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Poinsettia Drive 130 PRE-ENGINEERED ROOF TRUSS (SEE TRUSS SEE STRUCTURAL DRAWINGS PACKAGE) FOR LOCATION AND SIZES OF EXTERI OR /IN TERI OR AREA EVALUATION BEARING FOOTERS LIVING (CONDITIONED) 1990 SO FT OOFDE CONSTRUCTION: GARAGE (UNCONDITIONED) 400 SO FT 1X6 DECK OARDS ON 2X4PT SIEEPERS ON THICK OPPED ASPHALTIC RXL ROOFING ON 'GRACE' SE F-ADHERED W.P. MEVBRANE TOTAL UNDER ROOF 2390 SO FT OVER J" C X PLYWD. DECK AREAS 2191 SO FT 24'-3" V r__-� PARTIAL BLDG SECTION@ ROOF DECK PRE-ENGINEERED ROOF TRUSS(SEE TRUSS PACKAGE) SCALE: 1/4" 0" ROOF: FIBERGLASS SHINGLES FOR 120 MPH RATING CLASS 'A' RATED ASTM E 108 & UL 790 ASTM D3462 SECURED W/ 4 NAILS UNDERLAYMENT. ASTM $-opt D226 TYPE 1 OR ASTM D4869 TYPE 1. ON 50 CDX PLYWD. W/ 8d NAILS 0 6- 20'-0" swole e R-19 BATTS INSUL. 12" MAINTAIN provrdw7ewp slit.fence qu MIN. 2" AIRSPACE consfr6cflon !full . . . . . . . . . . ..it k* 0 length of 3 sides ALUM. DRIP n100, FLASHING X11 D 15 .10 P.T. Ix 0 0 00 C FASCIA b 39 1/2- GYP BOARD 04 PERF.ALUM. (SINGLE KNOCK-DOWN provide min. .5% SOFFIT FINISH) slope at bottom NOTES: of swale out to C4 R-13 BATTS 2x4 NAILER CONT. streetside swale INSUL. 'D (2) 2x4 TOP PLATE CONT. DESIGN CONFORMS WITH 2001 FLORIDA BUILDING . . . . . . . . . . . . . . . . . . .; :?� . . . . .tri- CODE SECTION 1606 .3-n MPH WIND FORCES 20'-0" o 4 .00- at* EXPOSURE X6 IMPORTANCE FACTOR `1 ' INTERNAL 2x4 STUDS PROPOSED 8" 0 16"O.C. PRESSURE COEFF. +/- 0.55 HIGH WOOD 00- Li 4" THK. CONC. SLAB W/ GYP BOARD 00-20 DECK TYP. BUILDING CATEGORY 11 FIBERMESH REINF. ON At I * 6 MIL. VAPOR BARRIER ^00 04'1 0 M 4" COMPACTED GRAN. b 241-3t# FILL (3000 PSF) n TERMITE TREATED ALL FOOTINGS SHALL BEAR ON MIN. 2500 PSF :z BEARING CAPACITY SOILS I .0 VINYL SIDING (OR CEDAR 3= SHINGLES PER ELEVS. z REBAR 6000 PSI ry 101 APA RATED WALL SHEATHING 2x4 BOTT. PLATE CONT. CONCRETE 3000 PSI TYPE VARIES (SEE ELEVS.) W/ w �D 8d NAILS 0 6* O.C. AT ALL PNL 0) EDGES & 12" O.C. IN FIELD (UNO)- TICG PLYWOOD W/ COL 8d NAILS 0 6" 0.- TYVEK HOUSE WRAP ALL RAILS AND GUARDRAILS SHALL BE 0 cc, E-0 r-in o.0 CONSTRUCTED TO RESIST A FORCE OF 200 LBS 0. 2 ,02 % IN ANY DIRECTION 0 E-00 U00 0 c 2 Vlu -ENGINEERED FLOOR 0 .5; PRE 0 U:�� Im JOISTS -TJI (SEE TRUSS P 0 2= 8 ED PACKAGE) STORY FRAME 0 C ro 0 0 HOUSE W/ ROOF DECK C14 It LO 0 14, OCCUPANCY 8w DRAWING INDEX: GROUP: R3 w 0 11-1 < \_1/2- GYP BOARD CONSTRUC11ON z TYPE- VI R-13 BATTS (SINGLE KNOCK-DOWN 0 .qv w 4" INSUL. FINISH) SITE PLAN, FDN PLAN, TYP. SECTION 0,0 C3 14- 0. A- 1 ))CO 0 Tw 2x4 NAILER CONT. _j (2) 2x4 TOP PLATE CONT. A- 2 FLOOR PLANS, ROOF PLAN, IF 10,-.* 00 2x6 STUDS 3 ELEVATIONS Swale 0 16"O.C. A- 0 TYP. GYP BOARD E- 1 ELECTRICAL PLANS 5-0 00 K DIA. THREADED ROD CONT. TO 2ND FLOOR b 9w TOP PLATE (SEE S STRUCTURAL PLANS & DETAILS 5'- STRUCTURAL DWGS) STRUCTURAL PLANS & DETAILS APA RATED WALL SHEATHING S- 1A M P.T. 2x4 SOLE PLATE 4" THK. CO 4C, TYPE VARIES (SEE ELEVS.) W1 CONT. STRUCTURAL PLANS & DETAILS \g (n DORCH SLAB 0 8d NAILS 0 6" O.C. AT ALL PNL S- 2 . 0 W/ �" DIA. WOOD TIE RODS 17'-2 EDGES & 12" O.C. IN FIELD (UNO) b z 0 6 D.C. & SHOT PINS 0 S- ,3 STRUCTURAL PLANS & DETAILS -5 10 N 0 24"O.C. I < Z F 1: 10 0 0 LL_ 4N THK. CONC. SLAB V/ z 0 FIBERMESH REINF. ON o 00491)3 11 0 Ld SLOPE 6 MIL. VAPOR BARRIER _j _j GRADE �2 OE-2! ON 0 LO 4" COMPACTED GRAN. 2.2 5 0 < 0 ATTACHMENTS.- CL O'D 0 < (D -J- L FILL (2500 PSF) Li U') TERMITE TREATED %t 60, . . . . . . . 1k . . . . . . . . . . . . :2 CD r1_1 17'-2" 1% ------ --- GE SWALE 71. 0 0 --41- 1.) PLAT SURVEY L--- -j EXISTING DRAINA W Z P V_ V-5* V-5- L/ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7vt E: 0 z U-) a: :E < I 2.) TRUSS ENGINEERING (FLOOR& ROOF) - 4z i-- pi 4 crz , 0 'lid 20'-0" 46-3- le 3.) SHEARWALL CALCULATIONS concrete drive 500-Of' < < n < 0) MONOLITHIC CONC. 4.) SPIRAL STAIR ENGINEERING 190 DRAWN BY FTG. W/ 2-#5 BARS CONT. (LOT 689) 450conc. headwall 0 Anthony Middleton 5.) FLORIDA ENERGY EFFICIENCY CALCS. ea. end of culvert �',� 11 1 r"'�' SCALE 00 10-40 __2 POINSETTIA ST. 1/4" = 1'-0* (UNO) 6.) ELECTRICAL RISER DIAGRAM OCT "19 200r; 8" dia. culvert pipe DATE: 08/09/05 CHANCES /00 DETAIL SECTION 0/00 I --Vkr---> =DRAINAGE : REV. DATEI FOUNDATION PLAN TYP WALL SECTION R` I REV. DATE I SCALE: 1/4" V 0" SCALE: 3/4" 1' 0" SI TE PLAN JOB NO. SCALE: 1/8" 1' 0" SHEET A OF GIRDER TRUSS OR THREADED ROD ANCHORING SYSTEM: MAXIMUM ROD CONVENTIONALLY STRAP WHERE MAX. ROD THRE-ADED ROD TERMINATES 3 BEAM wl STRAP SPECIAL REQUIREMENTS AT WINDOW/DOOR SPACING PER SCHED. 