) 108.5 MPH EXPOSURE CATEGORY B BUILDING CATEGORY If BUILDING TYPE V ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +1-0.18 NOTE: MEAN ROOF HEIGHT FOR TYPICAL SINGLE STORY HOME IS 15FT, AND FOR 2 STORY HOME IS 30FT ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS FOR MEAN ROOF HEIGHT'S 30 ft EFFECTIVE WIND PRESSURE WIND PRESSURE WIND AREA AND SUCTION (PSF) AND SUCTION (SQ FEET) (+) VALUE DENOTES PRESSURE (-) VALUE DENOTES SUCTION DIAGRAM AREA O 4 5 O 10(+) 21.2 (+) 21.2 ° 23.0 28,3 20© (+) 20.3 �(+) 20.3 C) (-) 22.1 / (-) 26.4 0 0 S1 FOUNDATION PLAN 50 (+) 19.0 F (+) 19.0 0(-) 0 0 4 drawn: 20.8 (-) 23.9 I� Y 00 100 O (+) 17.9 O (+) 17.9 Ir 19.7 - 22.1 DIAGRAM GARAGE DOORS* SOFFIT. 9'-0" x T-0" 16'-0" x T-0" 4 5 (+) 18.5 (+) 17.7 (+) 19.0 (+) 19.0 (-) 20.9 - 19.7 - 20.8 (-) 23.9 N5 ' GENERAL PRESSURE NOTES NOTES:- 1. MULTIPLY THE ABOVE PRESSURES BY 1.6 TO GET ULTIMATE WIND PRESSURES. 2. a = END ZONE IS ONLY W/IN 6-0" OF ALL EXTERIOR BUILDING CORNERS. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 3. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER AND IS CONSIDER TO BE IN THE WIND -BOURNE DEBRIS AREA. CONTRACTOR TO PROVIDED ADDITIONAL INFO AS REQUIRED FOR PERMITTING. 0 } N. r 0 52 c � N 0 W = o �x �k 'ltlttii4- S ❑ 6 I�1 I^ OD'ON$SQdAVM 6 - W z 0 W W ♦^ ZZ v7, I�' Y L m 00 0 U) F- �0 J 0 0 -�F 0 W aN W F - .j m � J = 0 W a 0 a m W z 0 1 5- 688 (�JOND'p C gV�Lp�,y� tl title: SANrORQ 4 SHEET a (aa v 0 SO STRUCTURAL NOTES L1 LINTEL PLAN Z W Project no. 2014431 I ° checked: AB/EA/MC S1 FOUNDATION PLAN L2 LINTEL PLAN drawn: Ir date: 12-10-14 S2 FLOOR PLAN D1 DETAILS o N scale: a ROOF FRAMING PLAN D2 N5 ' � I - D3 DETAILS _ t� 0 ".0- _ so0 1 a f Z with the 2010 FLORIDA W c a3 0 } N. r 0 52 c � N 0 W = o �x �k 'ltlttii4- S ❑ 6 I�1 I^ OD'ON$SQdAVM 6 - W z 0 W W ♦^ ZZ v7, I�' Y L m 00 0 U) F- �0 J 0 0 -�F 0 W aN W F - .j m � J = 0 W a 0 a m W z 0 1 5- 688 gV�Lp�,y� tl title: SANrORQ 4 SHEET INDEX = title: 4 SHEET INDEX a SO STRUCTURAL NOTES L1 LINTEL PLAN Z W Project no. 2014431 ° checked: AB/EA/MC S1 FOUNDATION PLAN L2 LINTEL PLAN drawn: Ir date: 12-10-14 S2 FLOOR PLAN D1 DETAILS o N scale: S3 ROOF FRAMING PLAN D2 DETAILS Q I - D3 DETAILS _ t� so0 a The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. GENERAL FOUNDATION NOTES: 1 PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED. 2 4" 2500 PSI CONC. SLAB W/ 6X6 10/10 W W M, OR FIBERMESH /FIBERMIX ADDED TO THE CONCRETE. IN ACCORDANCE W/ MANUF'S INSTRUCTIONS AND NER-284 FOR FIBERMESH OR NER-414 FOR FIBERMIX, OVER 6 MIL VISQUEEN VAPOR BARRIER & TREATED FOR TERMITES. 3 m INDICATES FILLED CELL W/3000 PSI CONC. FROM FOUNDATION. TO BEAM W/ (1) #5 REBAR TYPICAL ABOVE SLAB. HOOKED FTG. DOWELS 5" EMBEDMENT W/ 25" EXTENSION ABOVE SLAB. FILLED CELLS TO BE PLACE @ EACH CORNER, END OF INDICATED BRG. WALLS, EACH SIDE OF ALL OPENINGS, UNDER GIRDER TRUSSES (FLOOR AND ROOF) AND 6'-8" O.C. MAX. 7-0" FROM CORNER U.N.O. ON FOUNDATION PLAN. 4 CONSULT W/ MANUFACTURER SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS OR SLIDING GLASS DOOR SILLS. 5 EXTERIOR SLABS SHALL SLOPE MIN. 1/12" PER FOOT AWAY FROM HOUSE U.N.O.ON PLAN. 6 CONTROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONCRETE OR IN EXTERIOR CONDITIONS). CONTROL JOINTS TO BE 1/8" SAW CUT A DEPTH OF 1/4 OF THE THICKNESS OF THE SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE ALTERNATE APPROVED METHOD. 7 NO WOOD STAKES PERMITTED IN FOUNDATION. 8 PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE FM18 ON SHEET D-1 FOR ADDITIONAL INFORMATION. G.C. TO DETERMINE STEP LOCATIONS IF REQUIRED. 9 SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. 10 ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION 11 ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 PSF. 12 PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE STEMWALL CHART ON D-1 FOR REQUIRED REINFORCEMENT AND FOOTING SIZES PENDING DEPTH OF STEMWALL. 13 R.403.1.4 MINIMUM DEPTH: ALL EXTERIOR FOOTINGS (BOTTOM) SHALL BE PLACED AT LEAST 12" BELOW THE UNDISTURBED GROUND SURFACE. FOUNDATION SCHEDULE FOUNDATION KEY NOTES L_' 1 16"x16" OR 12"x12" L SHAPE COLUMN w/ (3) #5 VERTICALS 16"x24" L SHAPE COLUMN w/ (3) #5 VERTICALS 3 8"x16" OR 16"x16" COLUMN INTEGRATED INTO MAIN HOUSE w/ (2) #5 VERTICALS. EXTEND FOUNDATION OUT 8" PAST COLUMN [4J 8"x16" COLUMN w/ (2) #5 VERTICALS 12"x12 OR 16"x16" MASONRY COLUMN W/ (2) #5 VERTICALS, SEE ARCH PLAN FOR MORE INFO. CONTRACTOR TO EXTEND MONO FOUNDATION OUT 8" FOR HALF COLUMN TO SIT ON. a 16"x26" CMU COLUMN W/ (1) #5 UNDER EA. LINTEL BRG. LOCATION. EXTEND FOUNDATION OUT AS REQ'D FOR LOW WALL .-� SANFQR0 BION PLAN-C� SCALE: 1/4" = 1'-0" MASTER MARK SIZE DEPTH REINFORCING GRAVITY CAP. [Ibs] F1.0 V-0" x CONT. 1'-0" 2 #5 E.W. BOT. 3000 F2.0 2'-0" x 2'-0" 1'-0" 3 #5 E.W. BOT. 7200 [F2.5 2'-6" x 2'-6" 1'-0" 3 #5 E.W. BOT. 11000 F3.0 T-0" x T-0" 1'-0" 4 #5 E.W. BOT. 15600 F3.5 3'-6" x 3'-6" 1'-4" 4 #5 E.W. BOT. 21500 F4.0 4'-0" x 4'-0" 1'-0" 5 #5 E.W. BOT. 28000 F4.5 4'-6" x 4'-6" 11-4" 5 #5 E.W. BOT. 34500 F:5 0 5'-0" x 5'-0" 1'-4" 6 #5 E.W. BOT. 42500 F6.06'-0" x 6'-0" 1'-4" 7 #5 E.W. BOT. 61500 LEGEND - INDICATES SINGLE -STORY FOOTING - INDICATES TWO-STORY FOOTING - INDICATES CONCRETE FOOTING FOUNDATION KEY NOTES L_' 1 16"x16" OR 12"x12" L SHAPE COLUMN w/ (3) #5 VERTICALS 16"x24" L SHAPE COLUMN w/ (3) #5 VERTICALS 3 8"x16" OR 16"x16" COLUMN INTEGRATED INTO MAIN HOUSE w/ (2) #5 VERTICALS. EXTEND FOUNDATION OUT 8" PAST COLUMN [4J 8"x16" COLUMN w/ (2) #5 VERTICALS 12"x12 OR 16"x16" MASONRY COLUMN W/ (2) #5 VERTICALS, SEE ARCH PLAN FOR MORE INFO. CONTRACTOR TO EXTEND MONO FOUNDATION OUT 8" FOR HALF COLUMN TO SIT ON. a 16"x26" CMU COLUMN W/ (1) #5 UNDER EA. LINTEL BRG. LOCATION. EXTEND FOUNDATION OUT AS REQ'D FOR LOW WALL .-� SANFQR0 BION PLAN-C� SCALE: 1/4" = 1'-0" MASTER - W W — G �4 a 61 a N a H `®yt1tR4I111 f, w zNoWO J V] ;T O �oyz ms, .... aa ogip,. SE o UJ T� b6 U 0 z . . wam- z A ��'F `tl W¢ Fro ❑ 0 ~ LL wog'ONASUa mnnffi �-ti00I= W Imo- 0m,O v �} �M�� Q NW i b r- y r Q �yca "cn rn ZU)z LL W oo - W W — G �4 a 61 a N a H `®yt1tR4I111 f, w zNoWO J V] ;T O �oyz ms, .... aa ogip,. SE o UJ T� b6 U 0 z . . wam- z A ��'F `tl W¢ Fro ❑ 0 ~ LL wog'ONASUa mnnffi A04 -14 -15 -REV 1 BLDG. DEPT. COMMENTS z title: 0 0 z W project no. 2014431 ° checked: AB/EA/MC drawn: -1 date: 12-10-14 0 N scale: The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. NW ♦♦W v! ZU)z LL W oo U, - I U 09W 1 0M` � r Q r N 1 � I F- _ _ J W � A04 -14 -15 -REV 1 BLDG. DEPT. COMMENTS z title: 0 0 z W project no. 2014431 ° checked: AB/EA/MC drawn: -1 date: 12-10-14 0 N scale: The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. WALL TYPE COLUMN SCHEDULE SYM. TYPE MARK COLUMN SIZE (BASE) CONN. & FASTENER UPLIFT(Lb) (3) 2 x #1 SYP MASONRY WALL TOP @ X-0" OR 9'-4" REF. ARCHITECTURAL PLANS 2145 C1 (3) 2 x #2 SPF (4) 16d TOENAILS NO UPLIFT 16" (2) 16d TOENAILS MASONRY WALL TOP @ 14'-0" SYP NO UPLIFT a(2) (3) 2 x #2 SPF DTT2Z W/ J" ATR & (8) J" X 1 �" SDS SCREWS 2145 3.5" x T'P.L. 1.8E Fb=2900 (WOLMANIZED HDU8-SDS2.5 W/7/8" ATR 8 (20) 1/4"X21/2" MASONRY WALL TOP @ 12'-0" C2 BW5 C3 (3) 2 x #1 SYP (4) 16d TOENAILS NO UPLIFT T 2 x BEARING WALL -SEE BEARING WALL SCHEDULE IF EXT.) SDS WOOD SCREW DTT27 W/ 1" ATM & (8) 4" X 1 140 MPH OPENING PRESSURES ENCLOSED-EXPOSURE"B" +21.2 /-23.0 +21.2 /-28.3 +20.3 / -22.1 O +20.3 / -26.4- +19D / -20.8 26.4+19.0/-20.8 O +19.0/-23.9 O+18.0/-20.1 O +18.8/-21.3 NOTE: WIND SPEED LISTED ABOVE IS AN "ULTIMATE" Ei2 W/ 1/2" FLITCH PLATE 16d NAILS NON BRG. INTERIOR WALL Fb=2900 (WOLMANIZED IF EXT. C4 (3) 2 x #1 SYP SDS SCREWS 2145 o=� WIND SPEED, THE WIND PRESSURES LISTED a) x BW4 16" (2) 16d TOENAILS (2) 16d TOENAILS SYP NO UPLIFT a(2) - 2X10 #2 SYP W/ 112" FLITCH PLATE ATTACH KING STUD TO HEADER w/ (10) 16d NAILS ABOVE ARE "ALLOWABLE" PRESSURE . 3.5" x T'P.L. 1.8E Fb=2900 (WOLMANIZED HDU8-SDS2.5 W/7/8" ATR 8 (20) 1/4"X21/2" 6970 �. BW5 C5 4 x 4 P.T.#2 SYP ABU44 W/ 5/8" ATR & G = 6665 W IF EXT.) SDS WOOD SCREW POST (12)16dNAILS U=2200 C11 BEARING WOOD WALL SCHEDULE HDU8-SDS2.5 W/ 7/8" ATR & (20) 1/4"X21/2" D W D SCREWS HEADER SCHEDULE r C(N r BW7 12" (2) 16d TOENAILS (2) 16d TOENAILS SPF NO UPLIFT H5 (2) - 13/4" X 111/4 LVL 2.0E Fb=2950 ATTACH KING STUD TO HEADER w/ (12) 16d NAILS C12 6 x 6 P.T. #2 SYP ABU66 W/ 5/8" ATR & G = 12000 BW8 12" y" THREADED ROD @ 48" O.C. ADJUST AS REQ'D TO MISS STUDS SPF 1054 H6 NOT USED C6 POST (12) 16d NAILS U = 2300 MARK STUD CONNECTION & FASTENERS LUMBER UPLIFT MARK HEADER SIZE REMARKS C7 8 x 8 P.T. #2 SYP ABU88 W/ (2) - 5/8" ATR G = 24335 SYP SPACING TOP BOTTOM SPECIES CAP. [plfJ 2145 BW11 12" ADJUST AS RD R DDTO MISS STUDS fi 1 a (2) - 2X6 #2 SYP ATTACH KING STUD TO HEADER w/ (6) (4) 2x4 #2 SPF STUDS (4) 16d NAILS POST & (18) - 16d NAILS U = 2320 --BW1 2x6 OR 2x8 WALL 16" (2) 16d TOENAILS (2) 16d TOENAILS SPF NO UPLIFT „ 3.5 x 3.5 P.L. 1.$E HDUS-SDS2.5 WI 5l8 „ NOT USED W/ 1/2" FLITCH PLATE 16d NAILS C8 Fb=2900 (WOLMANIZED ATR & (14) 1/4"X2 1/2" 5645 _1'-0" 4'-0" - 10'-5" (2) (2) (2) (2) 1. SEE FLOOR PLAN FOR WALL WIDTH. STUD PACKS TO MATCH WALL WIDTH LINO. 2. ALL STRUCTURAL LUMBER TO BE SYP#1 OR SPF#2 UNO ON PLAN. 3. NAIL BUILT UP STUDS PER DETAIL WF37/D3 DOUBLE 2x HEADER SEE FLOOR PLAN FOR MIN SIZE. SEE WF09/D3 FOR CONNECTION INFO. IF HEADER IS WITHIN WALL INDICATED ABOVE WITH NO UPLIFT CONNECTORS 10'-6" - 16'-0" 3 4 3 4 GENERAL HEADER NOTES (2) - 2X8 #2 SYP ATTACH KING STUD TO HEADER w/ {8) 1. VERIFY w/ PLAN CORRECT LENGTH OF HEADER REQUIRED 2. IF' HEADER IS ON THE 1ST FLOOR SEE PLAN FOR BEARING WALL TYPE AND FOLLOW INSTRUCTIONS WITHIN BEARING WALL SCHEDULE FOR REQUIRED CORRECTIONS UNO ON PLAN. IF EXT. S WO BW2 16" Y" THREADED ROD @ 48" O.C. ADJUST AS REQ'D TO MISS STUDS SPR 1054 3.5" x 5.25" P.L. 1.8E HDU5-SDS2.5 W/ 5/8" Ei2 W/ 1/2" FLITCH PLATE 16d NAILS C9 Fb=2900 (WOLMANIZED IF EXT. ATR & (14) 1/4"X2 1/2" SDS WOOD SCREWS 5645 O (n�Oco o=� a) x BW4 16" (2) 16d TOENAILS (2) 16d TOENAILS SYP NO UPLIFT a(2) - 2X10 #2 SYP W/ 112" FLITCH PLATE ATTACH KING STUD TO HEADER w/ (10) 16d NAILS C10 3.5" x T'P.L. 1.8E Fb=2900 (WOLMANIZED HDU8-SDS2.5 W/7/8" ATR 8 (20) 1/4"X21/2" 6970 �. BW5 16"a y" THREADED ROD @ 48" O.C. ADJUST AS REQ'D TO MISS STUDS SYP 1190 W IF EXT.) SDS WOOD SCREW I-,14 (2) - 2X12 #2 SYP W/ 1/2" FLITCH PLATE ATTACH KING STUD TO HEADER w/ (10) 16d NAILS C11 5.25" x 5.25" P.L. 1.8E Fb=2900 (WOLMANIZED IF EXT. HDU8-SDS2.5 W/ 7/8" ATR & (20) 1/4"X21/2" D W D SCREWS 7870 r C(N r BW7 12" (2) 16d TOENAILS (2) 16d TOENAILS SPF NO UPLIFT H5 (2) - 13/4" X 111/4 LVL 2.0E Fb=2950 ATTACH KING STUD TO HEADER w/ (12) 16d NAILS C12 7" x 7" P.L. 1.8E Fb=2900 (WOLMANIZED IF EXT.) HDU8-SDS2.5 W/ 7/8" ATR & (20) 1/4"X21/2" SDS WOOD SCREWS 7870 BW8 12" y" THREADED ROD @ 48" O.C. ADJUST AS REQ'D TO MISS STUDS SPF 1054 H6 NOT USED C13 (4) #2 SPF STUDS HTT5 W/ (26) 16d'S x 2-1/2" NAILS & 5/$" ALL 4375 THREADED ROD BW10 12" (2) 16d TOENAILS (2) 16d TOENAILS SYP NO UPLIFT HEADER SUPPORT NO. OF JACKS & STUDS REQ. AT OPENINGS C14 (4) 2x6 OR 2X8 #2 SPF STUDS DTT2Z w/ 2' WEDGE ANCHOR & (8) Y" x 1Y2° SDS SCREWS 2145 BW11 12" ADJUST AS RD R DDTO MISS STUDS SYP 1190 C 55 (4) 2x4 #2 SPF STUDS (4) 16d NAILS 0 OPENING 2x4 WALL 2x6 OR 2x8 WALL SIZE JACKS KINGS EA END EA END JACKS EA END KINGS EA END GENERAL COLUMN NOTES BW12 NOT USED - 3'-11" (1) (2) (1) (2) _1'-0" 4'-0" - 10'-5" (2) (2) (2) (2) 1. SEE FLOOR PLAN FOR WALL WIDTH. STUD PACKS TO MATCH WALL WIDTH LINO. 2. ALL STRUCTURAL LUMBER TO BE SYP#1 OR SPF#2 UNO ON PLAN. 3. NAIL BUILT UP STUDS PER DETAIL WF37/D3 DOUBLE 2x HEADER SEE FLOOR PLAN FOR MIN SIZE. SEE WF09/D3 FOR CONNECTION INFO. IF HEADER IS WITHIN WALL INDICATED ABOVE WITH NO UPLIFT CONNECTORS 10'-6" - 16'-0" 3 4 3 4 GENERAL HEADER NOTES 4. MINIMUM BOLT EMBEDMENT: 5" EMBEDMENT FOR 1/2" ATR 6" EMBEDMENT FOR 5/8" ATR 8" EMBEDMENT FOR 7/8" ATR 5. P.L. COL. TO BRG DIRECTLY ON FOUNDATION. CUT BASE PLATE AS REQ'D. G.C. TO PROVIDE MOISTURE BARRIER 6. IF COL. IS CALLED OUT ON 2ND FLOOR, THE BASE CONNECTION IS INDICATED IN WF09 CAN BE IGNORED. T/ WALL MASONRY WALL SEE PLAN SEE PLAN 1. VERIFY w/ PLAN CORRECT LENGTH OF HEADER REQUIRED 2. IF' HEADER IS ON THE 1ST FLOOR SEE PLAN FOR BEARING WALL TYPE AND FOLLOW INSTRUCTIONS WITHIN BEARING WALL SCHEDULE FOR REQUIRED CORRECTIONS UNO ON PLAN. NOT REQ'D. SEE PLANS FOR BASE CONNECTION DOUBLE 2x 2x STUDS PER 3. IF HEADER IS ON THE 2ND FLOOR SEE PLAN FOR INDICATED TOP PLATE PLAN/SCHEDULE HEADER CONNECTION FOR REQUIRED CONNECTIONS. 4. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH PER DETAIL WF37/D3. 5. FASTEN ALL MULTI -PLY HEADERS TOGETHER W(2) ROWS 10d COMMON NAILS AT 8"oc ALONG EACH EDGE OR (3) ROWS IF 2x10 OR NUT w/ 3"x3"xi/4" WASHER// -SEE MS03/L1 FOR -END OF BEARING 2x MID -SPAN WALL CONNECTION BEAM SCHEDULE LARGER. BLOCKING w/ (2)-12d 6. FASTEN ALL HEADERS TO KING STUDS w/(3) 10d TOENAILS PER SIDE. MARK BEAM SIZE CONNECTIONS TOENAILS @ EACH SEE FOUNDATION 7. IF MORE THAN (1) KING STUD IS REQ'D PER CHART ABOVE CONTRACTOR TO INSTALL REQ'D NAILS FROM 1ST KING INTO HEADER THEN ATTCH ADDITIONAL KINGS PER WF37/D3. 8. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. END FOR WALLS PLAN FOR MORE TALLER THAN 8'-0" INFORMATION OPT. %z' THREADED COUPLING SW= SHEARWALL REQUIRES MIN FF 7/16" OSB BM1 (2) - 2 x 8 #2 SYP W/ 7/16" OSB FLITCH PLATE. NAIL BEAM TOGETHER USING (2) ROWS OF 12d NAILS @ 12" O.C. TYP EACH SIDE CONNECTION: PROVIDE (2) SIMPSON LSTA18 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O.ON ROOF PLAN %' THREADED ROD w/ MIN 6" `I PLYWOOD W/8d NAILS AT 4 oc IN EMBED (OR 6" PAST STEPg DOWN USING SIMPSON SET ,' FIELD AND EDGE. ) EPDXY. SEE ABOVE FOR /2x P.T. w/ 1/2" A.B. @ 32" O.C. w/ 7" SPACING. CENTERED w/in TOP EMBEDMENT OR 1/2" A.B. @ STEP w/ MIN. PLATE. FOLLOW SIMPSON 7" EMBEDMENT PAST STEP DOWN. ALT: INSTRUCTIONS FOR INSTALL SIMPSON 1/2" TITEN HD @ 32" O.C. w/ OF ROD AT BASE SAME EMBEDMENT. (WHEN THREADED SEE NOTE 6 BELOW RODS ARE UTILIZED THE ANCHOR BOLTS ARE NOT REQUIRED.) SEE GENERAL BEARING WALL NOTE #6 BEARING WALL DETAIL BM2 O (2) - 2 x 10#2 SYP W/ 7/16 " OSB FLITCH PLATE. NAIL BEAM TOGETHER USING (2) ROWS OF 12d NAILS @ 12" O.C. TYP EACH SIDE CONNECTION: PROVIDE (2) SIMPSON LSTA24 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O. ON ROOF PLAN BM3 (2) - 2 x 12 #2 SYP W/ 7/16" OSB FLITCH PLATE. NAIL BEAM TOGETHER USING (2) ROWS OF 12d NAILS @ 12" O.C. TYP EACH SIDE CONNECTION: PROVIDE (2) SIMPSON LSTA24 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O.ON ROOF PLAN (2) -1 3/4" x 11 y" LVL 2.0E CONNECTION: PROVIDE (2) GENERAL BEARING WALL NOTES BM4 Fb=2950. CONNECT PLYS TOGETHER USING (2) ROWS &x 3 Y2' SDS WOOD SCREWS @ 16" O.0 TYP. EA. SIDE SIMPSON LSTA24 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O. ROOF PLAN 1. SEE FLOOR PLAN FOR WALL SIZE, ASSUME 2x4 STUDS USED UNO. 2. ALL STRUCTURAL LUMBER TO BE SYP #1 OR SPF #2 UNO ON PLAN. 3. CONNECTIONS TO BE INSTALLED TO EACH STUD AS INDICATED 4. CONTACT E.O.R. IF SP4'S, SP6'S OR SP8'S CONNECTORS ARE SUBSTITUTED, TO VERIFY THEY MEET THE STRUCTURAL REQUIREMENT'S. 5. IF "BW" IS INDICATED ON SECOND FLOOR BASE CONNECTION TO BE IGNORED. SEE WF06/D4 OR INDICATED DETAIL FOR PROPER CONNECTIONS FOR 2ND FLOOR TO FIRST FLOOR CONNECTIONS. (NOTE: THIS IS FOR 2 STORY PROJECTS ONLY) 6. IF BRG. WALL IS INDICATED WITH BW1. BW4, BW7, BW10, THESE WALLS ARE ONLY SUPPORTING THE FLOOR LOAD AND DO NOT BM5 ((2) - 1 %4' x 11 �/" LVL 2.0E Fb=2950. CONNECT PLYS TOGETHER USING (2) ROWS &x 3 Y" SDS WOOD SCREWS @ 16" O.0 TYP. EA. SIDE CONNECTION: PROVIDE (2) SIMPSON LSTA24 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O. ROOF PLAN BM6 �2) - 1 %4' x 16" LVL 2.0E b=2950. CONN. PLYS TOGETHER USING (2) ROWS Ya" x 3 Y" SDS WOOD SCREWS @ 16" O.0 TYP. EA. SIDE CONNECTION: PROVIDE (2) SIMPSON LSTA24 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O.ON ROOF PLAN HAVE UPLIFT , 'THE STUDS ARE TOENAILED TO THE PLATE AND THE 2X PLATE CAN BE ATTACHED WITH HARD CASED GUN NAILS AND WILL NOT REQUIRE THE ANCHOR BOLT ATTACHMENT INDICATED IN THE BEARING WALL SCHEDULE. BM7 O �2) - 1 Y4' x 9 Y" LVL 2.0E b=2950. CONN. PLYS TOGETHER USING (2) ROWS Y4" x 3Y" SDS ,� WOOD SCREWS @ 16 O.0 TYP. EA. SIDE CONNECTION: PROVIDE (2) SIMPSON LSTA24 OR (2) SIMPSON HTS20 TO WOOD POST OR (2) SIMPSON HETA16 TO CMU COL. U.N.O.N ROOF PLAN FLOOR PLAN NOTES GENERAL BEAM NOTES 1. G.C. / BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED (MIN 4" BEARING EACH END) FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS NOT SHOWN HERE 2. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY WITHOUT WRITTEN APPROVAL FROM THE E.O.R. 2. SEE 2ND FLOOR PLAN FOR GENERAL HEADER SCHEDULE IF 2nd FLOOR IS PROVIDED. OTHERWISE INTERIOR HEADERS ARE NOT REQUIRED. eUILO/Nc SANlcono 0 FLOOR PLAN-C� SCALE: 1/4" = V-0" MASTER y p �. { _ w Q MO N W N °z F. t��dl�91i IIP Pff 121 CL W X000 0 C �// W.ZDa d `G e ` •r .✓,M` LU V 1 ua $ W"Z ^� .. wp w LU ZZ ao�%Fa °� 4,: r z -^ W¢ S w W ,.,r� Zz �^ Waw UJ k ❑ FTO 0~uJ y�IO�' JhfSSQ1'MMM VJ wNo0p2 U W �CMNo� V) O (n�Oco o=� a) x ''W v! CD -0 y p �. { _ w Q MO N W N °z F. t��dl�91i IIP Pff 121 CL W X000 0 C �// W.ZDa d `G e ` •r .✓,M` LU V 1 ua $ W"Z ^� .. wp w LU ZZ ao�%Fa °� 4,: r z -^ W¢ S w W ,.,r� Zz �^ Waw UJ k ❑ FTO 0~uJ y�IO�' JhfSSQ1'MMM A04 -14 -15 -REV 1 BLDG. DEPT. COMMENTS title: z n project no, 2014431 a checked: AB/EA/MC drawn: m r date: 12-10-14 c°v scale: P z a S20 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. VJ W 0. ''W v! ZZ W 00 J U) �. U 10. J O W OM 1 r C(N r � � I- J = J W � A04 -14 -15 -REV 1 BLDG. DEPT. COMMENTS title: z n project no, 2014431 a checked: AB/EA/MC drawn: m r date: 12-10-14 c°v scale: P z a S20 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. MASTER CONNECTOR SCHEDULE W N 0 4. E M N C SIMPSON CONNECTOR (1) —� e4 00 °v MARK TYPE SPF SYP LLa W/ FASTENERS O c N HETA16 W/ (9) - 10d x 1 1/2" OPT FRAME O = t O HETA20 W/ (9) - 10d x 1 1/2" MASONRY TO 1810 1810 a FRAME O H2.5A W/ (10) - 8d NAILS TO FRAME535 600 r( : H10A W/ (18) -10d x 1 1/2" FRAME 1015 1340f H 10A-2 W/ (18) - 10d x 1 1/2" AT TO 1070 1245 2 PLY TRUSSES FRAMEr MTS12 W/ (14) - 10d x 1 1/2" FRAME O(AT EXTERIOR LOCATION TO 860 1000 INCLUDE (3)12d TOENAILS FRAME'' MGT W/ (22) - 1 O NAILS & 5/8" FRAME OATR W/ 5 EMBEDMENT W/ TO 3140 3140 SIMPSON "SET" EPDXY MASONRYr ,Ang HTS20 W/ (24) - 10d x 1 1/2" FRAME ' (AT EXTERIOR LOCATION TO 1245 1450 INCLUDE (3)12d TOENAILS FRAME HGT-2 W/ (16) - 10d W/ 5" FRAME' OEMBED (2) - 3/4" DIA. EPDXY TO 6280 6280 ANCHORS. HGT-3 FOR 3PLY MASONRY FGTR W/ (18) -SDS 1/4" x 3" FRAME O WOOD SCREWS AND (2) 1/2" x TO 3600 5000 5 TITAN HD ANCHOR BOLTS MASONRY (2) LGT-2 W/ (32)-16d SINKERS FRAME J2 (14) 1/4" x 2 1/4" TITENS TO 3700 4300 0 (2 PLY TRUSS) W I MASONRY F g* M (2) LGT-3 W/ (24) SDS 1/4" x 2-1/4" FRAME OJ3 & (8) - 3/8" x 5" TITENS HD's TO 5310 7370 *zt4 3PLY TRUSS MASONRYI d ' HU410 OPT HUC410 (MAX) W/ BEAM G#2090 O (18)-16d & (10)-10d NAILS TO U#1570 a BEAM HU410 OPT HUC410 W/ (18) BEAM W 'r° a O TITEN 1/4"x23/4"&(10) -10d TO G#5085 9 M$ NAILS MAS U#1810 0 � o�J \\\tlVtl3it� �f (2) HETA16 OPT (2) HETA20 FRAME o h•a+VVN• O1 PLY W/ (10) - 10d x 1 1/2" OR TO 2035 2035 o, 2 PLY W/ (12) - 16d MASONRY 2500 2500 a W �.^� _ '� ,� HTSM16 W/(8)10d NAILS AND FRAME r� Ul cn r (4) 1/4"x2 1/4" TAPCONS TO 1020 1175 fiff c ^� r�' NO OPT MASONRY r � .. FRAME w 10 10NILS AND d A \` ( ) TO 1020 1175 _ � � \ HTSM20 W/ (4) 1/4"x2 1 /4 TAPCONS MASONRYQ , F E99 kA H10S W/(8)'8d X 1 1/2 NAILS FRAME z v°'�ifiRkl@ O TO a AND (2) 3/8"x4" TITAN HID ,MASONRY,915 1065 �1 ❑ L I WaroNas EAVAb GENERAL CONNECTOR NOTES o 1. CONNECT ALL ROOF/ FLOOR TRUSSES TO MASONRY WALLS/ L LINTELS/ ICF WALLS W/gDCONNECTOR UNO ON PLAN AT FLOOR TRUSSES PARALLEL TO MASONRY WALLS CONNECT W/ OA @ 24" O.0 OR 32" O.C. (VERIFY W/ TRUSS SHOP r^ DRAWINGS), STRAP TO VERTICAL. w, 2. CONNECT ALL TRUSSES TO INTERIOR/ EXTERIOR BEARING z W WOOD WALLS/ BEAMS W/ OCONNECTOR LINO ON PLAN 3. CONNECT ALL TYPICAL HIP JACK, CORNER JACK) TO MASONRY g UJ WALLS/ LINTELS/ ICF WALLS W/ (A)CONNECTOR. �/ W IF WOOD WALL OR BEAM USE (2)B CONNECTORS UNO W LL ON PLAN. O d Z Z W 4. CONNECT ALL FLOOR TRUSSES TO INTERIOR BEARING p 0 0 WOOD WALLS/ BEAMS W/(3)12d TOENAILS. V, U �I+ 5. ALL TRUSS TO TRUSS CONNECTIONS ARE TO BE PROVIDED BY TRUSS MANUFACTURER UNO ON PLAN. J 6. CONNECT ALL CONTINUOUS RIM BOARD TO TOP OF 0 0 W MASONRY w/ SIMPSON META16 STRAPS (2) @ EACH CORNER AND 32" O.C. MAX. G.C. TO VERIFY LOCATION DOES NOT CONFLICT w/ TJI LAYOUT. f a p ROOF FRAMING NOTES J 0) 1. TILE ROOFING SYSTEM (SEE ARCH.) OVER MIN. 1/2" CDX (4 PLY) N PLYWOOD, SHINGLE OR METAL ROOFING SYSTEM (SEE ARCH.) OVER J MIN. 7/16" OSB ON PRE-ENGINEERED WOOD TRUSSES AT 2'-0" O.C. MAX. _ OR CONVENTIONAL FRAME ROOF. (SEE PLAN FOR SIZE AND SPACING. _J SEE ARCHITECTURAL PLAN FOR TYPICAL ROOF SLOPE AND OTHER z W INFORMATION. 2. IF TRUSSES HAVE RAISED HEELS. CONTRACTOR TO PROVIDE BLOCKING @ HEELS PER TB06 / D2. 