1.0 SPACING IS EXCEEDED, SEE DETAIL 6/S4.0. AT IJPPERMOST TOP PLATE OPENINGS, GIRDER TRUSSES, & WIDE ROD SPACING: The threaded rod anchoring system shall consist of A307 threaded rods (diameter W/ qUTAND WASHER. NUT AND WASHER O—TOP PLATE SPLICE SHALL NOT OCCUR BETWEEN per schedule 3), oriented vertically and attached to the foundation and to the :44 �4 PER ROD NOTES rY MAX THE KING STUDS AND THE FIRST THREADED ROD. uppermost plate at the locations indicated in these documents. Above top plate, 3" MAX QPROVIDE FULL SHEATHING ABOVE WINDOWS, AND provide a Yx SY/4" thick steel washer. Fasten with a nut and allow at least 3 WALL STUDS & R SPAC NG NAIL WITH 8d @ 3" O.C. EDGE AND FIELD. threads to extend above tightened nut. (typ.)This system eliminates the I SHEARIWALL SHEATHING PER gFOR ROD SPECIFIED ON PLAN ADJACENT TO conventional strapping requirements of wood framed construction (i.e. SEE RLAN SHEARWALL, SEE PLAN I PRG WALL SCHEID. PER GEN. 30TES POST BELOW Ile WALL OPENINGS, LOCATE ROD WITHIN S' OF KING stud-to-plate ties, bottom plate to foundation ties, floor-to-floor straps, and IDR PLA" THREADEDROD & GENERAL NOTES. -\ GIRDER, SEE STUD. header to jack stud straps) unless otherwise noted in these documents. TERMINATES AT IN GENERAL NOTES PLAN (�) PROVIIDE AN ADDITIONAL ROW OF 8D NAILS @ 6" ROD INSTALLATION: SEE SHEARWALL SPECS) THREADED ROD 2FRAMING AT O.C. INTO ONE OF THE KING STUDS ADJACENT TO INTERMEDIATE I At all plate penetrations, provide a hole in the plate Y4" larger than the diameter FOR CONVENTIONAL W L SYSTEM PER ROD A L OPENING, ALL OPENINGS (IN ADDITION TO OTHER NAILS LEVEL w/ NUT of the threaded rod used. While single continuous rods are preferred, couplers STRAPPING ALTERNATE NOTES AND PLAN BRG. WALL & SPECIFIED IN GENERAL NOTES. (Simpson CNW or equal) may be used in cases where one continuous rod is AND WASHER. TO BE USED AT ENDS STUD SCHED. WHERE ROD IS SPECIFIED ON PLAN ADJACENT, TO unfeasible. The rod shall be installed approximately centered in hole. Rods may OF SHEARWALLS. Lou Pontigo and SILL ANCHOR IN FILL ROUGH OPENING GIRDER TRUSS OR BEAM, LOCATE ROD WITHIN 3' be slanted from true vertical by a maximum of 2 inches in 10 feet to avoid --------- -----------W- ----- ------T- Associates, Inc. BETWEEN RODS PER -\ SEE ARCH. OF POST. conflicts with floor and wall framing. The nut above the uppermost plate shall be GENERAL NOTES. FLOOR ----------- -------------------------- ----------- @AT OPENINGS GREATER THEN 4'-0", ATTACH secured over the washer to a snug-tight condition plus one-half turn of a FRAMING 496 Osceola Avenue DOUBLE TOP PLATE TO HEADER WITH SPH4/6 @ standard wrench (approximately 25 ft.-Ibs. of torque). Jacksonville Beach, Florida 32" O.C. IF CRIPPLE STUDS AREt USED ATTACH EPDXY ANCHORING: ROD EMBEDMENT FOUNDATION, SPH4/6 TO CRIPPLES AND ATTACH CRIPPLE TO All threaded rods shall be drilled & epoxy anchored with Simpson 'SET' High HEADER, Ph.242-0908 Fox.241-9557 DEPTH PER SEE PLAN HEADER WITH H3. Strength Epoxy or approved equal. Provide a minimum edge distance (measured SEE PLAN CA#8344 ROD NOTES H I A 11 WHEN ROD SPACING EXCEEDS 6'-0", PROVIDE AN from centerline of rod to edge of slab) of 2" for 2x4 framing and 3" in 2x6 framing. (See 8/S2.0 for typical anchor installation & embedment of V2"0 rods) SHEA.kWALL' �SHEARW�Ll_ L L ADDITIONAL ROW OF 8d NAILS @ 6" O.C. INTO I DOUBLE TOP PLATE. STAGGER THIS NAILING SEEiPLAN i I ISEE PL4N I 4 1 T I i F_ TYPICAL NAILING. MULTIPLE STUDS AT END OF HEARWALL, SEE SHEARWALL S PECIFICATIONS. X 0 FASTEN CORNER POST FOUNDATION y y < FASTEN THREADED ROD T ADDITIONAL ANCHOR BOLTS I TOGETHER w/12d COMMON NOT SHOWN 819 FOUNDATION PER 8/S-3. PER UPLIFT CONNECTOR SCHEID. P '2 7 2.0051 ., ' 4" @ 6" O.C. (STAGGERED). MAX ANCHORING SYSTEM SYMBOL DEFINITIONS I` L PE 53311 THREADED ROD ANCHORING SYSTEM AND GENERAL NOTES— STRAIGHT CORNER POST r2 1\�o SCALE: N.T.S. DBL. ROD INSTALLATION- \1�O SCALE: NTS REVISIO..NS B 2x SPF BLOCKING a- (2)SIMPSON MSTA24 CONNECTOR F PART. ENC. EXP. V & ALL EXP. V ENCLOSED EXP. B' rn < AS A STUD-TO-PLATE 2nd LVL KING RIPPED TO FIT - CONN. w/(12)10dxl.5" - DOUBLE TOP PLATE STUDS TO 1st A SPH4/6 016" O.C. SPH4/6 032" O.C. ROOF DECK, SEE WITH GAP SHOWN NAILS SYP #2, MATCH LVL FRAMING. B CS16 @32" O.C. 'IS16 @32" O.C. GENERAL NOTES. STUD WIDTH. A 0 C SPH4/6 @32" O.C. ;PH4/6 @32" O.C. STRAP FROM 2ND I- 0 MSTA24 TO 4' WIDE ASTA24 TO 6' WIDE PRE-ENGINEERED WOOD D 12 FLOOR STUDS TO z 2) MSTA24 TO 12' WIDE ROOF TRUSSES @ 24" O.C., SHEATHING 1ST FLOOR STUDS 12 1 1 1 z (2) MSTA24 TO 9' WIDE SEE r DESIGNED BY OTHERS SEE L T MAY TERMINATE 0 LTT20B TO 4' WIDE TT20B TO 6' WIDE ARCH SEE UPLIFT CONN. SEE PROVIDE 30LID 0 E FOR INFO. AT TOP OF DBL. SCHEDULE. OMIT ARCH PRE-ENGINEERED WOOD HTT16 TO 9' WIDE TO 12' WIDE HURRICANE CLIPS PER I BL DCKING BEINEEN NOT SHOWN TOP PLATE. @ THREADED ROD ROOF TRUSSES @ 24" FL ')ORS. F CS16 TO 4' WIDE �-S`16 TO 6' WIDE UPLIFT CONNECTOR (2)SIMPSON MSTA24 '2) CS16 TO 12' WIDE ANCHOR SYSTEM DESIGNED BY 2) CS16 TO 9' WIDE SCHEDULE. DBL OP PLA O.C.0 TRUSSES XITH FIN F H S w/(4) 3/4%23/4 TITEN HEEL < 1 opt LOOR EL SYP#2, MATCH SCREWS TO FTG. AND ,-6PLATE EL. SEE ARCH PLANS IDTH. 14VSEE ARt7_. X 1 (9) 1 Odxl '/2" NAILS DBL TOP PLATE EL. TO STUD. CONNECTOR _.�AEE ARCH. PLATE SYP#2,-)- - I - - I i L-- DOUBLE TOP PLATE Z MATCH STUD WIDTH. WALL STUDS AND 7/ir," OSB OR 3/8 CDX BUILT-UP POST TO WALL STUD. SHEATHING, SEE /PLYWOOD FASTENED SEE PLAN. FOR __qL_ — HEADER, SEE SCHEDULE. TO TRUSS OR CEILING HEADER, SEE NAILING SEE DET. CONNECTOR JOIST wl 8D NAILS Pl- : 'l & HDR. 0 CONNECTOR D CLIP FROM DBL TOP BRG. WALL SCHED. A 3/S3.0. 