3. IF ROOF TRUSS LAYOUT SHOWS TRUSS ID'S, THIS LAYOUT HAS BEEN PROVIDED BY THE CLIENT/ DESIGNER OR ARCHITECT TO USE FOR THE DESIGN OF THIS PROJECT. OTHERWISE A GENERIC LAYOUT HAS BEEN a DETERMINED BUT PRIOR TO CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT AND TRUSS SHOP DRAWS ARE TO BE SUBMITTED TO ENGINEER OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL. AT C THIS TIME THE E.O.R. RESERVES THE RIGHT TO REVISE THE PLAN AS REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND TRUSS 0 4 SHOP DRAWS, ADDITIONAL FEE'S MAY APPLY. STARTING CONSTRUCTION OR TRUSS FABRICATION PRIOR TO THIS REVIEW IS NOT ADVISED, AND THE E.O.R. ISNOT RESPONSIBLE FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS REQUIRED, UNLESS LAYOUT IS a REVISED W/OUT WRITTEN APPROVAL FROM FDS. 4. THE EXTERIOR CEILINGS FOR THE ENTRIES AND PORCHES SHALL q HAVE 7/16" OSB EXPOSURE 1 SHEATHING TO THE UNDERSIDE OF THE ROOF TRUSSES. ALL PANEL EDGES ARE TO BE BLOCKED SOLID w/ 2x4 #2 SYP w/ (3) 10d TOENAILS EACH END. THE SHEATHING IS TO BE NAILED 3 title: w/ 8d NAILS @ 4" O.C. AT ALL EDGES AND THEN 8" O.C. IN FIELD. p 0 a Z a project no. 2014431 W ° checked: AB/EA/MC drawn: gui�oiti date: 12-10-14 N scale: U yO�;Ftm�s�01 O ROOF FRAMING PLAN -C0 SCALE: 1/4" = V-0" } a 0 S3 U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. HURRICANE ANCHORS TYPICAL SEE PLAN PRECAST "U" LINTEL w/ (1) #5 CONT. IN 3000 psi CONC. @ OPENINGS 6'-0" & OVER. PRECAST "U" LINTEL ALL OPENIGNS UNDER 6'-0" 10" HOOK STANDARD 90 DEGREE HOOK TYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL w/ 3000 psi CONC. w/ (1) #5 DIA. REBAR SEE FOUNDATION PLAN SEE FOUNDATION PLAN FOR FOR LOCATION STEM WALL FOOTING S01 BLOCK WALL REINFORCEMENT SCALE: 3/4" = 1'-0" NON -SHEARWALL SEGMENT TYP. BOND BEAM 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONT. THROUGH OUT INCLUDING ABV. MASONRY OPENINGS. U.N.O. a .a q ; INSTALLS A DEEPER LINTEL THAN INDICATED ON THE PLAN, DOING Aa� A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN SEE FOUNDATION PLAN SEE FOUNDATION PLAN FOR FOR LOCATION STEM WALL FOOTING S01 BLOCK WALL REINFORCEMENT SCALE: 3/4" = 1'-0" TYP. TIE BEAM W/3000 P.S.I. CONC. W/1 #5 REBAR CONT. SIMPSON SP4 W/(6) -10d X 1Y SP6 OR SP8 FOR 2 AND 2x8 WALLS ,.. _.-- - DOUBLE 2x TOP PLATE qa . STANDARD HOOKS °- SEE MS05 FOR MORE INFO TYP. FILLED CELL W/3000 P.S.I. CONC. W/1 #5 REBAR VERT. INTERIOR BEARING WALL INTERIOR SHEARWALL EXTERIOR FRAME WALL 2"x #2 SYP/SPF P.T. W/ (3)1/2" X 8" "J" BOLTS OR (3)1/2" X 6" EXPANSION ANCHORS OR (6) 3" X 1/4" TAPCONS OR (8) 2 7/8" HILTI TIX-DNI NAILS 2x BASE PLATE SEE PLAN FOR MORE INFO FRAME (EXT./BRG./SHEAR) WALL )03 TO MASONRY CONNECTION DETAIL SCALE: 1/2" =1'-0" TD. 90 DEGREE ANGLE 3000 si CONC. w/ (1) #5 DIA. EBAR JDICATES FILLED CELL ROM FTG. TO BEAM w/ (1) 5 BAR x 8" x 16" CMU U.N.O. P. DOWEL 25" MIN LAP ;1530) SEE PLAN FOR WALL HEIGHT LINTEL COURSE Al An ql nn ql 4" ap 60 NON -SHEARWALL SEGMENT TYP. BOND BEAM 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONT. THROUGH OUT INCLUDING ABV. MASONRY OPENINGS. U.N.O. 8" x 8" x 16" K.O. q 4. * LINTEL MINIMUM DEPTHS ARE CALLED OUT. IF CONTRACTOR INSTALLS A DEEPER LINTEL THAN INDICATED ON THE PLAN, DOING THIS INCREASES THE STRENGTH OF THE LINTEL. 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR PRECAST LINTEL FILLED 6. GC TO VERIFY ALL LINTEL DIMENSIONS IN FIELD. DIMENSIONS SHOWN ARE CLEAR SPAN ONLY. GENERAL CONCRETE LINTEL APPROVED LINTELS: CASTE -CRETE, QUALITY, LOTTS, POWERS STEEL VERIFY SIZE WITH LINTEL PLAN LINTEL BLOCK FILL = FFILLED WITH GROUT/U= LIN FILLED(1) TYPICAL SHEAR WALL SEGMENT W/3000 P.S.I. CONC. a' W/1 #5 DIA. REBAR CITY. OF 45 REBAR @BOTTOM OF @ CORNERS _ T v - ALL SHEAR WALL SEGMENTS CONTRACTOR TO 8F16-1 /1T CONSIST OF A FILLED INSTALL HOOK BAR 0 CELL EACH END WITHOUT WHERE CONT. OMINAL �UANTITY OF AN OPENING BETWEEN. BARS LAP INTO WIDTH '" _ _..... _. LINTEL CAVITY TOP cD - BOTTOM AROUND WINDOW FILLED CELL: ______-..-_ FILL BILK. CELLS WITH 3000 P.S.I. PROVIDED IN GROUT ONE #5 @ LOCATIONS BY BUILDER SEE 8" NOMINAL WIDTH GENERAL CONCRETE LINTEL SHOWN ON THE FOUNDATION CONC. SLAB SEE 2. F.C. prestressed lintels = 6000 psi. 2. Shore filled lintels as required. PLAN FOUNDATION PLAN WF01 FOR MORE F.C. EACH DE MIN. LAP 25" (ACI 530) FOR MORE INFO 6, Prestressing strand per ASTM A416 grade 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 270 low relaxation. 7. 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. 7. 7/32 wire per ASTM A510. 8. Cast -in-place. concrete may be provided in composite lintel in lieu of concrete INFO SEE P N TOP OF SLAB III=SII. III I SEE FOUNDATION PLAN loads shoud be checked for combine loading with the following equation: Applied vertical load Applied horizontal load + 1.0 Safe vertical load Safe horizontal load FOR STEM OR MONO _. _................ FOOTING ...... ... ._... ... SO2 TYP. SHEAR WALL SECTION SCALE: 1/2" =1'-0" TYP. TIE BEAM W/3000 P.S.I. CONC. W/1 #5 REBAR CONT. SIMPSON SP4 W/(6) -10d X 1Y SP6 OR SP8 FOR 2 AND 2x8 WALLS ,.. _.-- - DOUBLE 2x TOP PLATE qa . STANDARD HOOKS °- SEE MS05 FOR MORE INFO TYP. FILLED CELL W/3000 P.S.I. CONC. W/1 #5 REBAR VERT. INTERIOR BEARING WALL INTERIOR SHEARWALL EXTERIOR FRAME WALL 2"x #2 SYP/SPF P.T. W/ (3)1/2" X 8" "J" BOLTS OR (3)1/2" X 6" EXPANSION ANCHORS OR (6) 3" X 1/4" TAPCONS OR (8) 2 7/8" HILTI TIX-DNI NAILS 2x BASE PLATE SEE PLAN FOR MORE INFO FRAME (EXT./BRG./SHEAR) WALL )03 TO MASONRY CONNECTION DETAIL SCALE: 1/2" =1'-0" TD. 90 DEGREE ANGLE 3000 si CONC. w/ (1) #5 DIA. EBAR JDICATES FILLED CELL ROM FTG. TO BEAM w/ (1) 5 BAR x 8" x 16" CMU U.N.O. P. DOWEL 25" MIN LAP ;1530) SEE PLAN FOR WALL HEIGHT LINTEL COURSE Al An ql nn ql 4" ap 60 LINTEL PLAN -C_ SCALE: 1/8" -1'-0" POWERS STEEL LINTEL PowerBox Steel LINTEL CROSS SECTIONS Q. L-8 L-14 L-16 O OO w,® .ddb' 4. ,.'a : «. .G L-20 L-24 L-32 O O O -*ALL LINTEL LENGHTS GREATER THAN 22'-8" WILL REQUIRER (2)-#5 TOP OR (2)-#5 BARS TOP & BOTTOM GENERAL NOTES 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONT. THROUGH OUT INCLUDING ABV. MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" BEARING EA. END ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END 4. * LINTEL MINIMUM DEPTHS ARE CALLED OUT. IF CONTRACTOR INSTALLS A DEEPER LINTEL THAN INDICATED ON THE PLAN, DOING THIS INCREASES THE STRENGTH OF THE LINTEL. 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR PRECAST LINTEL FILLED 6. GC TO VERIFY ALL LINTEL DIMENSIONS IN FIELD. DIMENSIONS SHOWN ARE CLEAR SPAN ONLY. GENERAL CONCRETE LINTEL APPROVED LINTELS: CASTE -CRETE, QUALITY, LOTTS, POWERS STEEL VERIFY SIZE WITH LINTEL PLAN #5 REBAR AT TOP MIN. = FFILLED WITH GROUT/U= LIN FILLED(1) REQU RED R=RECESSED a' CV CITY. OF 45 REBAR @BOTTOM OF LINTEL CAVITY _ T v - TRANSOM OPENING Q WC.M.U. .qd 8F16-1 /1T P j 0 FRAME INFILL" #5 REBAR AT OMINAL �UANTITY OF • d BOTTOM OF Lh Z r,. g5REBAR AT WIDTH '" _ _..... _. LINTEL CAVITY TOP cD - BOTTOM AROUND WINDOW ______-..-_ PROVIDED IN 7-5/8" ACTUAL LINTEL (VARIES) BY BUILDER SEE 8" NOMINAL WIDTH GENERAL CONCRETE LINTEL MATERI81.$ GENERAL INSTALLATION NOTES 1. F.C. precast lintels = 3500 psi. 1. Provide full mortar head and bed joints. 2. F.C. prestressed lintels = 6000 psi. 2. Shore filled lintels as required. 3. Grouted per ASTM C476 f'g = 3000 psi w/ 3. Installation of lintel must comply with the architectural and/or structural drawings. Maximum 3/8" aggregate and 8" to 11"slump. 4. U -Lintels are manufactured with 5-1/2" long notches at the ends. to accommodate WF01 FOR MORE F.C. EACH DE minimum net area compressive strength = 1900 psi. 5. All lintels meet or exceed L/360 vertical deflection, except lintels 17'-4" and Rebar per ASTM A615 Grade 60. longer with a nominal height of 8" meet o exceed L/180. 5. p g g r d 6, Prestressing strand per ASTM A416 grade 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 270 low relaxation. 7. 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. 7. 7/32 wire per ASTM A510. 8. Cast -in-place. concrete may be provided in composite lintel in lieu of concrete INFO SEE P N 10. Florida Product Approval No. 158.1 11. The exterior surface of lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating 12. Lintels loaded simultaneously with veritcal (gravity and uplift) and horizontal (lateral) loads shoud be checked for combine loading with the following equation: Applied vertical load Applied horizontal load + 1.0 Safe vertical load Safe horizontal load 8RF6.01311T 8F8-OB/IT ,_ 8RF14-1811T 8F16-1B/1TQ 8F'20 -11311T O 8RF22-113/1T 8F24 -113/1T 7.777 O O r r 8RF30113/1T 8F32 11311T O V 8F24-01B/1T DOOR OPENING ARCH WINDOW LINTELS AT ENTRY S06 DOOR w/ TRANSOM SCALE: 3/4" =1'-0" LINTEL PLAN -C_ SCALE: 1/8" -1'-0" POWERS STEEL LINTEL PowerBox Steel LINTEL CROSS SECTIONS Q. L-8 L-14 L-16 O OO w,® .ddb' 4. ,.'a : «. .G L-20 L-24 L-32 O O O -*ALL LINTEL LENGHTS GREATER THAN 22'-8" WILL REQUIRER (2)-#5 TOP OR (2)-#5 BARS TOP & BOTTOM GENERAL NOTES 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONT. THROUGH OUT INCLUDING ABV. MASONRY OPENINGS. U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" BEARING EA. END ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END 4. * LINTEL MINIMUM DEPTHS ARE CALLED OUT. IF CONTRACTOR INSTALLS A DEEPER LINTEL THAN INDICATED ON THE PLAN, DOING THIS INCREASES THE STRENGTH OF THE LINTEL. 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR THE LOADS. 6. GC TO VERIFY ALL LINTEL DIMENSIONS IN FIELD. DIMENSIONS SHOWN ARE CLEAR SPAN ONLY. GENERAL CONCRETE LINTEL APPROVED LINTELS: CASTE -CRETE, QUALITY, LOTTS, POWERS STEEL #5 REBAR AT TOP MIN. = FFILLED WITH GROUT/U= LIN FILLED(1) REQU RED R=RECESSED a' CV CITY. OF 45 REBAR @BOTTOM OF LINTEL CAVITY _ T v - CD Q WC.M.U. .qd 8F16-1 /1T GROUT j 0 #5 REBAR AT OMINAL �UANTITY OF • d BOTTOM OF Lh Z r,. g5REBAR AT WIDTH '" _ _..... _. LINTEL CAVITY TOP cD - BOTTOM NOMINAL IHTTREINFORCING ______-..-_ PROVIDED IN 7-5/8" ACTUAL LINTEL (VARIES) TYPE DESIGNATION 8" NOMINAL WIDTH GENERAL CONCRETE LINTEL MATERI81.$ GENERAL INSTALLATION NOTES 1. F.C. precast lintels = 3500 psi. 1. Provide full mortar head and bed joints. 2. F.C. prestressed lintels = 6000 psi. 2. Shore filled lintels as required. 3. Grouted per ASTM C476 f'g = 3000 psi w/ 3. Installation of lintel must comply with the architectural and/or structural drawings. Maximum 3/8" aggregate and 8" to 11"slump. 4. U -Lintels are manufactured with 5-1/2" long notches at the ends. to accommodate 4. Concrete masonry units (CMU) per ASTM C90 w/ vertical cell reinforcing and grouting. minimum net area compressive strength = 1900 psi. 5. All lintels meet or exceed L/360 vertical deflection, except lintels 17'-4" and Rebar per ASTM A615 Grade 60. longer with a nominal height of 8" meet o exceed L/180. 5. p g g r d 6, Prestressing strand per ASTM A416 grade 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 270 low relaxation. 7. 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage. 7. 7/32 wire per ASTM A510. 8. Cast -in-place. concrete may be provided in composite lintel in lieu of concrete 8:. Mortar per ASTM C270 type M or S. masonry units. 9. Safe load ratings based on rational design analysis perACl318 and ACI 530 10. Florida Product Approval No. 158.1 11. The exterior surface of lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating 12. Lintels loaded simultaneously with veritcal (gravity and uplift) and horizontal (lateral) loads shoud be checked for combine loading with the following equation: Applied vertical load Applied horizontal load + 1.0 Safe vertical load Safe horizontal load 8RF6.01311T 8F8-OB/IT ,_ 8RF14-1811T 8F16-1B/1TQ 8F'20 -11311T O 8RF22-113/1T 8F24 -113/1T 7.777 O O r r 8RF30113/1T 8F32 11311T O V 8F24-01B/1T Q 0 0 W p o� 0 co J cr) C v q "P' �' 4.d d #3=2%" Z W V #4=2%" %°" #5=2%" #7=3%" 6 d i "B" O ° EMBEDDED STANDARD 90° HOOK a STANDARD 1800 HOOK 4-' W F .