2nd LVL WALL STUDS TO PLATE TO STUD, SEE AND GENERAL NOTES L 1 st LVL WALL SIMPSON H3 AT SAME HEADER TO JACK UPLIFT CONNECTOR DOUBLE TOP PLATE @ 12" O.C. SCHEID. STUDS OR SCHEDULE, OR NON-STRUCTURAL, THREADED ROD PER SYP #2, MATCH SEE WALL STUDS FRAMING CONNECTOR SPACING AS CONNECTOR A STUD OMIT AT THREA6-E-D SOFFIT SEE ARCH. STUD WIDTH. WALL STUDS AND \- GENERAL NOTES OR � & SHEATHING, BRG. SILL ANCHOR, JU ROD SYSTEM. OMIT WHEN USING EXTEND SHEATHING I WALL SCHED. AND SHEATHING, SEE P.T. POST OR BOX ALTERNATE CONNECTOR NO. OF KING STUDS ROUGH OPENING SEE ARCH. CONVENTIONAL THREADED ROD ANCHOR, CONSTRUCTION BRG. WALL SCHED. FRAMED COLUMN, CONNECTION PER GENERAL EA. SIDE OF OPENING, AT OPENINGS LESS VERTICALLY TO TOP PER CONSTRUCTION 4" SEE SCHEDULE. STRAPPING. OF TRUSS AS SHOWN. SPECIFICATIONS AND SPECIFICATIONS. AND GENERAL NOTES. SFr_ PLAN. SILL PLATE NOTES. NUMBER OF JACK STUDS THAN 4' PROVIDE CONNECTOR EACH SIDE OF OPENING, SPH4/6 AND ANCHOR PROVIDE 2x4 BLOCKING 1/S4.0 QJR OMIT WHEN THREADED ROD PER GENERAL BOLT OR ROD ANCHOR AT HORIZONTAL JOINTS. USING CONVENTIONAL - NOTES OR OMIT WHEN USING 4 KING STUD TO SEE SCHEDULE. FOUNDATION. WITHIN 6", UNLESS TRUSSES WITH STRAPPING. CONVE14TIONA* L STRAPPING. 4' d L 4 610 SHEARWALL ANCHOR HEEL ->, 1 —0 is PRESENT. PORCH ROOF STEMWALL ' R MONOLITHIC L (2)SIMPSON SPH4/6, LJ R F T FOUNDATION. r3 OOF TRUSS CONNECTION r4 LOOR SECTION r5 RUSS CONNECTION CONN CTOR Q SCALE: N.T.S. 1 st LVL WALL 1 �11 D V) �-O SCALE: N.T.S. SCALE: 3/4',' 1'-0" �-o STUD TO SILL ' TYPICAL OPENING DETAIL A `�R PLATE /�7 r6 OD ALTERNATE CONVENTIONAL STRAPPINO SCHEDULE < \��-O SCALE: N.T.S. 1\�O SCALE: N.T.S. I`__ 2x4 SYP#2 TOP PLATE FASTEN (2)2x4 EXT. STUDS TO Lii 1>< HEADER BELOW w/ SIMPSON FASTEN 0 (2)CS20 STRAPS (9)8d NAILS T_ MULTI-PLY 0 2x4 SYP#2 STUDS SHEATHING, PER SW-1 EACH ENAD. (TYP. EA. END) STUD PACKS, SPECIFICATIONS. z PER 3/S3.0. AT 16" O.C. (TYP) 2x4 SYP#2 BLOCKING BELOW BOTTOM FASTEN (2)2x4 EXT. STUDS TO PLATE FACE-NAIL TO- RATED SHEATHING TO RUN HEADER BELOW w/ SIMPSON 2 OR 3-PLY GIRDER TRUSS TRUSS TOP CHORD CONTINUOUSLY OVER THE (2)CS20 STRAPS (9)8d NAILS w/12d NAILS @ 3" INNER FACE OF TRUSS TOP EACH END. END) YP. E A. SIMPSON HDQ8 w/ SIMPSON HDQ8 w/ Z O.C. (TYP EA. SIDE) CHORD. (TYP) 20 - SDS 3" 20 - SDS '/4"xY < 1117 - 1 4 X 2 OR 3-PLY LVL BEAM ROOF SHEATHING, 5z WOOD SCREWS. WOOD SCREWS. PER SCHEDULE 5 SHEATHING, ROOF TRUSS, PER SW-1_� MAIN HOUSE 2-PLY PRE-ENG. BY OTHER. SPECS. EXTERIOR WALL. SYP#2 DOUBLE ROOF TRUSS TOP PLATE SIMPSON MSTC66 ON TOP 4 1 i .2)2x6 HDR. AT OF TRUSS AND DOWN i -LEV. OF TOP 7 ELEVATI ON PLATE. FASTEN TO OUTSIDE FACE OF POST. iv :STUDS w/SIMPSON ATTACH (1)HTS20 1 7/,,"0 A307 THREADED 7/8"0 A307 THREADED - - -- - --- I 1HUC26-2 HANGER . , — FROM TRUSS TO POST — o- -- DRILL & EPDXY, 8" '�l -1 DRILL Y, 8" (2)SIMPSON HTS20 '(TYP. EACH END) OR BEAM TO POST. L TRIM OVERHANG I EMBED INTO MONO. EMBEDINTO MONO. A t FOR PLACEMENT (AVOID NAILING A SLAB FOOTING (23/4 1/2" ROD SLAB FOOTING (2-3/4" OF STRAPS FRO OPP. SIDE) MIN. EDGE DISTANCE. MIN. EDGE DISTANCE. 12x4 SYP#2 STUDS BUILT-UP POST, DATE 2x4 SYP#2 BLOCKING (2)2x4 SYP#2 BLOCKING BELOW 7-iAT 16" O.C. (TYP) AN FOR ATTACHMENT-M \- 5/8 ROD EA. BELOW BOTTOM I r PLATE FACE-NAIL TO PLATE TOE-NAIL TO TRUSS TOP OVERLAP SIDE FASTEN AT FOUNDATION SIDE OF TRUSS DESIGN/DRAWN WALL TOP PLATE MULTI-PLY _MSEE PL LAP/MRG TRUSS TOP CHORD-L CHORD w/(4) 12d NAILS EACH S SHOWN (TYP.) , -- STUD PACKS, END (TYP EA. SIDE) CHECKED w/1 2d NAILS @ 3" PER 3/S3.0. LVL BEAM GIRDER TRUSS LOW HEEL TRAS O.C. (TYP EA. SIDE) LAP CONNECTION CONNECTION CONNECTION SHEET r------ ------1 ------ ------- DETAIL A DETAIL Q DETAIL Q PLAN _U_ ELEVATION PLAN S4 ,60 ri o"� HIGH UPLIFT CONNECTIONS r8--� CHIMNEY FRAMING DETAIL rq–'� CHIMNEY FRAMING DETAIL SCALE: 3/4 UPLIFT= 9700 11�-O SCALE: N.T.S. (CENTER) \I,.�-O SCALE: NOT TO SCALE (SIDE) TION ER SCHED U P RE ENG OF RUSS L . E 5 S F%T AX4 MAX 4R X XVI E LEE L <_7�_ V—0 OAT A\TERNATE L CONN PnN ! 0 Sl LL PLA TE 4 R T� L 4 CTOR Q _5 �4d 2x- SYP.#2 DBL. TOP 4'-0 MIN. AT EXTERIOR WALLS, FASTEN ROD, NUT PLATE. FASTEN TC)GETHER - ,\,,,, — WALL SHEATHING TO DBL. HEAD AND SILL FRAMING & FASTENING SCHEDULE )I .. _r 176 1 1, 1 TOP PLATE w/ 8d @ 3" O.C. & WASHER - HEADER, P 11/4" @ 2x6 w/10d COMMON NAILS @ - I I jo 0 .1 cl 0 9) ER 0 4 It o 0 � 1- ROUGH MIN. HEAD OR MINIMUM OpEtING I STAGCARD INTO BOTH PLATES 1 0 0 OPENING SILL PLATES FASTENER E.E. PER NOTES HEADER SCHED. _� V/2" @ 2x8 11/2 16" O.C. PROVIDE 3_10d WITHIN 24" OF ANY SPLICE. COMMON NAILS EA. SIDE PER < 4'-4" (1)2x4 SPF #2 4-12d (TYPICAL) HEADER, TOE NAILS 0 OF SPLICE (TYPICAL) HEADER SCHED. A-L 2-12d END OPAING < 6' 4 (2)2x4 SPF #2 (1)A311 24" MAX. EXT. WALL TOE NAILS FASTENER 10 >_ K I— <1 8'-41' (3)2x4 SYP #2 (1)A34+ 6-12d X 0 001 12d NAILS 6" MAX. INT. WALL TOE NAILS T__ 1 '�4 6-12d --?/) I I FROM OTHER N ROD, NUT AND < 12'-0 (3)2x6 SYP #2 1 (2)A35+TOENAILS I WASHER PER NOTES SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS KING & JACK STUDS ,--'- SIDE OF 2nd-�� ' IN TWO STORY CLEAR HEIGHT WALLS. PER HEADER SCHED. 0 X-0 PLY. X D GIRT & FASTEN5RS 4(212 r4 BL TOP PLATE SPLICE DETAIL Lou Pontigo and PER 2/S3.0. HEAD OR SILL 12d TOE KING & JACK STUDS 11 4 PLATES SEE All S E.E. X 0 '\�o SCALE: 3/4" = 1'-0" Associates, Inc. PER HEADER SCHEID. B w/ SCHEDULE (MIN) 496 Osceola Avenue (6)12d TOE NAILS TOP 12d @ 8" O.C. --+--L- -- -4-- Jacksonville Beach, Flodda 2x SPF DIAGONAL T_ & BOT. (TYP) -ROUGH OPN'G, SEE AR-CH. 2x6 or 2x8 2x4 32250 PT. SYP#2 2 7ERI OCKING FASTENED KING & SHEATHING NAILING PATTERN NAILING PATTERN IF NO THREADED ROD OR ANCHOR Ph.242-0908 Fox.241-9557 V� SILL PLATE w/(2) 12d E.E. JACKS Uj CONT. AT HEAD & SILL BOLT IS LOCATED AS SHOW—N PROVIDE CA#8344 Of PER SCHEID. U) < GIRT/VERT A V2"0 THREADED ROD ANCHOR BOLT OR PLAN FRAMING IN 1st I / INOTE: RIM WALL SHEATHING TO MATCH JOINT. ADD 3rd (PER 8/S2.0) w/ V/2 PLATE WASHER. '"INSIDE FACE. OR 2nd FLOOR OF 2x- IRADIUS WINDOW FRAME BY 1/2" LTP4 ON 2x SPF RIPPED (2)2x- ip-000 6' BOX BEAM BETWEEN WINDOWS TO FIT ARCH. SINGLE STORY WALL -4- ROUGH OPN'G, SEE ARCH. IN TWO STORY FRAMING DEPTH REQ'D. 0-1 (2)2x- MIN. BU7 T JOINT PROVIDE AT A DISTANCE OF NO THAN 6" AND NO MORE THAN 12" 2x SPF 6 1 Tr) r7i T 0" MI A X. N. M X L S ESS S S F r.mr)K A ROM ALL BUTT JOINTS IN THE SILL PLATE. SILL PLATE BUTT JOINT HEADER ABOVE HEAD & SILL FRAMING BUILT— UR MEMBER r5 RADUIS WINDOW FRAMING r2 CILTAIL '\�o SCALE: 3/4" 1'-0" \1�O SCALE: 3/4" 1'-0" ��o SCALE: N.T.S. \11.�o SCALE: 3/4" = 1'-0" rREVISIONS BY 2x- SYP#2 CONT. ATTACH TO DBL FASTEN OSB TO NAILER ATTACH SW SHEATHING TO TOP PLATE AND - FLOOR DECK, SEE FLOOR DECK, SEE - DBL. TOP PLATE, SEE NOTE 6 OF w/(1) ROW 10d @ 4" O.C. ADJACENT TRUSS. BLOCK ALL TRUSS w/ 10d GENERAL NOTES. GENERAL NOTES. SEE BEARING WALL /I PANEL EDGES. NAILING TO 0 S' O.C. EDGE 10d@ 4" O.C._\ / I r 1/S4.0 FOR SPH4/6 (TYPICAL) 7/ STRAP FROM GARAGE SCHEDULE. MATCH SHEARWALL. OF 2x- MAY 16 OSB DIA. FASTEN A A 16"SQ. MIN. M TO TOP PLATE w/ (2) REQUIREMENTS. OVERHANG DBL. DOOR HEADER TO JACK - 7/1 STUDS, SEE UPLIFT OSB DIAPHRAGM OP PLATE, 1/2 ANCHOR 24"SQ. MAX. CORNER FRAMING, (TYP) PRE-ENG. WOOD ROWS 10d 4" O.C. & GARAGE HEADER, T CONNECTION SCHED. FASTENED TO TOP PLATE ROOF TRUSS BO 2x4 NAILER w/ (1) SEE PLAN. BOLT W/ 1 V2"0 4 SHEATH PER GENERAL NOTES w/(2) ROWS 10d 4" O.C. CHORD MAX. 1 Od @ 4" 0.C. WASHER CTR'D a THREADED ROD, rw/ 8d COMMONS 0 3" O.C. SEE GENERAL NOTES. ADD SIMPSON PA51 STRAP WHEN GARAGE WING ON EA. SIDE, (TYPICAL) AT ALL PANEL EDGES. T WALL < 3'-6" EMBEDDED IN CONIC. FILLED 4" MIN. EMBED. FLOOR FRAMING' :N STEM WALL. FASTEN TO KINGS w/ 18-16d NAILS. MIN. (2) STUDS UNDER SYP#2 2x4 NAILER FASTENED FASTEN TOP PLATES IF SHEARWALL IS BEAM, UON. ATTACH TO TRUSS BOT. CHORD ALIGNED DIRECTLY 3-2x- STUDS (SEE DETAIL BELOW) SYP#2 PT #01 w/(2) \-TOGETHER w/ 2 ROWS INTERIOR INTERIOR SHEARWALL, BENEATH FLOOR AT CORNER. BOTTOM PLATE BEAM TO BUILT-UP ROWS 10d @ 4" O.0 SE ADDED PA51 STRAP 12a:m OF (4)10d BETWEEN SHEARWALL, ESCHEDULE. TRUSS, OMIT HORIZ. POST w/(2)HTS20. INTE'RIOR SHEARWALL, A[ EACH STUD. SEEGENERAL EMBEDDED IN CONIC. OSB & EXTEND WALL CONCRETE SLAB, SEE GENERAL NOTES FOR Z7/ OSB (ON ONE SIDE) BLOCKING PANEL SILL PLATE, SEE FILLED STEM WALL NOTES FOR 16 SHEATHING TO TOP SEE PLAN. NAILING. BRIG. WALL SCHED. WHEN GARAGE WING NAILING. BETWEEN FLOOR TRUSSES (2x4 SPF ALL FLANGE OF FLOOR BOX COLUMN ALTERNATE HOLDIDOWN AROUND). ATTACH TO DOUBLE TOP PLATE WALL IS < 3'-6". ON SIDE OF COLUMN WHERE HEADER BEAMS ARE SITUATED ALTERNATE A ALTERNATE B w/5-16d NAILS BETWEEN EA. FLOOR TRUSS. TRUSS. 33/4" TO 5 /4'p ABOVE, ATTACH THE SILL PLATE TO SLAB w/(1)V2 x 6" EPDXY EITHER ALTERNATE MAY BE USED, EXCEPT AT SW-2. AT SW-2, USE ANCHOR WITH 3" SQUARE STEEL WASHER. ATTACH CORNER ALTERNATE A AND REDUCE TYPICAL 4" NAIL SPACING TO 2" O.C. PERPENDICULAR P RALLEL THICKENED SLAB STUDS TO BOTTOM PLATE WITH (1)H2.5A CLIP AND TO HEADER TO FLOOR FRAMING TO FLOOR FRAMING 16" MIN. EMBED. EDGE @ GARAGE ABOVE WITH (1)MSTA24 STRAP. OPENING. OF PA51 IN CONIC. FILLED STEMWALL. PA51 IN STEMWALL _1� 11NT. SHEARWALL AT FLOOR GARAGE WING WALL ELEVATION t***0�7 BOXED COLUMN AT PORCH r9 r6 r8-S� IINT. SHEARWALL AT ROOF \11�O SCALE: 1/2" 1'-0" STEMWALL SHOWN, MONOLITHIC '\�o SCALE: 3/4" 1 '-0" \l��-o SCALE: 3/4" 1'-0" \�.�o SCALE: 3/4" 1'-0" SLAB FOOTING SIMILAR. 0 _j CONVENTIONAL ROOF FRAMING SCHEDULE LLI ROOF RAFTER ASPHALT SHINGLE CONCRETE TILE UPLIF" CONNECTOR @ 0 ROOF SHEATHING, H3 HURRICANE CLIP @ EA PLYWOOD OR OSB SHEATHING, (SYP #2) MAXIMUM SPAN MAXIMUM SPAN z PROVIDE BLOCKING FOR SEE GENERAL NOTES. OUTLOOKER TO TRUSS. BOUNDARY OF SEE GENERAL NOTES. @24" O.0 @16p' O.C. @24" O.0 @16" O.C. DBL TOP PLAT:-' PRE-ENG TRUSS ROOF DECK @ RIDGE. 2x4 SYP#2 OUTLOOKERS SHEATHING -6" 81-61P go-go, QR 4-12d 4-12d HURRICANE CLIP PER 2 x 6 9# 11t-6" (1) H3 (1) A35 M @ 2 4" 0.C. TOE 4AIL TOE NAIL < UPLIFT CONNECTION DER 8--12d OR 8-12d X1 X1 4-12d I NJ EXAMPLE OF PANEL 2 x 8 13'_O" 15'-0" 11F-6" 13'-0" (2) H 3 (2) A35 TOE NAIL SCHEDULE. WALL STUD TOE NAILS EDGE w/ BLOCKING $-Olt It to TOE 4AIL ry PRO�IDE 2x4 SYP#2 UPRIGHT 2 x 10 169-6-1 19 13'-9 17'-0 (1) MTS12 (2) A35 LL. (TYP.) WHERE REQUIRED BY FROM TOP TO BOT. CHORD OF 2 x 12 0 11 230-00' 16t-,3*' i 90-9to (2) MTS1 2 (2) A35 WHERE A LEDGER IS INDICATED ON PLAN TRUSS @ EA. X-BRACE (IF GENERAL NOTES. NOTE: AND NO TRUSSES BEAR AT THAT LOCATION, VERTICAL IS NOT PRESENT) USE THIS SCHEDULE FOR ALL ROOFS NOT FRAMED BY PRE-ENGINEERE WOOD ROOF TRUSSES. . . . . . . . . . . . . . . . . . . . . . . THE LEDGER IS BEING USED TO ATTACH THE 3-16d X-BRACE SPACING SCHEMATIC AT CONVENTIONAL FRAMING LOCATED OVER OTHER ROOF FRAMING, SEE LEDGER BOARD DETAIL ADJACENT ROOF DECK. USE A 2x6 LEDGER EA. VERT. NOTE A 140TE NAIL SPACING AT 2x4 SYP#2 - ADDITIONAL BRACES PER SCHEDULE BELOW.