- o SO REBAR DETAIL LAP SPLICE 1/2 X $ A.B. W/2 SA N WASHERS SET IN OU FILLED CELL W/ #5 TYP. FILLED CELL VERTICAL MIN. 5 PER JAMB. _ REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) ec T' (5)1/2" DIA. x 8"SECTIONAL GRADE 40 8 "J" BOLTS OVERHEAD BAR SIZE BEND O LENGTH LAP SPLICE = title: CONT. WOAD TRIM P.T. #2..A.. ..B.. 11Crr ..D.. o SYP2"X6.. T ° P #3 17/8 41/4 7 15 z OVERHEAD SEICTIONAL n21/2a .project no. 2014431 2"x6" P.T. WOOD JAMB DOOR TRACK MI/ 3/8" X 1 � #4 5 5/8 9 20 ° checked : AB/EA/M C 1/2" STEEL LAG BOLT W/ ° #5 31/8 7 11 3/4 25 DOOR AND CONNECTION PER -J WASHER. MIN. 16 PER drawn GARAGE DOOR MANUFACTURER TRACK TO JAM B. . GARAGE SLAB #6 33/4 81/16 14 30 date: 12-10-14 TYP. GARAGE DOOR / N scale: #7 4 TRACK MOUNTING DETAIL o 43/8 913/16161/2 35 rul 0 0 L90 1 #s S12 SECT. OVERHEAD GAR. DOOR INSTALL #9 a SCALE: N.T.S #10 a L 1 #11 0 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. �. W N N C� �a0� M COLJC% LoN0'C W W �o�d'rn ��a24) W L 0 0'^^0 J V J � CD j 0 nnnn 0 0 W p o� 0 co J cr) C v q "P' �' 4.d d #3=2%" Z W V #4=2%" %°" #5=2%" #7=3%" 6 d i "B" O ° EMBEDDED STANDARD 90° HOOK a STANDARD 1800 HOOK 4-' W F .- o SO REBAR DETAIL LAP SPLICE 1/2 X $ A.B. W/2 SA N WASHERS SET IN OU FILLED CELL W/ #5 TYP. FILLED CELL VERTICAL MIN. 5 PER JAMB. _ REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) ec T' (5)1/2" DIA. x 8"SECTIONAL GRADE 40 8 "J" BOLTS OVERHEAD BAR SIZE BEND O LENGTH LAP SPLICE = title: CONT. WOAD TRIM P.T. #2..A.. ..B.. 11Crr ..D.. o SYP2"X6.. T ° P #3 17/8 41/4 7 15 z OVERHEAD SEICTIONAL n21/2a .project no. 2014431 2"x6" P.T. WOOD JAMB DOOR TRACK MI/ 3/8" X 1 � #4 5 5/8 9 20 ° checked : AB/EA/M C 1/2" STEEL LAG BOLT W/ ° #5 31/8 7 11 3/4 25 DOOR AND CONNECTION PER -J WASHER. MIN. 16 PER drawn GARAGE DOOR MANUFACTURER TRACK TO JAM B. . GARAGE SLAB #6 33/4 81/16 14 30 date: 12-10-14 TYP. GARAGE DOOR / N scale: #7 4 TRACK MOUNTING DETAIL o 43/8 913/16161/2 35 rul 0 0 L90 1 #s S12 SECT. OVERHEAD GAR. DOOR INSTALL #9 a SCALE: N.T.S #10 a L 1 #11 0 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. vJ W W W W C/)LL ZZ W L 0 0'^^0 J V J � U j 0 nnnn 0 0 W p o� 0 co J cr) C v q "P' �' 4.d d #3=2%" Z W V #4=2%" %°" #5=2%" #7=3%" 6 d i "B" O ° EMBEDDED STANDARD 90° HOOK a STANDARD 1800 HOOK 4-' W F .- o SO REBAR DETAIL LAP SPLICE 1/2 X $ A.B. W/2 SA N WASHERS SET IN OU FILLED CELL W/ #5 TYP. FILLED CELL VERTICAL MIN. 5 PER JAMB. _ REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) ec T' (5)1/2" DIA. x 8"SECTIONAL GRADE 40 8 "J" BOLTS OVERHEAD BAR SIZE BEND O LENGTH LAP SPLICE = title: CONT. WOAD TRIM P.T. #2..A.. ..B.. 11Crr ..D.. o SYP2"X6.. T ° P #3 17/8 41/4 7 15 z OVERHEAD SEICTIONAL n21/2a .project no. 2014431 2"x6" P.T. WOOD JAMB DOOR TRACK MI/ 3/8" X 1 � #4 5 5/8 9 20 ° checked : AB/EA/M C 1/2" STEEL LAG BOLT W/ ° #5 31/8 7 11 3/4 25 DOOR AND CONNECTION PER -J WASHER. MIN. 16 PER drawn GARAGE DOOR MANUFACTURER TRACK TO JAM B. . GARAGE SLAB #6 33/4 81/16 14 30 date: 12-10-14 TYP. GARAGE DOOR / N scale: #7 4 TRACK MOUNTING DETAIL o 43/8 913/16161/2 35 rul 0 0 L90 1 #s S12 SECT. OVERHEAD GAR. DOOR INSTALL #9 a SCALE: N.T.S #10 a L 1 #11 0 The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. H-oo E LU MOD(N 0 0) CN coJ0000000.0 M U_ CP.- Z — ,a C GARAGE MASONRYCO DRIVE WAY - WALL / FTG BEYOND. p� BY BUILDER STOPS GARAGE « OPTIONAL CURB FOR MAS. @ I a + 12" @ 8" ELEV. 0'-0 w/ (1) #5 BAR CONT. - OOR LOCATION ,m GRADE REINF. SEE F.F. 4 SEE PLAN FOR c, b•.as Ll..l,.�IIII),,,Ii REINF. _ErmmffI-�N-p1.T_F-r..r_Sr. EW�TEF.F. PAN T- O PLAN : MORE NF N QREINF.SEE , PL REINF. SEE _PLAN 8„ 8"x8" TURN DOWN EDGE F.F.N?N w/ (2) #5 CONT._IN II11, " Ic 2 STORY: 20" x 20" IF IL, , t�,d.ai,ti. 4utl w/ 3 #5 CONT. °p ilk Yip -.I,,. .. JJJ 14 (2) #5 REBAR --- -___. 16"6 (2) #5 REBAR I 8" I (1) #5 REBAR 20° (3) #5 REBAR M 08 2—STORY FTG . M 09 FTG GARAGE DOOR M01 SINGLE STORY FTG M02 SECTION "GARAGE �MOTHICKENED EDGE �a. SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 3/4" = 1'-0" z ray • wi qr pa 0 z L W� � �ov�� \\�tiiifffl / vmn P OWN � d SE OW O U • b ' pa). ca Q w Z SLOPPED GROUT 63 TO DRAIN SEE PLAN 4x4 PAVER CURB PROVIDE RECESS' FOR STEP REINF. SEE �, 2x BRG. WALL. SEE OPTIONAL CURB FOR 8 w 2x BRG. WALL. SEE (G.C. TO VERIFY) STEP DOWN PER I5 z PT , F o FLOOR PLAN FOR FLOOR PLAN FOR MAS. ELEV. 0'-0"w/ PLAN - MORE INFO MORE INFO (1) #5 BAR CONT. PLAN SEE MANUF. SPEC'S q R `i m I y 1- STEP -SEE REINF. SEE • F EE Q ° C'3 „OF E \� z kN REINF. SEE PLAN PLAN REINF. SEE ° _ .__ �' SE P LAN .. PLAN PLAN ,,, .. iTW_,r • __ _ __ i I�!-- MUDDEDFLOOR o f�lj dill"e� W ❑ _ t`V N 11-I LI N II II_UJI L SLOPED TO DRAIN 1 „ SEE PLAN - lii_ 1 /z EXPANSION a T; :ry; II x 20" JOINT LL r�000r>SSQa,�an�n, n 2 STORY: 20" �`— 4„ 16" 4' (2) #5 REBAR ETi ii a . (2) #5 REBAR „ „ „ ir.;�;:, "1I -7-.=�T 16„ w/ 3 #5 CONT. SEE FM01 @ 1 STORY O 4 16 4 2 STORY: 20" x I I"' 2 STORY: 20" x 20" w/ 3 #5 CONT-!] r11: iT 8" 4" (2) #5 REBAR OR FM08 @ 2 STORY w/ 3 #5 CONT. rm10 INT. BRG WALL M11 STEP DOWN BRG. I1fM12 STEP DOWN NON BRG M14 SECTION @ SHOWER M15 S.G.D. DETAIL Y6 SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1'-0" a W PVC OR SCH40 LOCATION OF BARRIER TO BE V-0" IN FRONT OF �-+— PLUMBING LINE TOP (2) #5's x 4'-0" CENETERED MECH. OR APP. WIHEN REQUIRED W PIPE SLEEVE ♦^ TOP (2) #5's x 4'-0" @ PLUMBING LINE V, @ PVC OR SCH40 PENETRATION W CENETERED PIPE ,g rr/�� PENETRATION SLEEVE a ,y, 4 a e� U. Z VJ • ' ,n11 Z W _ n ... 4" DIA. CONCRETE m FILLED SCH40 STEEL W O MIN. 24 BEFORE (,, (_ ? I I v=;� I _ M VJ r , ANOTHER STEP •' • III _f'. • PIPE.lk SEE FND. PLN. LU a V FOR SIZE &REINF. TOP OF SLAB a J 0�' W �. 4" a O W _ N w coPIPE PERPENDICULAR TO FND. a a a. SEE FND. PLN. _ z q GRADE REINF. SEE I- #5 CONT. REINF. FOR SIZE & (2) #5 CONT. a SEE FOUNDATION �? a n/ PLAN REINF. Z I.L a FOR QUANTITY r go PIPE VERTICAL THRU FND. TOP (2)#5'sx4'-0" PVC ORSCH40 UJ N . (2) #5 BENT BARS w/ (._._III I I CENETERED @PIPE SLEEVE d • O M��i MIN 25" LAP SPLICE MIN._ ' ° �" ( III 111 =" PENETRATION PLUMBING LINE _ " .. `. ' ° . #5 x 25" x 25" 00 71, = I ( -.LII n a --) I_.::. m CONCRETE FOOTING Z 16„ �. CORNER BAR ONE r "Z -III a °°" �4 �; d.' . G N r (2) #5 CONT. MIN. `� FOR EACH HORIZ �- i _ �; W Q I I III _ I__. e III .I I I_ I W J REBAR, TYP. U.N.O. • . l '711lI I_....11I- _ A/C CHASE 4"PVC 1'-4" (2)#5 REBAR M23 TYP. FND. PENETRATIONS IiI PROTECTION J = III _, 1— M18 TYP. STEP FOOTING DETAIL rm19 TYP. CORNER BAR DETAIL SLEEVE THOU'''� rM24 BARRIER DETAIL � W 2 STORY 20'771 x SCALE: 3/4° =1'-0' SCALE: 1/2 r -o scALE: vz" =1'-0" FOOTING w/ 3 #5 CONT. SCALE: 3/4" = 1'- 0" O SEE FND. PLN. FOR SIZE &REINF. SEE STEMWALL SCHEDULE FOR M01 MORE INFO OL FINISH FLOOR #5 BARS 1.0" CENTERED @ TRANSITION o STEMWALL SCHEDULE STEMWALL HEIGHT (h) FOOTING DIMENSION NUMBER/SIZE OF BARS LAT. MAXIMUM F.C. SPACING (O.C.) IN STEM WALL d 1 STORY d 2 STORY b 1 STORY b 2 STORY 0'-0"-2'-0" 8" 10" 16" 20" W/ (2) #5 BARS - 1 STORY W/ (3) #5 BARS - 2 STORY 127.2# 6'-8" 2'-8"-4'-0" 10" 10" 20" 24" W/ (3) #5 BARS 127.2# 4'-0" 4'-8" - 6'-8" 10" 10" 28" 28" W/ (3) #5 BARS 395# N NOTE: _ SEE FOUNDATION PLAN 1. VERTICAL REINF. IN SOLID GROUTED CELLS AT ALL CORNERS, JAMBS, WALL W _ - - FOR F.C. SPACING SEE CHART ABOVE FOR INTERSECTIONS, BELOW GIRDER TRUSS LOCATIONS, AND AT THE MAXIMUM MONO FOOTII�C � �r I FILL SOLID TWO ABOVE SLAB LEVEL STEMWALL F.C. SPACING SPACING STATED IN SCHEDULE REINF. PER I - FIRST CELLS (1) #5 CONT: TLED TO EA. title: PLAN I EXTERIOR SHORING BY 2. W.W.M. IS REQUIRED TO MAKE ADEQUATE CONNECTION BETWEEN SLAB AND _ CONTRACTOR AS REQ'D VERTICAL REINF. BAR WALL WHEN STEM WALL EXCEEDS 4'-0" FIBERMESH CAN NOT BE USED AND CLEAN FILL I " I A WHEN STEM WALL IS #4 TURN BARS ARE REQUIRED @ EACH FILLED CELL LOCATION. EACH BAR TO 0 DIRT' OVER 4'-0" TALL TIE INTO VERTICAL BAR AND EXTEND OUT A MIN. 4'-0" INTO SLAB/ STEM X. _ 3. IF STEM IS REQ'D TO BE HIGHER CONTACT ENGINEER OF RECORD PRIOR TO q EE FM18/D1 FOR STANDARD s . " m_ CONSTRUCTION FOR MORE INFORMATION OUNDATION STEP INFO 4 / a project no. 2014431 90 HOOK N / _ 4. G.C. TO PROVIDE ADEQUATE BRACING OF STEM WALL WHEN UNEVEN BACK STEMWALL FOOTING FIN GRADE @ 5 BAR IN,,, - #4 TURN BAR STEM FILLING IS TAKING PLACE checked: AB/EA/MC ILLED CELL �„ REINF. PER STEMWAL = - = . WALLS GREATER THAN 5. #5 HORIZONTAL CORNER BARS WITH 4'-0" LEGS IN KNOCKOUT BLOCK @ 16" drawn: CHART ON SHEET S-1 4 4'-0 O.C. VERTICAL. GROUTED SOLID WHEN STEM WALL IS GREATER THAN 4'-0" 6�►{�Dfl, m 1s' W.W.M. TO BE TIED TO TALL (TYPICAL ALL CORNERS) date: 12-10-14 W y°;u •v 5. IF STEM WALL IS IS WITH IN 5'-0" OF POOL OR WATER FEATURE FOUNDATIONS �a��p O > #5 CONT. REBAR Rp N scale: G.C. TO VERIFY WHERE SEE DETAIL TO BE A MINIMUM 12" BELOW BOTTOM OF POOL OR WATER FEATURE. STEM WALL IS REQ'D FM27/D1 TO U 6. ALL STEM WALLS ARE GREATER THAN (4) COURSES. THE WALL SHALL BE SWITCH FROM b FULLY GROUTED. h q STEM TO MONO 7. IF STEMWALL IS WITH IN 5'-0" POOL OR AND WATER FEATURE, FOUNDATIONS y I �MONO TO STEMWALL TO BE A MINIMUM 12" BELOW BOTTOM OF POOL OR WATER FEATURE M2FOOTING DETAIL STEM WALL FOOTING SCHEDULE aD1 SCALE: 3/4" =1' - 0,. SCALE: N.T.S. U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. ivI i L_I LLJE WNopC 8 WM'N C 04 lA 04 LL 00 COCD 'p V C) 1010 ROOF PROVIDE 2X4 MIN. BLOCKING AT _ 9 SHEATHING OF HIP/RIDGE, TYP.BETWEEN TRUSSES CLIP EACH TRUSS CL SEE W/ (2)12D NAILS EACH END TO OVERLAP TRUSS BRACING (SEE ROOF PLAN PLAN I— TRUSS TOP CHORD AT LEAST ONE TRUSS SPACE FOR TYPE) MINIMUM 2"x4" *DIAGONAL SPACED PRE-ENGINEERED Cn CROSSBRACING AT 20'-0" O.C. MAX �p WOOD TRUSSES FRAME OUT TO MIN 2X4 BLOCKING 6" OVERLAP111771 i, (SEE PLAN FOR BLOCK EDGE LOCATION) BLOCKING BETWEEN TRUSSES}'` � SECT. A -A A TRUSS (2) 2x #2 SYP SEE PLAN FOR G.T EXTERIOR SHEATHING BEAM SIZE " ADD MIN 2X4 ALONGSIDE ATTACHED PER NAILING TOP CHORD WHEN REQ'D SCHEDULE TB 13 TO PREVENT PLYWOOD JACK 2x SPF #2 SPAN FROM EXCEEDING RUSS HIP MINIMUM (2)16d AT 16" O.C.} (3)12d MAX 24" SPAN (EITHER G PER JOINT MINIMUM 2"x4" SPF OR PER JOINT CONTINUOUS LATERAL BRACING- SIDE OR BOTH IF REQ'D) * SPACED AT 15'-0" MAX SYP TRUSS BRACING` ' BUILDER FRAME'S "k NAIL OVER X -BRACE AS SHOWN- INSTALL BLKG. AT TRUSS WEBS RADIUS,a. X-BRACING - 2x4 SPF OR SYP (2)12d NAILS AS REQUIRED FOR NAILING AT 12 O.C. MAXI, CONTINUOUS BOTTOM CHORD BRACING 2"x4 MIN. w/ 2-16d @ EACH TRUSS WEB TRUSS BRACING rTB01 CROSS BRACING DETAIL TYP. TB02 CROSS BRACING DETAIL TYP. T603 HIP/RIDGE BLOCKING DETAIL rTBO�4OVERLAP DETAIL TYP. F14 KNEEWALL @ENTRY FRONT WALL SCALE: 1/2"=1'-0" SCALE: 1/2" =1'-0" SCALE: 1/2" =1'-0" SCALE: 1/2"= 1'-0" SCALE: 11/2"=V-0"<-, W °>+ yQ 20'-0" MAX 20'-0" MAX DROP GABLE END TRUSS & 2x OUT ` " B03 LOOK RAFTERS FOR O.H. GREATER DROP GABLE END TRUSS & 2x OUT I - G.C. TO PROVIDE GE01 GABLE END BRACING BLOCKING TO 16 16 COMPLY W/ APA 2x4 P.T. BASE RECOMENDATIONS FOR SPAN RATING W OF 7/16" OSB. Z **ALTERNATE SPAN RATED GE01 GABLE END BRACING 32/16 PLYWOOD MAY BE 16 16 USED. (32/16 IS THE SPAN 2x4 P.T. BASE RATING. THE PLYWOOD THICKNESS IS 15/32") IF 15/2' W IS USED THEN THE Z ALTERNATE BLOCKING IS w NOT REQUIRED AT HIP a SECTIONS = NOTE: SHEATHING 1) SEE TRUSS PLACE of (4)104 MANUFACTURER'S TRUSS CO ENGINGEERING CUT BEFORE THE ROOF SHEATHING IS APPLIED, AND BRACING SHALL THEREFORE BE INSTALLED AS THE TRUSSES ARE ERECTED. INADEQUATE BRACING IS THE MOST SHEETS FOR ADDITIONAL d PERMANENT BRACING 5 FT. THAT MAY BE REQUIRED 2) "T" BRACING MAY BE 9 USED IN PLACE OF x PERMANENT BRACING 4 FT. U2 PROVIDED IT EXTENDS — OVER AT LEAST 90% OF N 1 THE WEB.MENNEN a '=!Il�l��llllll�iiii� 00 THAN 12". ATTACH 2 x OUT LOOKER @ LOOK RAFTERS FOR O.H. GREATER Z ZSEE STRUCTURAL NOTES AND 24" O.C.TO TRUSS WITH MTS 12 OR H2.5 THAN 12". ATTACH 2 x OUT LOOKER @ 1-5 NAILING SCHEDULE FOR " = W W ;, �`4Nti9liSf fif LLa FOR O.H. 12 AND UNDER -SPACE 24 O.C.TO TRUSS WITH MTS12 OR H2.5 �' N m SHEATHING DETAILS OUTLOOKER BLOCKS @ 24" O.C. NO SEE STRUCTURAL FOR O.H. 12" AND UNDER -SPACE _ o SOWN r�ir N STRAPS REQUIRED. NOTES AND NAILING OUTLOOKER BLOCKS @ 24" O.C. NO 0 �z -� STRAPS REQUIRED. � w SCHEDULE FOR o��g r ` ••S�'ro ¢ s 4 8d NAILS AT 4" O.C. STRUCTURAL SHEATHING DETAILS m �h►.`1�00�w 8d NAILS AT 4" O.C. STRUCTURAL a �►/1 SHEATHING 32' OR 7/,6" 2x4 SPF BLOCKING @PANEL �5 W LL VL 2x4 SPF BLOCKING @PANEL MIN. w/ 8d NAILS @ 3" EDGES w/ (2) 16d NAILS EA. END SHEATHING 32' OR /6 0 0�0 Y �,- 9 EDGES w/ (2) 16d NAILS EA. END O.C. EDGE & 6"-0.C• TO TRUSS. NAIL SHEATHING @ \ // MIN. w/ 8d NAILS @ 3 y98 A�•., tq w TO TRUSS. NAIL SHEATHING @ FIELD 4" O.C. STAGGERED w/ 8d O.C. EDGE & 6" O.C. 9 g rT ,W a '`�'O 4" O.C. STAGGERED w/ 8d \ 2x4 L BRACE FOR GABLES FIELD - 1" 1 (MIN 1ST4 BAYS) q ig OFES (MIN 1ST 4 BAYS) \ T-0" TO 5'-11' TALL. 2x6 L 2x4 L BRACE FOR GABLES _ 9 - 14 1�! T-0" TO 5'-11' TALL. 2x6 Ltl BRACE FOR GABLES 6'-0" / 2x4 SPF CROSS BRACE ` ' BRACE FOR GABLES 6'-0"'33 a 2x4 SPF CROSS BRACE AND TALLER. ATTACH L APPROX. 8" FROM RIDGE /, AND TALLER. ATTACH L �a z via o BRACE W/ 10d NAILS AT 4' g APPROX. 8" FROM RIDGE O.C. THEN 48" O.C. AFTER. NAIL /� \ BRACE W/ 10d NAILS AT 4 THEN 48" O.C. AFTER. NAIL \ GABLE TRUSS w/ (3) 10d @EACH END & @ \ O.C. d w/ (3) 10d @EACH END & @ CROSSING AT 45°ANGLE. GABLE TRUSS CROSSING AT 45°ANGLE. NAIL TOP OF "T" TO (NOT REQ'D WHEN GABLE IS NAIL TOP OF "T" TO o NOT REQD WHEN GABLE IS ( ' GABLE TRUSS w/ (2) 4'-1" OR SHORTER) GABLE TRUSS W/ (2)-12d e� 4'-1" OR SHORTER) / 12d & (1) SIMPSON H8` & (1) SIMPSON H8 W/ (10) d w/ 10 10d x 1 %2' CONT. 2x4 SPF SPANNING 4 CONT. 2x4 SPF SPANNING (4) NAIL GABLE TRUSS TO TRUSS BAYS (8 FT) NAILED 10d X 1 2" NAILS TRUSS BAYS (8 FT) NAILED TOP PLATE w/ 16d TO 2x4 BLOCKING @ 4" O.C. 00 TO 2x4 BLOCKING @ 4" O.C. NAILS @ 4" O.C. W/ 12d & (2) 12d TO CHORD SIMPSON HGA10 @ 48" O.C. Z z W/ 12d & (2) 12d TO CHORD «.2 .8 P.T. PLATE '``--/ x 8 ANCHOR BOLT (MIN 1ST 4 BAYS) w/ (8) 4" x 1 2" SDS WOOD U (MIN 1ST 4 BAYS) @ 48" O.C. MIN 2x4 SPF BLOCKING SCREWS GABLE END TO d -■ 4 BAYS KNOCK OUT COURSE BETWEEN TRUSSES X TOP PLATE/BEAM 2x4 SPF BLOCKING FRAME WALL OR BEAM m 48 O.C. MAX cn BETWEEN TRUSSES @ MASONRY WALL 4 BAYS BELOW SEE PLAN � 48" O.C. MAX TOP &BOTTOM CHORD GABLE END BRACING @4'-0° O.C. MAX. FOR GE01 GABLE END BRACING GEO GABLE END BRACING 16 16 W (n 2x4 P.T. BASE FIRST (4) ROWS OF TRUSSES SEE GABLE END DETAILS FOR MORE INFO W W SOLID 2x BLOCKING @ ALL i o SHEATHING C -' EDGES (SEE n ~ J U) O z SECTION X -X) Cn TRUSS NOTES: TREQUIRED MINIMUM PERMANENT TRUSS BRACING PLAN SCALE 1/2 =,,_o„ SCALE 1/2 _,_o„ C U. Z FT. 1. WOOD TRUSS ERECTOR SHALL PROVIDE BRACING ACCORDING TO ANSI/TP1-2002 (TRUSS PLATE INSTITUTE) NOTE THAT THE COMBINED WIND AREA IS GREATER SHEATHING 1 PLACE of (4)104 WB05 Z Z W CO SCALE: 1/8•• = V.0" BEFORE THE ROOF SHEATHING IS APPLIED, AND BRACING SHALL THEREFORE BE INSTALLED AS THE TRUSSES ARE ERECTED. INADEQUATE BRACING IS THE MOST W d 00 J 5 FT. 4 FT. COMMON CAUSE OF ACCIDENT IN WOOD TRUSS CONSTRUCTION. FULL BUNDLES OF PLYWOOD SHALL NOT BE PLACED ON TRUSSES. THIS CONSTRUCTION LOAD 9 Cid — x w L r 5 FT. 4 FT. U2 — W N 1 (2)- 2x TOP PLATE" B BEYOND MIN. 7/16 STRUCTURAL I OR 15/32" OSB/CDX SHEATHING a r 1 Q —J x CONSTRUCTION MATERIAL (SUCH AS GRAVEL OR SHINGLES) SHALL BE PLACED ON THE TRUSSES IN ANY ONE AREA THEY SHALL BE SPREAD OUT EVENLY OVER A W LOCATIONS MIN 2 X 4 #2 D © O LARGE AREA SO AS TO AVOID OVERLOADING ANY ONE TRUSS. _ z Z LU �— o LL 1-- 1 O a 4FT. O O 2x STUDS w nw BEYOND. C SEE PLAN n J � O? 2. ALL BRACING (DB,CB,BB) SHOWN ABOVE SHALL BE IN ADDITION TO CONTINUOUS LATERAL BRAKING SPECIFIED BY THE TRUSS MANUFACTER ALL LATERAL BRACING PROVIDE BLOCKING AS O U) do -J U_ 4FT. 4FT. SPECIFIED BY TRUSS MANUF. SHALL HAVE ADDITIONAL DIAGONAL BRACES AT 20'-0" O.C. MAXIMUM. REQUIRED PER 3/8" "S" = NAIL 3/8" SPACING 7/16" FLITCH PLATE TO W/ W0 N �~' 3. ALL BRACES SHALL BE 2X4 NOMINAL DIMENSION LUMBER & SHALL BE ATTACHED W/ 2-16D NAILS AT EACH TRUSS INTERSECTION. SECTION X -X IF WOOD SCREW EACH TRUSS ffTION v� ROOF NAILING ZONE DIAGRAM 4. ADDITIONAL BOTTOM CHORD BRACING SHALL BE INSTALLED AS REQUIRED BY TRUSS DESIGN'WHEREVER ADEQUATE STRUCTURAL CEILING ARE NOT ATTACHED NOT FULL HEIGHT SHEET C a DIRECTLY TO THE BOTTOM CHORD OF THE TRUSS. ° ° NAIL FLITCH PLATE TO ZONE 1: 8d RING SHANK NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD 5. PROVIDE TRUSS BLOCKING AT ALL TRUSS BEARING SUPPORTS WHERE TRUSS DEPTH EXCEEDS STANDARD HEEL HEIGHT. SEE TYP. D LSTA12 TO TRUSS BELOW TRUSS BLOCKING DETAILS VERTICAL W/ (4) 8d NAILS m TYP. HAND FRAMING ABOVE TRUSS SEE PLAN PLOi4UTE TOP S 3/4" S 1 /2 ZONE 2:8d RING SHANK NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD 2X4 STUDS & PLATES AT 2'-0" O.C. EACH PRE -ENG. TRUSS BEVEL CUTS CONY. FRAMED RIDGE MAY DIRECTION TYP. U.N.O. m G @ FLOOR SYST 2x STUD WALL BE NAILED w/ MIN. (4)12d 2x8 BLKING. NAILED @ EACH VERTICAL SCAB 2 x 6 #2 SPF ZONE 3 8d RING SHANK NAILS @ V O.C. ON EDGE AND 6" O.0 IN FIELD CHORD AT ALL HAND FRAMED AREAS TYP. SEE PLAN° 2X4 AS SHOWN ° ° ° ° S (NOTE: IF 5/$"PLYWOOD IS USED, CONTRACTOR MUST USE 10d RING SHANK _ t i t I e: DIAGONAL AT 8'-0" WOOD 2x8 #2 SYP RIDGE BEAMI 3 TO 4 TRUSS SPACES ALTERNATE DIRECTION SINGLE NAIL EDGE SPACING DOUBLE NAIL EDGE SPACING 32)O CNAILS @ VERTICAL BLOCKING NAILS) NOTE: 00 THAN 12". ATTACH 2 x OUT LOOKER @ LOOK RAFTERS FOR O.H. GREATER Z ZSEE STRUCTURAL NOTES AND 24" O.C.TO TRUSS WITH MTS 12 OR H2.5 THAN 12". ATTACH 2 x OUT LOOKER @ 1-5 NAILING SCHEDULE FOR " = W W ;, �`4Nti9liSf fif LLa FOR O.H. 12 AND UNDER -SPACE 24 O.C.TO TRUSS WITH MTS12 OR H2.5 �' N m SHEATHING DETAILS OUTLOOKER BLOCKS @ 24" O.C. NO SEE STRUCTURAL FOR O.H. 12" AND UNDER -SPACE _ o SOWN r�ir N STRAPS REQUIRED. NOTES AND NAILING OUTLOOKER BLOCKS @ 24" O.C. NO 0 �z -� STRAPS REQUIRED. � w SCHEDULE FOR o��g r ` ••S�'ro ¢ s 4 8d NAILS AT 4" O.C. STRUCTURAL SHEATHING DETAILS m �h►.`1�00�w 8d NAILS AT 4" O.C. STRUCTURAL a �►/1 SHEATHING 32' OR 7/,6" 2x4 SPF BLOCKING @PANEL �5 W LL VL 2x4 SPF BLOCKING @PANEL MIN. w/ 8d NAILS @ 3" EDGES w/ (2) 16d NAILS EA. END SHEATHING 32' OR /6 0 0�0 Y �,- 9 EDGES w/ (2) 16d NAILS EA. END O.C. EDGE & 6"-0.C• TO TRUSS. NAIL SHEATHING @ \ // MIN. w/ 8d NAILS @ 3 y98 A�•., tq w TO TRUSS. NAIL SHEATHING @ FIELD 4" O.C. STAGGERED w/ 8d O.C. EDGE & 6" O.C. 9 g rT ,W a '`�'O 4" O.C. STAGGERED w/ 8d \ 2x4 L BRACE FOR GABLES FIELD - 1" 1 (MIN 1ST4 BAYS) q ig OFES (MIN 1ST 4 BAYS) \ T-0" TO 5'-11' TALL. 2x6 L 2x4 L BRACE FOR GABLES _ 9 - 14 1�! T-0" TO 5'-11' TALL. 2x6 Ltl BRACE FOR GABLES 6'-0" / 2x4 SPF CROSS BRACE ` ' BRACE FOR GABLES 6'-0"'33 a 2x4 SPF CROSS BRACE AND TALLER. ATTACH L APPROX. 8" FROM RIDGE /, AND TALLER. ATTACH L �a z via o BRACE W/ 10d NAILS AT 4' g APPROX. 8" FROM RIDGE O.C. THEN 48" O.C. AFTER. NAIL /� \ BRACE W/ 10d NAILS AT 4 THEN 48" O.C. AFTER. NAIL \ GABLE TRUSS w/ (3) 10d @EACH END & @ \ O.C. d w/ (3) 10d @EACH END & @ CROSSING AT 45°ANGLE. GABLE TRUSS CROSSING AT 45°ANGLE. NAIL TOP OF "T" TO (NOT REQ'D WHEN GABLE IS NAIL TOP OF "T" TO o NOT REQD WHEN GABLE IS ( ' GABLE TRUSS w/ (2) 4'-1" OR SHORTER) GABLE TRUSS W/ (2)-12d e� 4'-1" OR SHORTER) / 12d & (1) SIMPSON H8` & (1) SIMPSON H8 W/ (10) d w/ 10 10d x 1 %2' CONT. 2x4 SPF SPANNING 4 CONT. 2x4 SPF SPANNING (4) NAIL GABLE TRUSS TO TRUSS BAYS (8 FT) NAILED 10d X 1 2" NAILS TRUSS BAYS (8 FT) NAILED TOP PLATE w/ 16d TO 2x4 BLOCKING @ 4" O.C. 00 TO 2x4 BLOCKING @ 4" O.C. NAILS @ 4" O.C. W/ 12d & (2) 12d TO CHORD SIMPSON HGA10 @ 48" O.C. Z z W/ 12d & (2) 12d TO CHORD «.2 .8 P.T. PLATE '``--/ x 8 ANCHOR BOLT (MIN 1ST 4 BAYS) w/ (8) 4" x 1 2" SDS WOOD U (MIN 1ST 4 BAYS) @ 48" O.C. MIN 2x4 SPF BLOCKING SCREWS GABLE END TO d -■ 4 BAYS KNOCK OUT COURSE BETWEEN TRUSSES X TOP PLATE/BEAM 2x4 SPF BLOCKING FRAME WALL OR BEAM m 48 O.C. MAX cn BETWEEN TRUSSES @ MASONRY WALL 4 BAYS BELOW SEE PLAN � 48" O.C. MAX TOP &BOTTOM CHORD GABLE END BRACING @4'-0° O.C. MAX. FOR GE01 GABLE END BRACING GEO GABLE END BRACING 16 16 W (n 2x4 P.T. BASE FIRST (4) ROWS OF TRUSSES SEE GABLE END DETAILS FOR MORE INFO W W SOLID 2x BLOCKING @ ALL i o SHEATHING C -' EDGES (SEE n ~ J U) O z SECTION X -X) Cn TRUSS NOTES: TREQUIRED MINIMUM PERMANENT TRUSS BRACING PLAN SCALE 1/2 =,,_o„ SCALE 1/2 _,_o„ C U. Z FT. 1. WOOD TRUSS ERECTOR SHALL PROVIDE BRACING ACCORDING TO ANSI/TP1-2002 (TRUSS PLATE INSTITUTE) NOTE THAT THE COMBINED WIND AREA IS GREATER SHEATHING 1 PLACE of (4)104 WB05 Z Z W CO SCALE: 1/8•• = V.0" BEFORE THE ROOF SHEATHING IS APPLIED, AND BRACING SHALL THEREFORE BE INSTALLED AS THE TRUSSES ARE ERECTED. INADEQUATE BRACING IS THE MOST W d 00 J 5 FT. 4 FT. COMMON CAUSE OF ACCIDENT IN WOOD TRUSS CONSTRUCTION. FULL BUNDLES OF PLYWOOD SHALL NOT BE PLACED ON TRUSSES. THIS CONSTRUCTION LOAD 9 Cid — x w L r 5 FT. 4 FT. U2 — W N 1 (2)- 2x TOP PLATE" B BEYOND MIN. 7/16 STRUCTURAL I OR 15/32" OSB/CDX SHEATHING a r 1 Q —J x WHEN IT LANDS NEXT TO SIDE w/ (3)12d NAILS WHEN I48" O.C. W/ (;4)10d TOP & 3 a LL 0 W 2x4 P.T. BASE 4 FT. 0 W SOLID 2x BLOCKING @ ALL i o SHEATHING C -' EDGES (SEE n ~ J U) O z SECTION X -X) Cn TRUSS NOTES: OR 15/32"OSBCDX�L 2x RIBBONN A VERTICAL HORIZONTAL C 4 O FT. 1. WOOD TRUSS ERECTOR SHALL PROVIDE BRACING ACCORDING TO ANSI/TP1-2002 (TRUSS PLATE INSTITUTE) NOTE THAT THE COMBINED WIND AREA IS GREATER SHEATHING 1 PLACE of (4)104 OPENING CO BEFORE THE ROOF SHEATHING IS APPLIED, AND BRACING SHALL THEREFORE BE INSTALLED AS THE TRUSSES ARE ERECTED. INADEQUATE BRACING IS THE MOST W 0 co 5 FT. 4 FT. COMMON CAUSE OF ACCIDENT IN WOOD TRUSS CONSTRUCTION. FULL BUNDLES OF PLYWOOD SHALL NOT BE PLACED ON TRUSSES. THIS CONSTRUCTION