- ATTACH ROOF DECK (TYP.) AS REQ.. EQUALLY SUPPORTED EDGES, CLIPS ON V/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DBL. * TOP PLATE FROM EA. X-BRACE. _V 7—%—, -v SPACED ll,/ SPACING __j PER GENERAL NOTES. OF 5'-8* MAX. GENERALNOTES OTHER. WHEN USING TWO A35 CLIPS ON V/2" WIDE LUMBER, STAGGER CLIPS VERTICALLY TO ROOF TRUSS AVOID NAILING INTERFERENCE. RAFTERS SHALL BE STRAPPED TO NEAREST MAIN ROOF RAFTER. EXAMPLE OF UNSUPPORTED T� 2x12 SYP #2 LEDGER, FASTEN TO ROOF THRU 16d04" .1C. FROM w LATER BRACE A (UNBLOCKED) PANEL EDGE. ROOF DECK w/ 4-SDS /,,"x3 /2" SIMPSON SCREWS SYP#2 LEDGER ATTACH TO STUDS TO BLOC I BELOW. 0.131 x3" TOE NAILS @ 8" (TYPICAL) 1 ROW 10d COMMON AT EACH RAFTER INTERSECTION. 0 16" O.C. w/12d COMMON WIRE I - 111 . 111 1 1 1 /1 O.C. FROM BOT CHORD OF NAILS @ 3" OC NAILS PER SCHEDULE BELOW. NJ 11C I I I ( �� TRUSSTO DBL. TOP PLATE NAILING TO OVERFRAME RAFTERS, 2-0.13lx3"-/ U�K 0.131x3" INTERMEDIATE LEDGER/ SEE SCHD. A30VE REACTION LEDGER SIZE & NAILING 2x4x8' SYP#2 LATERAL —1 1 0.C. O.C. MAX. U TRUSSES, OR OVERFRAME —DATE 3-16d INTO EA. TRUSS. 2x4 SYP#2 ON FLOOR JOISTS. RAFTER SIMPSON H3 w/ 8-8d COMMON 99 TUDS, ROOF VERTICAL BRACE @ 48" O.C. w/ EA. END 0 8 SUPPORT IS 6" STAG. T 0-775 2x6 w/(5) NAILS @ EACH STUD BLOCKING AILS FROM RAFTER TO LEDGER 776-1250 2x8 w/(8) NAILS @ EACH STUD to 71 DESIGN/DRAWN 0 TR �RO� -60' r S To DBL @ /�2 STt tx4 X Af� 1 US @ 24 O.C. 2x4 SYP#2j__X ROOF SHEATHING, LAP/MRG 1251-1850 2x12 w/(12) NAILS 0 EACH STUD t - BLOCKING AS PER GENERAL ROOF USE THIS DETAIL TO CEILING NAILER SIMPSON NOTES MEMBER, FASTEN OVERFRAMED CHECKED LEDGER CONNECTION SCHEDULE UOU S) LAP (NOT CONTINUOUS) LTP4 @ SEE PLAN ROOFS, VALLEYS, ETC. SHEET 24" O.C. SHEATHING NAILING DETAIL CONVENTIONAL ROOF FRAMIN,'G SCHEDULE rio"'**� WALL LEDGER GABLE END BRACING r12 SCALE: N.T.S. SCALE: N.T.S. (PLATFORM FRAMING) SCALE: 3/4" 1'-0" SCALE: 3/4" 1'-C)" 1�1�.2lo S34, 0 STEMWALL REINFORCEMENT TYPICAL WALL FRAMING PROVIDE ANCHORS PER A BOXED COLUMN, CMU UPLIFT CONN. SCHED. 0 T_ REINFORCING AND ANCHORAGE PER SEE 7/S3.0. COURSES ATCORNER OFBOX 7 TO 10 #4 VERT. @ 24"O.C. CONSTRUCTION SPECS. THAT IS STRAPPED TO z 1 TO 6 #4 VERT. 0 48"O.C. Ld 1#5 CONTINUOUS, PROVIDE BEAM ABOVE. /— CORNER BARS (TYPICAL) UPLIFT CONNECTOR AT TOP & BOT. 1#5 CONTINUOUS, PROVIDE _j 11 TO 12 #4 VERT. 0 8"O.C. V) STEMWALLS OVER 6 COURSES TO SLAB ON GRADE, SEE WALL STUDS & SHEATHING, OF STUDS, SEE CONSTRUCTION CORNER BARS (TYPICAL) 819< DETAIL AA WOOD PANEL SHEATHING IF, INTERIOR STUD BEARING SPECIFICATIONS. OMIT WHEN USING CONSTRUCTION I SPECIFICATIONS. WALL SEE BEARING WALL HAVE TRUSS TYPE HORIZ. JOINT SEE PLAN. BEARING WALL SCHEDULE AND ""'41 THREADED ROD ANCHOR SYSTEM. SLAB ON GRADE, REINF. BETWEEN EVERY OTHER CONSTRUCTION SPECIFICATIONS. I I - SCHEbU LE. COURSE. TYPE M OR S MORTAR, .14 --- EXTERIOR GRADE a- SEE PLAN. SILL PLATE CONNECTION, PER Ld < UPLIFT CONNECTOR AT TOP & BOT. IFILL CELLS SOLID. ...... OR SLAB ON GRADE, — \-\-\\8" THICKENED SLAB (UNLESS cn OF STUDS, SEE CONSTRUCTION SILL PLATE CO�INECTION, PER CONT. BRICK LEDGE CONSTRUCTION SPECIFICATIONS. SEE PLAN AND ARCH. Lou Pontigo and IJj \ INDICATED AS A LARGER FOOTING I V) ), SHALL BE MIN. 4" SPECIFICATIONS. OMIT WHEN USING CONSTRUCTION SPECIFICATIONS. (AT BRICK ONLY) �,\ N LAN THREADED ROD ANCHOR SYSTEM. 21. -I'd . - SLAB ON GRADE, I Associates, Inc. 4 ' / —/, \ WIDER THAN WIDTH OF BOX < 4 - SEE PLAN. COLUMN, SEE DETAIL AA ABOVE. Jm\,\1�55- 496 Osceola Avenue A 1: SLAB ON GRADE, Jacksonville Beach, Florida 0 9.7 EE 32250 4 PLAN. -4 AT WALLS GREATER THEN 7 #4 DOWEL TO MATCH :2 8" CMU STEMWALL, .,d 14 Ph.242-0908 Fax.241-9557 4'-0" HIGH, NOTIFY EOR 4 4 WALL REINFORCING. SEE 1/S2.0. C', 00 FOR TEMPORARY BRACING \ CONT. CONCRETE FOOTING LAYOUT ALT. FOOTING AT PLAN. 2—#5 CONT. SO 1 3" 8"x1 61p 1—STORY, w/(2)#4 CONT. BUILDERS DISCRETION. #4 DOWEL TO MATCH WALL REINF. 1—STORY 1609 2—#5 CONT (3—#5 CONT. @ BRICK LEDGE) 9 2—STORY 2010 610 12 $ 1—STORY CONTINUOUS CONCRETE 1 O"x2O" - . 2—STORY, w/(3)#4 OR (2)#5 CONT. 2—STORY FOOTING, SEE 1/S2.0. 1211 13—STORY, w/(3)#4 OR (2)#5 CONT. x24" 3" COVER (TYP.) L mo B STEM WALL AND FOOTING ri M NOLITHIC EDGE FOOTING r2 STEM WALL —W/ THICKENED FOOTING r3 EARING AT INTERIOR SCALE: 3/4" V-0" (SIM. AT PORCH EDGES w/o WALL) SCALE: 3/4" V-0" SCALE: 3/4" V-0" (SIM. w/ POST INSTEAD OF BOX COLUMN) SCALE: 3/4" V-0" \,�-o �-o �-o F L rREVISIONS BY) SEE WALL STUDS & SHEATHING, SEE WALL STUDS & SHEATHING, UPLIFT CONNECTOR AT TOP & BOT. SEE WALL STUDS . I. BEARING WALL SCHEDULE AND BEARING WALL SCHEDULE AND OF STUDS, SEE CONSTRUCTION & SHEATHING, UPLIFT CONNECTOR AT TOP & BOT. CONSTRUCTION SPECIFICATIONS. 