LOAD G J I x w L r 5 FT. 4 FT. U2 SHOULD BE LIMITED TO 8 SHEETS OF PLYWOOD ON ANY PAIR OF TRUSSES & SHALL BE LOCATED ADJACENT TO THE SUPPORTS. NO EXCESS CONCENTRATION OF ANY W N 1 O_ Q Q IL_ x CONSTRUCTION MATERIAL (SUCH AS GRAVEL OR SHINGLES) SHALL BE PLACED ON THE TRUSSES IN ANY ONE AREA THEY SHALL BE SPREAD OUT EVENLY OVER A W LOCATIONS MIN 2 X 4 #2 D © O LARGE AREA SO AS TO AVOID OVERLOADING ANY ONE TRUSS. _ z Z LU �— o LL 1-- 1 O a 4FT. O O 2x STUDS w nw BEYOND. C SEE PLAN n J � O? 2. ALL BRACING (DB,CB,BB) SHOWN ABOVE SHALL BE IN ADDITION TO CONTINUOUS LATERAL BRAKING SPECIFIED BY THE TRUSS MANUFACTER ALL LATERAL BRACING PROVIDE BLOCKING AS O U) do -J U_ 4FT. 4FT. SPECIFIED BY TRUSS MANUF. SHALL HAVE ADDITIONAL DIAGONAL BRACES AT 20'-0" O.C. MAXIMUM. REQUIRED PER 3/8" "S" = NAIL 3/8" SPACING 7/16" FLITCH PLATE TO W/ W0 N �~' 3. ALL BRACES SHALL BE 2X4 NOMINAL DIMENSION LUMBER & SHALL BE ATTACHED W/ 2-16D NAILS AT EACH TRUSS INTERSECTION. SECTION X -X IF WOOD SCREW EACH TRUSS ffTION v� ROOF NAILING ZONE DIAGRAM 4. ADDITIONAL BOTTOM CHORD BRACING SHALL BE INSTALLED AS REQUIRED BY TRUSS DESIGN'WHEREVER ADEQUATE STRUCTURAL CEILING ARE NOT ATTACHED NOT FULL HEIGHT SHEET C a DIRECTLY TO THE BOTTOM CHORD OF THE TRUSS. ° ° NAIL FLITCH PLATE TO ZONE 1: 8d RING SHANK NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD 5. PROVIDE TRUSS BLOCKING AT ALL TRUSS BEARING SUPPORTS WHERE TRUSS DEPTH EXCEEDS STANDARD HEEL HEIGHT. SEE TYP. D LSTA12 TO TRUSS BELOW TRUSS BLOCKING DETAILS VERTICAL W/ (4) 8d NAILS m TYP. HAND FRAMING ABOVE TRUSS SEE PLAN PLOi4UTE TOP S 3/4" S 1 /2 ZONE 2:8d RING SHANK NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD 2X4 STUDS & PLATES AT 2'-0" O.C. EACH PRE -ENG. TRUSS BEVEL CUTS CONY. FRAMED RIDGE MAY DIRECTION TYP. U.N.O. m G @ FLOOR SYST 2x STUD WALL BE NAILED w/ MIN. (4)12d 2x8 BLKING. NAILED @ EACH VERTICAL SCAB 2 x 6 #2 SPF ZONE 3 8d RING SHANK NAILS @ V O.C. ON EDGE AND 6" O.0 IN FIELD CHORD AT ALL HAND FRAMED AREAS TYP. SEE PLAN° 2X4 AS SHOWN WHEN IT LANDS NEXT TO SIDE w/ (3)12d NAILS WHEN I48" O.C. W/ (;4)10d TOP & 3 a LL 0 W 2x4 P.T. BASE 4 FT. 0 W SOLID 2x BLOCKING @ ALL i o SHEATHING C -' EDGES (SEE n ~ J U) O z SECTION X -X) Cn PRE -ENG. TRUSS REQUIRED w/ (2) MTS12'S BOTTOM OR H5 OR HCLR/LL IN 2x RIBBONN A VERTICAL HORIZONTAL C 4 O FT. F C 1 PLACE of (4)104 OPENING CO W 0 co 5 FT. 4 FT. G J I x w L r 5 FT. 4 FT. U2 C W N 1 O_ Q Q IL_ x E W LOCATIONS MIN 2 X 4 #2 _ J © O _ z Z LU �— o LL 1-- 1 O a 4FT. O O 2x STUDS w nw BEYOND. C SEE PLAN n J � O? ROOF NAILING SCHEDULE: O U) do -J U_ 4FT. 4FT. 3 3/8" "S" = NAIL 3/8" SPACING 7/16" FLITCH PLATE TO W/ W0 N �~' WOOD SCREW EACH TRUSS ffTION v� ROOF NAILING ZONE DIAGRAM (2)12d TOENAILS EA. END. 5 WHEN IT LANDS NEXT TO SIDE w/ (3)12d NAILS WHEN I48" O.C. W/ (;4)10d TOP & 3 a LL 0 W 2x4 P.T. BASE 4 FT. 0 W 0 PRE -ENG. TRUSS REQUIRED w/ (2) MTS12'S BOTTOM OR H5 OR HCLR/LL IN 2x RIBBONN A VERTICAL HORIZONTAL PLATE BEYOND SEE PLAN 4 O FT. z F 1 PLACE of (4)104 TRU CO W 0 co 5 FT. 4 FT. G J I BLOCKING w L r 5 FT. 4 FT. U2 W N 1 O_ Q Q IL_ BETWEEN W LOCATIONS MIN 2 X 4 #2 _ J © O _ z Z LU �— o LL 1-- 1 O a 4FT. O O SPF TURNED VERTICAL W/ ROOF NAILING SCHEDULE: O U) do -J U_ 4FT. 4FT. 3 3/8" "S" = NAIL 3/8" SPACING 7/16" FLITCH PLATE TO W/ W0 N �~' WOOD SCREW EACH TRUSS ffTION v� ROOF NAILING ZONE DIAGRAM (2)12d TOENAILS EA. END. 5 a WHEN IT LANDS NEXT TO SIDE w/ (3)12d NAILS WHEN I48" O.C. W/ (;4)10d TOP & PLYWOOD W LL SHEATHING 2x4 P.T. BASE W PRE -ENG. TRUSS REQUIRED w/ (2) MTS12'S BOTTOM OR H5 OR HCLR/LL IN 2x RIBBONN A VERTICAL HORIZONTAL PLATE BEYOND SEE PLAN z F PLACE of (4)104 TRU BLOCKING WALL ELEVATION DIAGRAM AT ALL PANEL BLOCKING COLLAR TIE EVERY 3rd BETWEEN LOCATIONS MIN 2 X 4 #2 211 RAFTER FLOOR SPF TURNED VERTICAL W/ ROOF NAILING SCHEDULE: C 2X4 SPF W/ Q2) #7X3-1/2" SEE SYSTEM 3/8" "S" = NAIL 3/8" SPACING 7/16" FLITCH PLATE TO W/ WOOD SCREW EACH TRUSS ffTION (2)12d TOENAILS EA. END. NAILING ZONES (SHINGLE AND TILE OR H5 @ 48 O.C. OR MTS12 / Tg ° ° NAIL FLITCH PLATE TO ZONE 1: 8d RING SHANK NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD D LSTA12 TO TRUSS BELOW 1/2" VERTICAL W/ (4) 8d NAILS m SEE PLAN PLOi4UTE TOP S 3/4" S 1 /2 ZONE 2:8d RING SHANK NAILS @ 6" O.C. ON EDGE AND 6" O.0 IN FIELD PRE -ENG. TRUSS BEVEL CUTS m CONT. ROOF SHEATHING AT TRUSS TOP (OPTIONAL) 2x STUD WALL ZONE 3 8d RING SHANK NAILS @ V O.C. ON EDGE AND 6" O.0 IN FIELD CHORD AT ALL HAND FRAMED AREAS TYP. SEE PLAN° 2X4 AS SHOWN ° ° ° ° S (NOTE: IF 5/$"PLYWOOD IS USED, CONTRACTOR MUST USE 10d RING SHANK _ t i t I e: DIAGONAL AT 8'-0" WOOD 2x8 #2 SYP RIDGE BEAMI 3 TO 4 TRUSS SPACES ALTERNATE DIRECTION SINGLE NAIL EDGE SPACING DOUBLE NAIL EDGE SPACING 32)O CNAILS @ VERTICAL BLOCKING NAILS) NOTE: MAX TRUSS 2x6 RAFTERS @ 2'-0"OI.C• MAX. COMMON TRUS NAIL AT BASE 2 ROWS 3" O.C. W/8d COMMON NAIL STAGGERED ROOF SHEATHING: (APA RATED EXPOSURE 1)1/2" PLYWOOD z w/ (3)10d @ SECTION X -X TOENAILS TO RIDE BEAM (TILE) OR 7/16" OSB MIN. (SHINGLES) SPAN RATED 24/16 W project no. 2014431 CONC. MASONRY 2X4 CONT. AT TRU 2)-12d NAILS TO EA. TRUSS @ NAIL AT TOP PLATE TWO ROVWS @ 4" U.C. W/8d COMMON NAIL SHEATHING MAYBE INSTALLED VERTICALLY OR HORIZONTALLY, ATTACH a checked: AB/EA/MC STEEL OR WOOD T & B CHORD @ NAIL OPENING PERIMETER @ 3" O.C. W/8d COMMON NAIL PER NAILING SCHEDULE. PANEL EDGES WILL NEED TO BE ATTACHED TOUiLD� '�c 3 m drawn: BEARING SUPPORT DOUBLE NAIL INT. AT 6" O.C. W/8d COMMON NAIL STUD AND OR BLOCKING AT ALL EDGES. T" date: 12-10-14 A -A ALTERNATE BLOCKING TOP PLATE STAGGER ALL VERT. JOINTS & NAIL 4" O.C. "� '� ° 0 DETAIL INTERIOR BEARING SECTION B -B @ W/8d COMMON NAIL a� �� scale: O PLYWOOD SPLICES @ HEADER - NAIL SHEATHING TO HEADER /� rTBO6 BLOCKING / CONV. FRAME DETAILS W/ 8d COMMON NAILS @4"o.c. @ (2) 8d NAILS @ 3" O.C. TO EACH TRUSS END OR @ VERTICAL TB13 WALL SHEATHING INSTALL & NAILING SCHED. 0 SCALE: 3/4" =1'-0" MEMBER IF GABLE END SCALE: N,T.S. d D2 NOTE: 8d NAILS FOR WALL SHEATHING MUST BE MIN .131" X 2 1/2" 0 U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. VAFTE_ R I-; g�E WM00C14 (04 N 0, 0 -UJ00 'CO04 WHEN REQ'D RECESSED SEE TRUSS PLAN Lr o It "t c NOTE: MAY CUT BACK 2x8 FOR CONNECTION 2"x TOP PLATE CD PRE -CAST LINTEL P.T. @ TOP TO ALLOW CONT. SEE WF09 FOR ADDITIONAL (3) 16d COMMON STRUCTURAL SHEATHING FRAME OUT TO 1/4" MIN. SPACE } m Q- '(D MASONRY WALL SE 2x4 BLOCKING AROUND CURVE. HEADER INFO NAILS(TYP) BLOCK EDGE PLAN [MIN. 2 TITEN ANCHORS TO 2x8 ATTACHED PER NAILING �— °' LINTEL (SEE PLAN) 7/16" O.S.B. �EA. SIDE 2X BLK'G. TO O.S.B. W/2 -8d EA. END EDGE VIEW HEADERS SEEPLAN) VARIEW/ ( ROOF SLOPE 2 x 4 #2 SPF KNEEWALL WITH HEADER R ., LOCATION �� i STUDS @ 16" O.C. W/ WOOD WALL OR STRUCTURAL SHEATHING ON 7/16" O.S.B. TRUSS. SEE PLAN 2X4 CONT. W/ (2)16d BOTH SIDE FROM TOP OF WALL 2"x STUD @ f EA. SIDE /� 7/16 OSB W/ 6d COMMONS NAILS TO BOTTOM OF BEAM, ATTACHED 24" O.C. MAX. 2X BLK'G. NAILS @ 16" O.C. EACH STUD TYP. @ 16" PER NAILING SCHEDULE° TO SIDE & TOILE., (2) 2 x BEAM SEE �r TO O.S.B. O.C. MAX TO WALL OR PLAN FOR SIZE AND ( 2TOE NAILS EACH x W/ 2 16d „, I, W/ 2 - 8d 24 O.C. TO TRUSS CONNECTIONS r EA. END END TYP. BUILDER FRAME RADIUS EDGE V I E AS REQUIRED 2"x P.T. PLATE �k 2x4 SPF CONTINUOUS BLOCKING ATTACHED TO 7/16" OSB W/ (2) 8d 2x BUILD -OUT BEYOND -- NAILS. SEE DETAIL ABOVE TRUSS OR ROOF SYSTEM " T-0" MAX WINDOW ORDOOR OPN'G WINDOW OR *`\ DOOR oPNG TYPICAL INTERIOR . F01 DET. a� ARCH WINDOW FRAMING F02 DET. ARCH WINDOW FRAMING (LD02 SHEAR TRANSFER EXT. WALL rWF38�KNEEWALL ENTRY FRONT WALL, ► SCALE: 3/16" =1'-0" SCALE: 3/4" =1'-0" SCALE: 1/2''=1'-0" �Fl NON-BEARING SCALE: 1/2" = 1'-0" SCALE: 3/4"=1'-0" 8 L • W a ATTACHMENT REQUIREMENT SIZE TAPCONS SPACING # ROWS 2x4 3/16"X3" 12" O.C. 1 2x6 3/16"X3" 12" O.C. I�j�. ••.f 4.0 E NAILS EACH END 3 '•• • - It' ►a' O.C. 'FIININ TO SIDE & TOP NAILER 2x4 SPF CONTINUOUS • ED • . • : :. SEE DETAIL ABOVENINI 2x.:. _ , 2x8 3/16"X3" 2" O.C. 2 NMI" TT aTNAILS. NON A ■ IN 1® HEADERS SEEPLAN) VARIEW/ ( ROOF SLOPE 2 x 4 #2 SPF KNEEWALL WITH HEADER R ., LOCATION �� i STUDS @ 16" O.C. W/ WOOD WALL OR STRUCTURAL SHEATHING ON 7/16" O.S.B. TRUSS. SEE PLAN 2X4 CONT. W/ (2)16d BOTH SIDE FROM TOP OF WALL 2"x STUD @ f EA. SIDE /� 7/16 OSB W/ 6d COMMONS NAILS TO BOTTOM OF BEAM, ATTACHED 24" O.C. MAX. 2X BLK'G. NAILS @ 16" O.C. EACH STUD TYP. @ 16" PER NAILING SCHEDULE° TO SIDE & TOILE., (2) 2 x BEAM SEE �r TO O.S.B. O.C. MAX TO WALL OR PLAN FOR SIZE AND ( 2TOE NAILS EACH x W/ 2 16d „, I, W/ 2 - 8d 24 O.C. TO TRUSS CONNECTIONS r EA. END END TYP. BUILDER FRAME RADIUS EDGE V I E AS REQUIRED 2"x P.T. PLATE �k 2x4 SPF CONTINUOUS BLOCKING ATTACHED TO 7/16" OSB W/ (2) 8d 2x BUILD -OUT BEYOND -- NAILS. SEE DETAIL ABOVE TRUSS OR ROOF SYSTEM " T-0" MAX WINDOW ORDOOR OPN'G WINDOW OR *`\ DOOR oPNG TYPICAL INTERIOR . F01 DET. a� ARCH WINDOW FRAMING F02 DET. ARCH WINDOW FRAMING (LD02 SHEAR TRANSFER EXT. WALL rWF38�KNEEWALL ENTRY FRONT WALL, ► SCALE: 3/16" =1'-0" SCALE: 3/4" =1'-0" SCALE: 1/2''=1'-0" �Fl NON-BEARING SCALE: 1/2" = 1'-0" SCALE: 3/4"=1'-0" 8 L • W a ATTACHMENT REQUIREMENT SIZE TAPCONS SPACING # ROWS 2x4 3/16"X3" 12" O.C. 1 2x6 3/16"X3" 12" O.C. 2 2x8 3/16"X3" 2" O.C. 2 W o=� a NOTE: CONTRACTOR TO NAIL 1st STRUCTURAL UJ KING STUD INTO HEADER PER SHEATHING ® C HEADER SCHEDULE THEN ATTACHED, •* ,fid ADDITIONAL KINGS AS REQUIRED w o 0 a a1, °O o0 2x CRIPPLES @ 16"o.c. W/ CLIP EACH TRUSS (SEE if 0 2 e Z �r� o ROOF PLAN FOR TYPE MIN. 2 X 6 #2 SYP P.T. W/ 1/2 J BOLT W/ H y V1� Q CQ� w M NOTE: TAPCONS TO BE 6" FROM ENDS SIMPSON SP2 TYP. TOP SEE SCHEDULE ) W W o w ' to SIMPSON BPS1/2-3 WASHER OR EQUIVALENT NJ Z W Z �'"�� � •Q : z FASTENING OF WINDOW TO BUCK RESPONSIBILITY AND BOTTOM IF HEADER FRAME OUT TO WJ CUT WASHER 32" O.C. MIN 6" a L ° �j z to OF WINDOW MANUFACTURER. _ _ 2 -ROWS 12d NAILS = W Z °r'. • IS NOT FLUSH AGAINST BLOCK EDGE AS @ ( - z w ro 00 00 TOP PLATE STAGGERED @ 12" 0/C EACH REQ'D EMBEDMENT) a I= Z s a Fries w t i„ • t *WHEN STUD LENGTH IS �° FACE OR 3 -ROWS 12d NAILS vi W m 1 2 �^ 24 z' LESS THAN 12" USE STAGGERED @ 12" OIC FOR 2 2x TOP FRAMER TO PROVIDE _ SECTION A -A IS REQUIRED FOR 0 = = z w .�O 12" 12 LSTA30 STRAPS AT EACH 2"x10" OR GREATER HEADER O F PLATE SLOT FOR EMBEDDED PLANS IN ST JOHN COUNTY THAT o � STUD WRAPPED OVER �' IF OPENING IS REQ'D INSTALL STRAP TO SLIDE THRU . HAVE A SECOND FLOOR/BONUS ~LU TOP PLATE &NAILED TO EXTERIOR SHEATING 2 2x6 #2 SYP HEADER MAX AND BE NAILED TO TRUSS ROOM FOR REQUIRED SILL PLATE. p W O HEADER EACH SIDE W/ 11 ATTACHED PER NAILING O 0 = o SPAN 5FT AND FOLLOW � � 10d NAILS DOUBLE 2x #2 S.Y.P. HEADER W/ 1/2" SCHEDULE FROM TOP OF SH01/D4 FOR MORE INFO d ° LL PRECASTFLITCHPLATER. KNEEWALL TO BOTTOM � LINTEL HEADER SCHEDULE HEADFOR(U.N.O.) SEE OTHERWISE SP2 CLIPS AT TOP woo onsaammm UJ ATTACH JAMB AND SP1 CLIPS AT BASE ARE SEE SES B 5 IF LOW 2 2X P.T. WALL. SECTION BRG. ON MASONRY 2 ° Q O STUDS PER REQUIRED. CONNECTION INFORMATION BUCKS W/ WF37/D3 d FILLING AND BLOCKING AS SECTION A -A PRE-ENGINEERED 1/2 O.S.B. 2x#2 SYP P.T. OWC BETWEEN DOUBLE 2x REQUIRED FASTENED TO MIN 2 x 4 #2 SPF BATT OR BLOWN d CRIPPLE STUD HEADER W/(2) (ROWS OF TOP KNOCK I AT 16" O.C. (2) 2 x 4 LAMINATIONS W/ (1) (3) 2 x 4 LAMINATIONS W/ (2) (3) 2 x 6 LAMINATIONS W/ (2) INSULATION MIN. R-30 0� ROW OF STAGGERED 10d ROWS OF STAGGERED 16d ROWS OF STAGGERED 16d TYPICAL (U.N.O.) 12d @ 16" O/C UNLESS our COURSE e SEE PLAN v� ��^� W NOTED OTHERWISE TRUSS ANCHOR (SEE PLAN) 9 COMMON WIRE NAILS COMMON WIRE NAILS COMMON WIRE NAILS _ ♦A (D = 0.148", L= 3") OR EQUAL (ONE INTO EACH OUTSIDE FACE) (ONE INTO EACH OUTSIDE FACE) FIBERGLASS SHINGLES (D = 0.162", L= 3-1/2") OR EQUAL (D = 0.162", L= 3-1/7) OR EQUAL 2x STUDS TYP.F OR TILE ROOF. VERIFY 1/2" X 8" ANCHOR _ UJ NOTES: ' " w/ ELEVATIONS v /2 THREADED ROD EACH SIDE OF BOLT OR TITEN HD 1) ADJACENT NAILS ARE DRIVEN FROM 3) FOR 4 -PLY, PROVIDE 1/4"DIA. x 51/2" HEADER (CENTERED Win TOP PLATE OR @32" O.C. & ROOFING FELT OPPOSITE SIDES OF THE COLUMN. LAG SCREWS OR EQUAL (SPACE AS 6" FROM JAMB STUDS) w/ MIN 6" FROM EA. END ; . C 'W EMBEDMENT INTO FOUNDATION SEE APA RATED STRUCTURAL FASTEN PT 2X NAILER SHOWN FOR 3 -PLY) 0000R BRG WALL SCHEDULE FOR MORE INFO CMU WALL SHEATHING (SEE STIR. NOTES. W v) TO MASONRY 2) ALL NAILS PENETRATE AT LEAST 3/4" OF **HOLD DOWN CONNECTIONS bC FASTENED TO TRUSSES PER 0 rr ^^ IF DOUBLE 2X NAILER IS USED THE THICKNESS OF THE LAST LAMINATION 4) REFER TO NDS SECTION 15.3 FOR NOT REQUIRED @ BEARING CEILING BOARD ROOF NAILING SCHEDULE) 0 V J �-�— IF DOUBLE 2X NAILER IS USED, ADDITIONAL INFO. WALLS WITHOUT UPLIFT P.T. BOT. PLATE USE 1/4" x 41/2" TAPCONS. SEE USE 1/4" x 41/2" TAPCONS SEE 2x BEARING PLATE IS ONLY Z 7 F2 REQUIRED FOR PLANS IN ST METAL DRIP EDGE d Z W KNEEWALL ENTRY JOHN COUNTY THAT HAVE I 2x6 SUB FASCIA W/ALUM 0 O 0 OTHER NOTE FOR SPACING OTHER NOTE FOR SPACING 19 REQUIRED FO `A / q WALL HEADER DETAIL SCALE: trr' = r -o" SECOND FLOOR/BONUS ROOM /RAP W U) ( , MS11 �[ K DETAIL F3 STANDARD NAILING FOR BUILT UP COLS. VVA"► SEE SECTION A -A FOR CONT. VENTED ALUM. �/�• BUCK ` SCALE: 1/2" = V-0" REQUIRED SILL PLATE. „ SOFFIT a LL J SCALE: 1/2" = V-0" SCALE: 3/4 l' -(r 3/41 P.T. NAILER K.O. COARSE w/ (1) #5 CONT. x z ^' /2 DRYWALL ;i w/ 3000 PSI CONCRETE oe 0 W CURTAIN NAILER 1x4 P.T. @ PRECAST "U" LINTEL 0 (SEE LINTEL PLAN FOR F SIMPSON HUC410 WINDOWS 1x8 P.T. @ S.G.D. MORE INFO 0 r DOUBLE 2x4 BUCKET SEE ROOF ) 111- 1 TOP PLATE FILLED CEL - (1) #5 DIA. REBAR w/ 3000 F PROVIDE 2x4 ON TOP PLAN FOR MORE INFO PSI CONC. ALL LOCATIONS SHOWN W 0 M OF 2x8 TO BLOCK OUT 2 ROWS 10d @ SEE ROOF PLAN SEE STRUCTURAL NOTES AND ON FOUNDATION & FLOOR PLANS TOP PLATE ATTACH w/ 3" O.C. FOR BEAM SIZE & a (2) 10d NAILS O.C. CONNECTION INFO NAILING SCHEDULE FOR (4) 12d NAILS MARBLE STOOL e r' SHEATHING DETAILS EA. END 2 ALUMINUM WINDOW SEE N (SOLID BLOCK w/ 2x6) 4 , F ARCH. uWi 2x4 STUDS N SEE FLOOR PLAN FOR SEE FLOOR PLAN FOR — 1/2" OSB FLITCH PLATE REQ'D R -VALUE PER ENERGY W J PER PLAN COLUMN SIZE & BASE COLUMN SIZE & BASE ONLY WHEN INDICATED ON �� CALCULATION FOR FOIL PRECAST CONCRETE FLUSH SILL a J TOP SPLICE CONNECTION INFO Q� CONNECTION INFO BEAM SCHEDULE/PLAN INSUL ON EXT. BLOCK WALL Z W 2x4 BEYOND OPTION ' 1/2" OSB FLITCH PLATE REQ'D OPTION B 1t 8x8x16 CONCRETE BLOCK � DOUBLE 2x8 AGAINST 2x8 ONLY WHEN INDICATED ON - SEE EXTERIOR STUDS TOP (PLATE BEAM SCHEDULE/PLAN WOOD BASE ° ELEVATIONS AT ALL EXTERIOR CONDITIONS 2x8 STUDS CONC. SLAB (SEE FND. PLAN FTG. DOWEL #5 DIA. REBAR 7" IN ATTACH 2X STUDS TO TOP PLATE W/ (4) A COM MON B M. TO POST ATTACHMENT 2X4 SPF BLOCKING FOR MORE INFO) FOOTING. EXTEND 25" (ACI 530) _ PER PLAN ABOVE SLAB. ALL LOCATIONS rs 16d NAILS (2 ON EA. SIDE) TYP (SIM. w/ 2x6 @ 48 O.C. MAX.w/ 2X4 BRACE 4'-0" SCALE: 3/4"=V-0'` 2 16d END NAILS @ T/SLAB F.F. SHOW ON FOUNDATION PLAN STUDS) 2x4 w/ 2 ROWS OF �) ON CENTER 1 O NAILS @ 3" O.C. EACH END _T�'� TOP PLATE TRANSITION 00 F PIPE OR DUCT w/ 4 PENETRATION THRU 1 GRADE A A 1' ill,a-III I!1- ISI I I .I 1 I 1= I I 11�• TOP PLATE w/ MORE t7 SEE PLAN FOR THAN 50% OF TOP SEE ROOF PLAN TOP OF BEAM PLATE WIDTH INSTALL FOR BEAM SIZE & :_ DEPT. COMMENTS II I, d 04 -14 -15 -REV 1 BLDG. SIMPSON PSPN516Z DOUBLE 10d CONNECTION INFO. - �� I' ! 0 0 ( ) ..__,. VTRUSSES Iii i,i N W w/ 12 16d NAILS TYP. TOP SPLICE 1 I _- ' TOP & BOTT.2 ROWS 10d @ 3" O.C. 48p SEE FLOOR PLAN FOR' " n z 000 M��I! COLUMN. SIZE &BASE _ �— SEE FOUNDATION title: BOTTOM SPLICE CONNECTION INFO PLAN/D1 FOR o AT ALL EXTERIOR CONDITIONS OVER STUD 1/2 GAP SIMPSON HGMA 10 @ 4'-0" STEM/MONO F FOUNDATION INFO H ATTACH 2X STUDS TO TOP PLATE W/(4) - O.C. MAX. OR SIMPSON S01 TYP. WALL SECTION CONC. BLOCK 16d NAILS (2 ON EA. SIDE) TYP HETA16/2o@4'-0"O-C z aproject no. 2014431 o SCALE: 314" = 1'-0" W NOTE: EXTERIOR INTERIOR ° checked: AB/EA/MC PLATE LEAST 8'-GAT 8'-0" LONG. TYPICAL drawn: SEE FOUNDATION 5� PLAN FOR MORE INFO 8" C.M.U. SEE �c date: 12-10-14 PLAN FOR REINF. SANFORL) F1 TOP PLATE SPLICE DETAIL .� N scale. SCALE: 31,f= 1'4' O CD11 COMMON BM. ATTACHMENT TB14 NON-BRG. EXT. CMU WALL.¶` SCALE: 1/2 = V-0" a SCALE: 3/4"=1'-0" �� 0 } a 0 D3 v The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. T" ' "R SHINGLE ON 15# FELT OVER ROOF G SPECIFIED ON NAILING SCHEDULE 'RE -ENGINEERED ROOF TRUSSES @ 24" O.C. HURRICANE STRAP PER ROOF FRAMING PLAN BRG. HGT. LUM. DRIP EDGE 6. FASCIA VENTED ALUM. SOFFIT FINISH 11NG AS REQ'D I TYPICAL WINDOW &SLIDING GLASS DOOR Z FLASHING DETAIL. N.T.S. (ASSEMBLED WINDOW) D WEATHER x FOLD UP WEATHER MECHANICALLY FASTEN AS RESISTIVE RESISTIVE BARRIER & NECESSARY IN CORNERS BARRIER �'` TEMPORARILY SECURE THROUGH FLASHING,s,F FLASHING t kylb eds z w W. WEATHER EXTERIOR RESISTIVE SHEATHING BARRIER TAPE SILL PLATE 2 2 FLASHING DO NOT FLASH OVER BOTTOM �I NAILING FLANGE HEAD FLASHING TIE-IN INSTRUCTIONS: NOTES: 1. CUT, FOLD UP & TEMPORARILY SECURE WEATHER RESISTIVE 1. FLASHING TO BE FLEXIBLE SELF-ADHESIIVE TYPE (MIN. 6 WIDE) BARRIER ABOVE HEADER TO ALLOW FOR FLASHING 2. REMOVE WEATHER RESISTIVE BARRIER FROM TOP OF WINDOW INSTALLATION SILL PLATE 2. INSTALL HEAD FLASHING UNDER 3. INSTALL FLASHING IN ORDER AS SHOWN BY NUMBERS WEATHER RESISTIVE BARRIER 4. INSTALL FLASHING AND WEATHER RESISTIVE 3. FOLD WEATHER RESISTIVE BARRIER TO FORM WATER SHEDDING LAPS BARRIER BACK OVER HEAD FLASHING AND SEAL WITH TAPE TYPICAL WINDOW FLASHING DETAIL N.T.S. OPTION - A FLASHING WOODEN SIDING r- SILL PLATE SEE NOTE #2 WALL SHEATHING NOTES: 1. FLASHING TO BE FLEXIBLE SELF-ADHESIVE TYPE (MIN. 6" WIDE) 2. REMOVE WEATHER RESISTIVE BARRIER FROM TOP OF WINDOW SILL PLATE 3. INSTALL SILL FLASHING AS SHOWN ABOVE 4. INSTALL FLASHING AROUND REMAINING WINDOW UNIT 5. WEATHER RESISTIVE BARRIER TO FORM WATER SHEDDING LAPS TYPICAL FLASHING DETAIL AT SILL PLATE N.T.S. 50# FELT OVER METAL FLASHING - ___.. MASTER HaoE A G 1/ rr'1 -r W ,t WNopCRI NO CO U 000 CO 'p 4 E OLM Ohl i eJy`�,� I -- 5"x5" METAL FLASHING w/TAR BETWEEN FLASHING AND SHINGLES SHINGLE PER CONTRACT SHINGLE ROOF PER CONTRACT TYPICAL VALLEY FLASHING DETAIL N.T.S. TIE-IN WITH WEATHER RESISTIVE BARRIER: 1. INTEGRATE INSTALLATION OF WEATHER RESISTIVE BARRIER WITH FLASHING TO FORM WATER SHEDDING LAPS 2. SCORE & FOLD WEATHER RESISTIVE BARRIER ABOVE HEADER TO ALLOW FOR FLASHING INSTALLATION 4. INSTALL HEAD FLASHING UNDER WEATHER RESISTIVE BARRIER 5. FOLD WEATHER RESISTIVE BARRIER BACK OVER HEAD FLASHING AND SEAL WITH WEATHER RESISTIVE BARRIER TAPE FLASHING EN `ver R 0P� EXTERIOR SHEATHING FOLD UP WEATHER RESISTIVE BARRIER & TEMPORARILY SECURE R e�R WEATHER RESISTIVE BARRIER SILL PLATE ,Y*0 (SEE DETAIL B to FOR OPTIONS) S� 15;. CORNER PATCH FLASHING TYPICAL ROOF TO WALL FLASHING DETAIL N.T.S. WALL PER PLAN RUN KICKOUT FLASHING 6" PAST EDGE OF ROOF NOTES: 1. FLASHING TO BE FLEXIBLE SELF-ADHESIVE TYPE (MIN. 6' WIDE) TYPICAL ROOF TO WALL FLASHING DETAIL 2. INSTALL FLASHING IN ORDER AS SHOWN BY NUMBERS 3. MECHANICALLY FASTEN AS NECESSARY N.T.S. PLAN VIEW TYPICAL SLIDING GLASS D OR FLASHING DETAIL N.T.S. 2010 FBRC SECTION 703.8 EXTERIOR WALLS SHALL PROVIDE THE BUILIDNG WITH A WEATHER -RESISTANT EXTERIOR WALL ENVELOPE. THE EXTERIOR WALL ENVELOPE SHALL INCLUDE FLASHING AS DESCRIBED IN SECTION R703.8, FBRC. THE EXTERIOR WALL ENVELOPE SHALL BE DESIGNED AND CONSTRUCTED IN SUCH A MANNER AS TO PREVENT THE ACCUMULATION OF WATER WITHIN THE WALL ASSEMBLY BY PROVIDING A WATER -RESISTIVE BARRIER BEHIND THE EXTERIOR VENEER AS REQUIRED BY SECTION R703.7. ALL EXTERIOR FINISHES SHALL BE APLIED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS OR INSTALLATION INSTRUCTIONS. ASPHALT SATURATED FELT FREE FROM HOLES AND BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET (0.683 kg/m2) AND COMPLYING WITH ASTM D 226NOR OTHER APPROVED WEATHER -RESISTANT MATERIAL SHALL BE APPLIED OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS AS REQUIRED BY TABLE R703.4. SUCH FELT OR MATERIAL SHALL BE APPLIED HORIZONTALLY, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES (51 mm). WHERE JOINTS OCCUR, FELT SHALL BE LAPPED NOT LESS THAN 6 INCHES (152 mm). Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self -adhered membranes used as flashing shall comply with AAMA 711. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion -resistant flashings shall be installed at all of the following locations: 1. Exterior window and door openings. Flashing at exterior window and door openings shall extend to the surface of the exterior wall finish or to the water -resistive barrier for subsequent drainage. Flashing at exterior window and door openings shall be installed in accordance with one or more of the following or other approved method: 1.1 The fenestration manufacturer's written flashing instructions. I I I I I I I i I i I I I (ASSEMBLED WINDOW) D x x z 0 z 0 FLASHING 2 FLASHING DO NOT FLASH OVER BOTTOM �I NAILING FLANGE HEAD FLASHING TIE-IN INSTRUCTIONS: NOTES: 1. CUT, FOLD UP & TEMPORARILY SECURE WEATHER RESISTIVE 1. FLASHING TO BE FLEXIBLE SELF-ADHESIIVE TYPE (MIN. 6 WIDE) BARRIER ABOVE HEADER TO ALLOW FOR FLASHING 2. REMOVE WEATHER RESISTIVE BARRIER FROM TOP OF WINDOW INSTALLATION SILL PLATE 2. INSTALL HEAD FLASHING UNDER 3. INSTALL FLASHING IN ORDER AS SHOWN BY NUMBERS WEATHER RESISTIVE BARRIER 4. INSTALL FLASHING AND WEATHER RESISTIVE 3. FOLD WEATHER RESISTIVE BARRIER TO FORM WATER SHEDDING LAPS BARRIER BACK OVER HEAD FLASHING AND SEAL WITH TAPE TYPICAL WINDOW FLASHING DETAIL N.T.S. OPTION - A FLASHING WOODEN SIDING r- SILL PLATE SEE NOTE #2 WALL SHEATHING NOTES: 1. FLASHING TO BE FLEXIBLE SELF-ADHESIVE TYPE (MIN. 6" WIDE) 2. REMOVE WEATHER RESISTIVE BARRIER FROM TOP OF WINDOW SILL PLATE 3. INSTALL SILL FLASHING AS SHOWN ABOVE 4. INSTALL FLASHING AROUND REMAINING WINDOW UNIT 5. WEATHER RESISTIVE BARRIER TO FORM WATER SHEDDING LAPS TYPICAL FLASHING DETAIL AT SILL PLATE N.T.S. 50# FELT OVER METAL FLASHING - ___.. MASTER HaoE A G 1/ rr'1 -r W ,t WNopCRI NO CO U 000 CO 'p 4 E OLM Ohl i eJy`�,� I -- 5"x5" METAL FLASHING w/TAR BETWEEN FLASHING AND SHINGLES SHINGLE PER CONTRACT SHINGLE ROOF PER CONTRACT TYPICAL VALLEY FLASHING DETAIL N.T.S. TIE-IN WITH WEATHER RESISTIVE BARRIER: 1. INTEGRATE INSTALLATION OF WEATHER RESISTIVE BARRIER WITH FLASHING TO FORM WATER SHEDDING LAPS 2. SCORE & FOLD WEATHER RESISTIVE BARRIER ABOVE HEADER TO ALLOW FOR FLASHING INSTALLATION 4. INSTALL HEAD FLASHING UNDER WEATHER RESISTIVE BARRIER 5. FOLD WEATHER RESISTIVE BARRIER BACK OVER HEAD FLASHING AND SEAL WITH WEATHER RESISTIVE BARRIER TAPE FLASHING EN `ver R 0P� EXTERIOR SHEATHING FOLD UP WEATHER RESISTIVE BARRIER & TEMPORARILY SECURE R e�R WEATHER RESISTIVE BARRIER SILL PLATE ,Y*0 (SEE DETAIL B to FOR OPTIONS) S� 15;. CORNER PATCH FLASHING TYPICAL ROOF TO WALL FLASHING DETAIL N.T.S. WALL PER PLAN RUN KICKOUT FLASHING 6" PAST EDGE OF ROOF NOTES: 1. FLASHING TO BE FLEXIBLE SELF-ADHESIVE TYPE (MIN. 6' WIDE) TYPICAL ROOF TO WALL FLASHING DETAIL 2. INSTALL FLASHING IN ORDER AS SHOWN BY NUMBERS 3. MECHANICALLY FASTEN AS NECESSARY N.T.S. PLAN VIEW TYPICAL SLIDING GLASS D OR FLASHING DETAIL N.T.S. 2010 FBRC SECTION 703.8 EXTERIOR WALLS SHALL PROVIDE THE BUILIDNG WITH A WEATHER -RESISTANT EXTERIOR WALL ENVELOPE. THE EXTERIOR WALL ENVELOPE SHALL INCLUDE FLASHING AS DESCRIBED IN SECTION R703.8, FBRC. THE EXTERIOR WALL ENVELOPE SHALL BE DESIGNED AND CONSTRUCTED IN SUCH A MANNER AS TO PREVENT THE ACCUMULATION OF WATER WITHIN THE WALL ASSEMBLY BY PROVIDING A WATER -RESISTIVE BARRIER BEHIND THE EXTERIOR VENEER AS REQUIRED BY SECTION R703.7. ALL EXTERIOR FINISHES SHALL BE APLIED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS OR INSTALLATION INSTRUCTIONS. ASPHALT SATURATED FELT FREE FROM HOLES AND BREAKS, WEIGHING NOT LESS THAN 14 POUNDS PER 100 SQUARE FEET (0.683 kg/m2) AND COMPLYING WITH ASTM D 226NOR OTHER APPROVED WEATHER -RESISTANT MATERIAL SHALL BE APPLIED OVER STUDS OR SHEATHING OF ALL EXTERIOR WALLS AS REQUIRED BY TABLE R703.4. SUCH FELT OR MATERIAL SHALL BE APPLIED HORIZONTALLY, WITH THE UPPER LAYER LAPPED OVER THE LOWER LAYER NOT LESS THAN 2 INCHES (51 mm). WHERE JOINTS OCCUR, FELT SHALL BE LAPPED NOT LESS THAN 6 INCHES (152 mm). Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of water to the building structural framing components. Self -adhered membranes used as flashing shall comply with AAMA 711. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion -resistant flashings shall be installed at all of the following locations: 1. Exterior window and door openings. Flashing at exterior window and door openings shall extend to the surface of the exterior wall finish or to the water -resistive barrier for subsequent drainage. Flashing at exterior window and door openings shall be installed in accordance with one or more of the following or other approved method: 1.1 The fenestration manufacturer's written flashing instructions. I I I I I I I i I i I I I ■ VJ W// 0 ''W^^ VJ LL Z� W �O - U J og UJ L.L 1 OM C 1 r r CN UJ 1 1- J 00 J = UJ 1.2 The flashing manufacturer s written installation instructions. __ tale: 1.3 In accordance with FMA/HAMA 100, FMA/AAMA 200, or FMA/WDMA 250. �� � i FLASHING DETAILS NiFORO 1.4 In accordance with the flashing method of a registered design professional. 2. At the intersection of chimneys or other masonry construction with frame or stucco walls, with projecting lips on both sides under stucco copings.` project no. 2014431 3. Under and at the ends of masonry, wood or metal copings and sills. DISCLAIMER checked: AB/EA/MC 4. Continuously above all projecting wood trim. 5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood -frame construction. 6. At wall and roof intersections. 7. At built-in gutters. m drawn: date: 12-10-14 Ir N scale: AS NOTED 0 } WP1a 0 U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such EDITED: o k o P a �H t kylb eds z w W. ■ VJ W// 0 ''W^^ VJ LL Z� W �O - U J og UJ L.L 1 OM C 1 r r CN UJ 1 1- J 00 J = UJ 1.2 The flashing manufacturer s written installation instructions. __ tale: 1.3 In accordance with FMA/HAMA 100, FMA/AAMA 200, or FMA/WDMA 250. �� � i FLASHING DETAILS NiFORO 1.4 In accordance with the flashing method of a registered design professional. 2. At the intersection of chimneys or other masonry construction with frame or stucco walls, with projecting lips on both sides under stucco copings.` project no. 2014431 3. Under and at the ends of masonry, wood or metal copings and sills. DISCLAIMER checked: AB/EA/MC 4. Continuously above all projecting wood trim. 5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood -frame construction. 6. At wall and roof intersections. 7. At built-in gutters. m drawn: date: 12-10-14 Ir N scale: AS NOTED 0 } WP1a 0 U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such EDITED: FIGURE 1: FLASHING INSTALLATION FLASHING INSTALLATION 'lj WHERE ROOF MEETS VERTICAL WALL WALL SHEATHING ;%/% -- ASPHALTSEALANT: EXTEND MIN. OF 6" i., GALV. MTL. ASPHALT BASED OUTSIDE OF FLASHING „ r /r/' CRICKET AS ( TEXTURED, PAINTED 6, 'L' FLASHING ROOF CRICKET: { i'�� ��;/✓,� SPECIFIED i EXTER. WALL FINIS H---�y� SEALANT APPLIED BY PLAN MIN: 3:12 SLOPE BEHIND FLASHING (REQUIRED AT 6" X 18" H GALV. ROOF SHINGLES ALL LEVEL VALLEY VERTICAL WALL FLASHING CONT. z AND EXTENDING A LOCATIONS) AT ENTRY �_ ASTER STOP a MINIMUM OF 6" ABOVE SPL ROOF _ VERTICAL RISE OF ;SHIN S FLASHING AT KNEEWALL DIVERTER 6" X 18" H GALV. iv SEALANT FLASHING FLASHING CON . Miys m._ FLASHING DETAILS I DRIP EDGE NOTE: THIS DETAIL IS REQUIRED AT ALL VERTICAL WALL INTERSECTIONS FASCIA WITH ROOF VALLEYS& ROOF CRICKETS. 6" HORIZ. FLASHIN �" ----ROOFING FELT ., -" FIGURE 2 WALL FINISH TEXTURED, PAINTED FLASHING DETAIL AT CRICKET / EXTERIOR WALL FINISH KNEEWALL INTERSECTION ROOFING SYSTEM IS CERTAINTEED LANDMARK TL OR AR ASPHALT SHINGLES MANUFACTURED BY HOLD EXTERIOR CERTAINTEED CORPORATION. FINISH 2" ABOVE ROOF FLASHING 1' 8" 8" 38" 8" 8" 1" R�a9g SEA1LANTkNJ CAULKING 4 NAIL SHINGLES W/ 11 OR 12 GAUGE ROOFING NAILS. 3/8" MI HEADS. 6 PER LS N HSHINGLE. RpOE oe Line valley by centering a�oF sh 36" wide Fa°Aod eyes o Roof OaGµ Certain -reed Win erGuard oa the°a as ateproofing S ingle a"ied�i as@�o� s`de� er�aym°a� ASPHALT SEALANT: nderlaymentor r�2?9y U°d h f ap g6ge EXTEND MIN. 6" ABOVE quivalent direc to �oa�0 °arye Gou�se e ' E" Mata��CP FLASHING Rake 6 TO 12" Metal PER PLAN Drip a2 SPECS. 6" not nail within Edge 29` Ra�ea 6" HIGH 6" of Embed ga shingle �r1 valley centerline in a 2 � 5 20' FLIVERTERASHING 0 0 ra�gingtcem asphalt Save 7" pie 1 a GALV. 'L' FLASHING Cut 2" se in 5th Cour TYPICAL. BE O diagonally o upper Extend the shingles ROOFING FELT orneroftn med over the rake and eaves about 1/2" le. if drip edge is DRIP EDGE used, or about 3/4' if no drip edge is used. FIGURE 3: CORNER DETAIL back from valley centerline 5\ FLASHING DETAILS W')N.T.S I Cement Plaster in accordance with ASTMC926 over wood 2nd floor Cement Plaster over block 1 st floor Note: The building paper and metal lath must be installed over the top of the weep screed. WHILE EVERY ATTEMPT HAS BEEN MADE TO PREVENT HUMAN ERROR, CONTRACTORS, SUB—CONTRACTORS AND BUILDERS ARE URGED TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. BEAUMONT & ASSOCIATES, INC. AND FLORIDA DESIGN SOLUTIONS, INC. (FDS) ARE NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO BEAUMONT & ASSOCIATES, INC. OR FDS PRIOR TO CONSTRUCTION. NO EXCEPTIONS.. 7/8" Cement Plaster in accordance with ASTMC926 Felt backed metal lathe in accordance with ASTMC1063 Building Paper 7/16" O.S.B. sheathing Keep top edge of weep screed 2" below top of block _Vulcum cauk bottom joint only Metal Flashing 3-1/2" Unperforated Flange 7/8" Weep Screed 1/2" Cementitious Decorative Finish All inside and outside corner will need to be miter cut and caulked all butt joints need to becaulked using Vulcum caulk for all 1/2" Cement Plaster Finish 2 1/2" Perforated Block Flange 1/2" Weep Screed Install bottom Slab edge of weep screed 1" below finish floor OPTIONAL DETAIL WEEP SCREED DETAIL SCALE: NOT TO SCALE DISCLAIMER IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. MASTER 7/8" Cement Plaster title: FLASHING DETAILS in accordance with ASTMC926 checked: AD/EA/MC Felt backed metal m lathe in accordance Ohl Ak with ASTMC1063 date: 12-10-14 Building Paper N Scale: AS NOTED 7/16" O.S.B. sheathing .; ' Metal ' Flashing . WP2a 3 1/2" 0 Unperforated Flange 7/8" Weep Screed Maintain Bottom of Weep Screed 1 1/2" to 2" Above Roof Sheathing I Cement Plaster in accordance with ASTMC926 over wood 2nd floor Cement Plaster over block 1 st floor Note: The building paper and metal lath must be installed over the top of the weep screed. WHILE EVERY ATTEMPT HAS BEEN MADE TO PREVENT HUMAN ERROR, CONTRACTORS, SUB—CONTRACTORS AND BUILDERS ARE URGED TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. BEAUMONT & ASSOCIATES, INC. AND FLORIDA DESIGN SOLUTIONS, INC. (FDS) ARE NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO BEAUMONT & ASSOCIATES, INC. OR FDS PRIOR TO CONSTRUCTION. NO EXCEPTIONS.. 7/8" Cement Plaster in accordance with ASTMC926 Felt backed metal lathe in accordance with ASTMC1063 Building Paper 7/16" O.S.B. sheathing Keep top edge of weep screed 2" below top of block _Vulcum cauk bottom joint only Metal Flashing 3-1/2" Unperforated Flange 7/8" Weep Screed 1/2" Cementitious Decorative Finish All inside and outside corner will need to be miter cut and caulked all butt joints need to becaulked using Vulcum caulk for all 1/2" Cement Plaster Finish 2 1/2" Perforated Block Flange 1/2" Weep Screed Install bottom Slab edge of weep screed 1" below finish floor OPTIONAL DETAIL WEEP SCREED DETAIL SCALE: NOT TO SCALE DISCLAIMER IT IS THE CONTRACTOR/SUB-CONTRACTORS RESPONSIBILITY TO REVIEW ALL INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF CONSTRUCTION. B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. IS NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR CUSTOM CHANGES MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC. & FLORIDA DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. MASTER z W W W Z� U 6 Z W 0 00 J — U —� a � o W W z 0 M W 1 o QNW o J � W q a W Z F 0 �tl � ZooE Waco "t,-4(C title: FLASHING DETAILS coo � LL 00 OD checked: AD/EA/MC 0.0 c:�r_CL m drawn: Ohl Ak CO M z W W W Z� U 6 Z W 0 00 J — U —� a � o W W z 0 M W 1 o QNW o J � W q a W Z F 0 �tl The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. EDITED, z °s a z title: FLASHING DETAILS project no. 2014431 checked: AD/EA/MC m drawn: SANFORD date: 12-10-14 N Scale: AS NOTED } WP2a 0 U The structural design of this building is in accordance with the 2010 FLORIDA RESIDENTIAL BUILDING CODE and is certified as such. EDITED,