4 UPLIFT CONNECTOR AT TOP & BOT. CONSTRUCTION SPECIFICATIONS. SEE WALL STUDS /— SPECIFICATIONS. OMIT WHEN USING BRG. WALL SCHED. -� OF STUDS, SEE CONSTRUCTION OF STUDS, SEE CONSTRUCTION UPLIFT CONNECTOR AT TOP & BOT. & SHEATHING, THREADED ROD ANCHOR SYSTEM. & CONSTRUCTION SPECIFICATIONS. OMIT WHEN USING SILL PLATE CONNECTION, PER SPECIFICATIONS. OMIT WHEN USING SILL PLATE CONNECTION, PER OF STUDS, SEE CONSTRUCTION BRG. WALL SCHED. SPECIFICATIONS. THREADED ROD ANCHOR SYSTEM. CONSTRUCTION SPECIFICATIONS. SPECIFICATIONS. OMIT WHEN USING & CONSTRUCTION 1—#5 CONT., PROVIDE SEE 7C/S2.0 THREADED ROD ANCHOR SYSTEM. CONSTRUCTION SPECIFICATIONS. THREADED ROD ANCHOR SYSTEM. SPECIFICATIONS. CORNER BAfRS (TYP.) ---- SILL PLATE CONN., 1#4 EXTENDED 3' EACH \1. 1 #4 CONTINUOUS, PROVIDE SEE ARCH PLAN PER CONSTRUCTION SIDE OF RECESS. (TYPE.) SPECIFICATIONS. 8" CMU STEMWALL, CORNER BARS 3' EA. SIDE --,.,,, I __ SLAB ON _U_p — — SEE 7C/S2.0 SILL PLATE 2 GRADE, SEE 1/S2.0. -d 4. SLAB ON GRADE, OF RECESS. (TYPICAL) I A / SEE ARCH PLAN SE PLAN. < E PLAN. CONNECTION, 411 :2 5 /2 PER GENERAL ---41. 1 SLAB ON 4 SLAB ON GRADE, 51 4 NOTES. 2 GRADE, 14- V�, SEE PLAN. 04 AN 6- SHOWER PAN SLOPES TO DRAIN, SEE ARCH 00 8" x 8" BOND BEAM _j 1 w/ 1—#5 CONT. PROVIDE PLAN. MAINTAIN 4" MIN. SLAB THICKNESS. 0 z 00 CORNER BARS (TYPICAL (14 SHOWER PAN SLOPES TC DRAIN, SEE ARCH 4. .4 ALT. FOOTING AT PLAN. MAINTAIN 4" MIN. SLAB THICKNESS. 8" CMU STEMWALL, 2—#5 CONT. BUILDERS DISCREATION. 4 4 SEE 1/S2.0. ALT. FOOTING AT BUILDERS DISCRETION. CONTINUOUS CONCRETE CONTINUOUS CONCRETE FOOTING, f SEE 1M/S2.0. — SEE 1M/S2.0 FOR BRICK CONTINUOUS CONCRETE M/S2.0 FOR BRICK FOOTING, SEE 1/S2.0. LEDGE AT BRICK ONLY. CONTINUOUS CONCRETE FOOTING, SEE 1M/S2.0. T BR CK ONLY. FOOTING, SEE 1/S2.0. STEMWALL W/ SHOWER RECESS ��5m MONO. EDGE w/ SHOWER RECESS STEM WALL AT GARAGE CURB AT GARAGE r5 1\�o SCALE: 3/4" = 1'-0" ��o SCALE: 3/4" V-0" �-o SCALE: 3/4" V-0" \1�O SCALE: 3/4" V-0" V) _j Ljj 1#4 EXTENDED SLAB ON GRADE, 3' EACH SIDE z 1 #5 CON T. SEE PLAN. STEP, SEE ARCH. OFRECESS. 0 (TYP.) 100 . 4 < 0 DRILL & EPDXY #4 0 18" O.C. 800 8%8" THICKENED ANCHOR & BEND DOWN I TO STAIR. 3" (TYPICAL DRILLED & EPDXIED THREADED EDGE w/ 1—#5 SEE WALL STUDS & SHEATHING, 7B @ CURB ROD ANCHOR, SEE GENERAL CONC. STAIRS 0 CONTINUOUS. BEARING WALL SCHEDULE AND NOTES AND DETAIL 1/S4.0. SECONDA Y POUR if CONSTRUCTION SPECIFICATIONS. INTERIOR STUD BEARING WALL, 0.C. SEE BEARING WALL SCHEDULE. SILL PLATE CONNECTION, #4@ 18 UPLIFT CONNECTOR AT TOP & BOT PER CONSTRUCTION 41/4' MINIMUM DOWELS BEND OF STUDS, SEE CONSTRUCTIO� SPECIFICATIONS. EMBEDMENT 8" CMU STEMWALL w/ INTO STAIRS. #5 VERT. HOOKED INTO N-1 r6A'� THICKENED SLAB SPECIFICATIONS. OMIT WHEN USING SILL PLATE CONNECTION, PER THREADED ROD ANCHOR SYSTEM. FOOTING @ 40" O.C. /�4" MIN. CONSTRUCTION SPECIFICATIONS. BEND 2'-0" INTO SLAB SCALE: 3/4" V-0" �-o SLAB ON GRADE, STEP, SEE ARCH. PLAN. (TYP) GRADE SLAB ON GRADE, 16 SEE PLAN. SEE PLAN. CONTINUOUS CONCRETE -7T- 71- �J. FOOTING, SEE 1/S2.0. t SAME EDGE 1#5 CO SLAB ON GRADE, 8%16" THICKENED DISTANCE AT MONOLITHIC ADDITIONAL FASTENERS REQUIRED NT. SEE PLAN. I w/ 2—#5 CONT. 3 SLAB FOOTING. FOR SHEAR NOT SHOWN FOR CLARITY, SEE UPLIFT CONNECTOR TYP. FTG. EXTEND TYP. FTG Z 4 ,d —STORY 16 SCHEDULE. WIDTH, SEE STAIRS & PROVIDEi \ m 2—STORY 20" STEP, SEE j, DETAIL 1 /S2.0 #4@ 18" 0.C. E.W. DATE ARCH. (4" MAX.) EQUAL TO SLAB 05.25.05 12"x`12" THICKENED DESIGN/DRAWN EDGE W/ 1—#5 THICKNESS. LAP/MRG CONTINUOUS 7C @ SLAB RECESS CHECKED LAP C SHEET t---6�B THICKENED SLAB r7 ONO. FOOTING AT STEP- DOWN r8 YPICAL ANCHOR INSTALLATION rg ONCRETE STAIRS ON GRADE SCALE: 3/4" 1'-0" SCALE: 3/4" 1'—0" SCALE: 3" 1'-0" SCALE: 3/4 V-0" \1�0 �-O S260 Xk L SYMBOL LEGEND SW-1 SW-1 L, SW-1 L. WOODBEAM OR TRUSS INTERIOR LOAD 3EARING WALL k 2x6 STUD WALL @ 16" O.C. Sw# SHEARWALL SEG I MENT. X 7%7 STEP, SEE ARCHITECTURAL PLANS <-_ I BRACE GABLE END PER ll/S3.0 /V CONVENTIONALLt STRAPED AREA, SEE 6/S4.0 Sw_1 SW-2 L' HEADER Lou Pontigo and (2)13/4"X1 1 'A E OPL441� �_,_ _. .' Associates, Inc. LTT20B (SIMPSON) 0 HDQ8 (SIMPSON) 496 Osceola Avenue Jacksonville Beach, Florida 32250 HTT16 (SIMPSON) PA51 (SIMPSON) Ph.242-0908 Fax.241-9557 CA#8344 HTT22 (SIMPSON) X THREADED ROD P�F sit OS T PHD2 (SIMPSON) dTH") DS i- At HTS20 (SIMPSON) THI �_[�IVD 00 FRn ' Z' 100:001 SEE DETAIL 13/S3.0 FOR Plu S, 02 X 7`7 CONVENTIONAL ROOF BEARING WALL SCHEDULE FRAMING (TYP.) k 4 FLOOR (2) xi 6" STUD SIZE AND SPACING Of LA ' 1.9E LVL FIRST FLOOR 2x4 0 16" Uj MICROLAM 1.9E LVL SECOND FLOOR 2x4 @ 16" < !"LLJI TRUS. FR02 z ui - _j THIRD FLOOR 2x4 @ 16" (2)2x6 SPF#2 POST I A; d 11 --1 1 1 1 REVISIONS B THESE END OF TRUSS FG01. �:: 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SYP #2 Y� (2) 4"X I S1, U �W_2 ............ 2. PLATES IN CONTACT w/ CONCRETE OR CMU SHALL BE P.T. 1 4(2)1 "x1 6 3. SILL PLATE ANCHORS PER GENERAL NOTES. t�' 0 [if X_ MI 1.9E 4. STUD SIZE & GRADE ON STRUCT. IPLANS SUPERSEDE THIS (2)2x6 SPF#2 POS TABLE. 5. MIN. OF SPF UTILITY GRADE FOR INT. NON-BRG. TOP PLATES. POST FROM BOTH ENDS 01 PROVIDE COLLAR TIES 6. USE SPF#2 OR BETTER FOR ALL �iALLS IN THESE PLANS. C:) POST FROM - ABOVE TRUSS FROZ. 7. SPACE STUDS AT 24" D.C. IN NON-LOAD BEARING WALLS. LU E PER 1/S-1A (TYP) A r 1, -2-31 -7 e ^ 10 ABOV 8. MAXIMUM PLATE HEIGHT FOR STU6 SCHEDULE = 10'-1Y8" 9. ALL WALLS SHALL BE BALLOO FRAMED FULL HEIGHT TO ROOF 1�2 I OR FLOOR BEARING ELEVATION, U�LESS NOTED OTHERWISE ON op ---------- Sw_1 ------- ^2 STRUCTURAL PLAN. X HEADER SC,HEDULE FROM HEADER MAX OPENING J ,CK STUDS KING STUDS BOVE DECKZROOr PLAN �T- t Al (2)2x6 49-4" 1 1 4" 2 Sw_1 -_SCALE--_3/1,Q Ljj�0 (2)2x8 6p 1 (2)2xlO 8'-4" 1 3 \1 L ALL EXTERIOR (2)2xl2 1 Op-4'0 2 3 (3)2xl 2 WALLS ARE 2x6. SEEPLAN 160-4" 2 3 1 1 1 1. TYPICAL HEADER SYP #2 U.O.N. ON PLAN. �2)2x 2. JACK AND KING STUDS SPF#2. 12 p< ALL EXTERIOR WALLS ARE SW-3. 3. SEE DETAIL 6/S4.0 FOR TYPICAL FRAMING. INSTALL ONE ANCHOR, PER 4. HEADERS ON PLAN SUPERCEDE THIS TABLE. (2)1-/4"xl 6" SCHEDULE, ADJACENT TO ALL 5. PROVIDE (2)2xl2 SYP#2 HEADER �T GARAGE U.O.N. ON PLAN. MICROLAM 1.9E LVL ... ... ..... ... .......... .......... ........................................... .................... .......... DOOR & WINDOW OPENINGS. (U.O.") ANCHORING SYSTEM SUMMARY .............. "I.......... .................... .......... ......... .......... ..................... .. .......... .4...... ........... (2)2x6 SPF#2 Ld POST BOTH ENDS FOR GENERAL UPLIFT REQUIREMENT� AT ALL ROOF BEARING -0-r TRUSS FG02. 12 WALLS, A THREADED ROD ANCHORING SYSTEM, CONTINUOUS 0 U-1 .......... ......... .......... ............ ......... ......... ..... SECOND FLOOR SHEARWALL FRAMING PLAN FROM THE FOUNDATION TO THE DOUBLE TOP PLATE SHALL BE ry USED. CONVENTIONAL STRAPPING M Y BE USED IN LIEU OF 2xl 2 SYP#2 FLOOR SCALE: 3/16" = V-13" THREADED ROD ANCHORS PER DETI L 6/S4.0 UNLESS TRUSS @ 24" O.C. OTHERWISE NOTED ON PLAN. SEE E ANCHORING SYSTEM _j PLAN NOTES: SECTION OF CONSTRUCTION SPECI ATIONS FOR ADDITIONAL SEE DETAIL 4/S1.0 1) BEAMS AND TRUSSES INDICATED ON THIS PLAN ARE ROOF FRAMING MEMBERS. INFORMATION. 0 FOR NAILER ATTACHED 2) WHERE SECOND LEVEL POSTS ARE INDICATED ON THE SECOND LEVEL PLAN, PROVIDE SAME 0 < TO STEEL WIND POST. POST ALIGNED WITH UPPER POST ON FIRST LEVEL. STRAP UPPER LEVEL POST TO LOWER LEVEL UPLIFT CONNECT R SCHEDULE POST Qf3 TO LOWER LEVEL BEAM WITH (4)CS16. FASTEN POST TO FOUNDATION w/ HTT22, >_ U.O.N. ON SHEET S1.0. CONNECTION UPLIFT (LBS) 3) POSTS INDICATED ON PLAN SHALL BE PLACED WITHIN WALL DIRECTLY BENEATH CONTINUOUS 2x6 SYP#2 (1)H8 _QR (2)H3 < 745 C/) ALL EXTERIOR WALLS ARE SW-3. BEARING END OF SUPPORTED MEMBER. CAP PLATE. FASTEN TO CONNECTION TO: (2)H8 < 1490 INSTALL ONE ANCHOR, PER ALL EXTERIOR WALLS AT 4) Y MARKS INDICATED ON PLAN ARE FOR THREADED ROD ANCHORS REQUIRED FOR SHEARWALLS EACH VERTICAL w/ DBL. TOP PLATE Z 7p SCH�D*LILE, ADJACENT TO ALL THIS LEVEL ARE CONSTRUCTED AND OTHER SPECIAL CONDITIONS. ADDITIONAL RODS FOR GENERAL UPLIFT ARE I REQUIRED, 3-16d (TYP) OR (2)MTS12 < 2000 0 HEADER (2)HTS20 < 2900 DOOR & WINDOW OPENINGS. (U.O.N.) OF 2x6 WALL FRAMING.(U.O.N.) SEE SCHEDULE. OR 0 5) SEE 13/S3.0 FOR CONVENTIONALLY FRAMED ROOFS NOT FRAMED BY PRE-ENG. ROOF TRUSSES. SHEATHING, SEE POST (2)HTS2O+(2)H8 < 4390 n SCHEDULE5. TRUSS CONNECTIONS SHOWN ON PLAN SHALL SUPERSEDE FIRST FLOOR SHEARWALL FRAMING PLAN- NOTE. -IONS, SPREAD STRAPS TO TABLE. AT MULTIPLE STRAP CONNEC' SCALE: 3/16" = V-0" 2x6 SYP#2 VERTICAL AVOID NAILING CONFLICTS THROUGH TRUSS. PLAN NOTES: 0 24" O.C. (ADJ. TO TRUSS OR BEAM SUPPORT CONNECTOR 1) BEAMS AND TRUSSES INDICATED ON THIS PLAN ARE SECOND FLOOR FRAMING MEMBERS. SIMPSON A35 EACH FLOOR TRUSS.) RIDGE BOARD 2) ALL BEAMS & HEADERS NOT SPECIFICALLY ADDRESSED ON PLAN OR SCHEDULE THAT SUPPORT SEE PLAN HURRICANE co ROOF FRAMING (EITHER DIRECTLY OR THAT SUPPORT AN UPPER LEVEL WALL THAT SUPPORTS CLIP (TYP) rn 0 ROOF FRAMING) SHALL BE SUPPORTED BY AN IN-WALL BUILT-UP POST CONSISTING OF (3)2x 0, 0 0 SIMPSON H3 @ EA. SPF#2 TO MATCH WALL DEPTH INDICATED (U.O.N.). FASTEN BEAM TO POST WITH (2)HTS20. 0 0 0 0 CONVENTIONAL VERTICAL TO 2x4 SEE TABLE ABOVE CUSTOMER RAFTERS, SEE BLOCKING. CU FASTEN POST TO FOOTING w/ HTT16. THESE SIMPSON FASTENERS MAY BE OMITTED IF THE ROOF FRAMING PLAN. 2-12d @ 3" O.C. (7TONY MIDDLETON BEAM PASSES BELOW THE CONTINUOUS DOUBLE TOP PLATES AND A THREADED ROD IS WITHIN SUBDIVISION 6" OF THE SUPPORT POST. . . . . . . . . . . . . .z�' VERTICALLY .TO . . 1 EACH TRUSS (TYP) POINSETTA STREET 3)SEE DETAIL 8 & 9/S3.0 FOR ATTACHMENT OF INTERIOR SHEARWALL TO FLOOR & ROOF Y LOT UNIT BLOCK TRUSSES & FOR ATTACHMENT OF EXT. WALLS THAT TERMINATE BETWEEN TRUSSES. SIMPSON A35 FRAMING 4)POSTS INDICATED ON PLAN SHALL BE PLACED WITHIN WALL DIRECTLY BENEATH 0 a 0 0 1 CUSTOMER PLAN NAME BEARING END OF SUPPORTED MEMBER. 0 0 0 a LIP AT EACH VERTICAL 5)SEE SCHEDULE FOR ANCHORING SYSTEM SPACING FOR GENERAL UPLIFT REQUIREMENTS. X TO DBL. TOP PLATE. DESIGN/DRAWN < \_ 2x6 SYP No.2 COLLAR TIES w/ 6)CHIMNEY FRAMING DETAILS, SEE DETAILS 8 & 9/S4.0. 8-12d NAILS EACH END, AOB/BMB CHECKED 7) 'POST FROM ABOVE' WHEN NOT BEARING ON BEAM, INDICATES THAT THE SAME SIZE AT EACH RAFTER. 2x4 BLOCKING LAP AND SPECIES POST SHOWN ON THE 2ND FLOOR SHALL BE PLACED ON THE 1ST FLOOR j ALLOWED WITH THE UPPER POST. SOLID BLOCKING SHALL BE PLACED WITHIN THE U-1 NOTE: COLLAR TIE TO BE LOCATED BETWEEN EA. DATE FLOOR SYSTEM BETWEEN THE UPPER AND LOWER POSTS. a: NO HIGHER THAN 2/3 THE TOTAL FLOOR TRUSS. 9.21.05 HEIGHT OF THE RAFTER SCALE RAFTER AS NOTED BEARING TYPICAL COLLAR TIE WOOD GUARDRAIL DETAIL JOB NO. SHEET DETAIL r2 DETAIL SCALE: NTS SCALE: NTS S I SHEET 3 OF 5 Lou Pontigo and WALL SHEATHING Associates, Inc. PER SCHEDULE 5. 496 Osceola Avenue Jacksonville Beach, Flodda 2xl 2 SYP#2 PLOOR (4)3/4"0 A307 DBL. TOP PLATE. 32250 WALL STUDS PER JOISTS 0 24" O.C. THROUGH BOLTS Ph.242-0908 Fax.241-9557 PER SCHEDULE 2. RIP TOP OF JOIST GARAGE HEADER, w/WASHERS. CA#8344 2.0 FOR 1 SLOPE. SEE PLAN. -\ ------- FLOOR DECK (2) SIMPSON ---------- --- --------- PER SCHEDULE 5 H3 AT EACH RAFTER. (TYP) V2 00 @ RECESS HEADER BOLTS IN OUTSIDE FACE OF >< PRE-ENG. HEADER. V4 \-CORNER STUD / y ,77 7 POST. Cm FLOOR TRUSS. 4" CONCRETE SLAB w/ I -1,1\-FIBERMESH @ 1.5 LBS/CU.YD. 3 6" TYP. TYP. 5?1 rREVISIONS BY :::�F CONCRETE OR 6x6 Wl.,4-xWl.41 ao �� CONTINOUS 31, 00 WF ON 6MIL VAPOR BARRIER DBL. TOP-:�: RIM BOARD 6 \\-HSS 8x4x /2" TUBE IN EPARED GRADE. I SIMPSON LUS210 JOIST PLATE. (TYPICAL) STEEL WIND POST. HANGER (TYPICAL). L- BRACKET DETAIL -�O 7 S1.0 RECESS HEADER BOLTS SECTION 2'-O"`x4'-O"'x12"' DE--_P IN OUTSIDE FACE OF r2 ( S 3 MONO HIC SLAB-El- 2.0 (,3)1-3/4"'x9V," LVL HEADER. -�O SCALE: 11/2"=1'-0" 1 NG WAY, HEADER. 2.0 W/3 2x8 NAILER/SPACER, SEE 4/S-1. X -.4- 3/ 91 V \TYP. lq\ 5p-0" X 6 00 Cn V) -4 w -41 Ln< 0-1 '/2" TUBE 00 HSS 8x4x STEEL WIND POST. --\' S1-O HSS 8x4x/2" UBE STEEL ,(�4 5 ND j 5�" POST. �0 CONCRETE SLAB -4 ON GRADE. 11-2" HSS8x4 R 1'/,," w/ 4- /4"0 A307 THREADED RODS w/9" 1 11 14'-10 TUBE STEEL WIND EMBEDMENT & DOUBLE Z Ld NUT & WASHER AT POST BASE PLATE 0 Li 6'-6"`x4'-O%16" DEEP BOTTOM. ry MONOLITHIC SLAB FTG. Lli SECTION phr it-- 1= I k w/5-#5 L.W. & 8-#5 CAST FRONT FACE OF S.W. TOP & BOT. THICKENED EDGE TO SCALE: 1 V2 1 0" .0 C OVER BASE PLATE & ANCHOR BOLTS A 0 L /r - . .. 4. . ". - ...... - - InJ MINIMUM OF 3". V2" CDX WALL SHEATHING SPACER. BASEPLATE AND PER SCHEDULE 5 ANCHOR BOLTS, L ---TOP REINFORCING, L SEE DETAIL 3/S-1 SEE PLAN. STEEL COL. SHALL BE P 6B Uj �J 31 16 V-O 41 - TUBE S 14D PI FLUSH WITH INSIDE HSS 8 2.0 0710 FACE OF 2x6 W 0 3" CLR,---3N STEEL WIND POST. 2.0 T CD -- YP. x4x'/2" TUBE' 6B ALL. (2 PLACES) *3 WI D TH, 4'-0 2x8 NAILER/SPACER FASTENED TO STEEL OTTOM REINFORCING, q: FOOTING AND SEE PLAN. 2x6 NAILER/SPACER COLUMN w/2-0.145"O TUBE POST. FASTENED TO COL. P.A.F. @ 16" O.C. w/(1)-O.1 45% FOOTING AT TUBE STEEL WIND POST P.A.F. @ 8 0.C. FOUNDATION PLAN SCALE: 3/16" 1'-0" r4 SECTION r7� SECTI ON 1\�-o SCALE: 11/2 "=1'-O" CUSTOMER SCALE: 1"=l'-O" r TONY MIDDLETON SUBDIVISION POINSETTA STREET FOOTING SCIEDULE LOT UNIT BLOCK TYPE LENGTH WIDTH D---PTH BOTTOM BARS CUSTOMER PLAN NAME F2.0 2'-O-f 2--0" 1 1-0" 3-#5 EA. WAY BOT. DESIGN/DRAWN F2.5 2'-6" 2'-6" 11-01. 3-#5 EA. WAY BOT. AOB/BMB F3.0 3'-0" 3'-0" f-O" 3-#5 EA. WAY BOT. CHECKED F3.5 3'-6" 3'-6-o 1 -01. 4-#5 EA. WAY BOT. LAP F4.0 4--0" 4'-0" 1 -0" 4-#5 EA. WAY BOT. DATE F4.5 4'-6" 4'-6" 1 -0" 4-#5 EA. WAY BOT. 9.21.05 SCALE 1. THIS FOUNDATION PLAN ONLY CO%EYS STRUCTURAL INFOR. AS NOTED RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, JOB NO. ECT., SEE ARCH. PLAN. ARCHITECTLRAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. SHEET 2. REFER TO STRUCTURAL SHEET S2.0 FOR FOUNDATION SECTIONS. 3. FTGS. & FND. SHALL BE IN ACCORDANCE w/ FBC CHAPTER 18. 4. A SOILS INVESTIGATION REPORT IS ECONNENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. 5. SOIL COMPACTION AND FILL SHALL 3E IN ACCORDANCE NTH S 1 0 FBC 1804.02 AND SHALL BE COMP)CTED TO A MINIMUM OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. \11!HEET 2 OF 5 LATERAL LOADS COMPONENTS AND CLADDING: DESIGN CODE: THE 2001 FLORIDA BUILDING CODE (FBC) & ASCE7 ------------------- 120 MPH BASIC WIND SPEED -------------------- -----------------------1.00 IMPORTANCE FACTOR ------- 24.0 FT MEAN ROOF HEIGHT ---------------------------------------6/12 ROOF PITCH----------------------- -------------11 BUILDING CATEGORY ---------------------------------------B EXPOSURE CATEGORY ------------------ -------------------------PART. ENCLOSED 24-3 ENCLOSURE CLASSIFICATION --------- -------------------± .55 < INTERNAL PRESSURE COEFFICIENT ------ ----- 1. THESE PRESSURES REPRESENT THE NET PRESSURE (SUM OF EXTERNAL & COMPONENTS & CLADDING DESIGN PRESSURES (PSF) INTERNAL PRESSURES) APPLIED NORMAL TO WALL SURFACES, 2. LINEAR INTERPOLATION BETWEEN VALUES OF TRIBUTARY AREA IS PERMISSIBLE. TRIBUTARY INTERIOR EDGE STRIP: 3. PLUS AND MINUS SIGNS SIGNIFY PRESSURE ACTING TOWARD & AWAY FROM I THE EXTERIOR WALL SURFACE. AREA (sf) ZONE 3'-6" 4. ALL COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH A-02 POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. 10 +34.0 -36.2 +34.0 -42.8 5. COMPONENT & CLADDING ELEMENTS WITHIN A DISTANCE 'a' FROM OUTSIDE Lou Pontigo and - t ACORNERS OF THE BUILDING SHALL BE DESIGNED FOR THE EDGE STRIP 50 +31.3 -33.5 +31.3 -37.4 PRESSURES. OTHERWISE, USE INTERIOR ZONE PRESSURES. Associates, Inc. 6. DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE 100 +30.2 -32.4 +30.2 -35.0 RESPONSIBILITY OF THE WNDOW/DOOR MANUF./SUPPUER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. 496 Osceola Avenue Jacksonville Beach, Floddo DESIGN SPECIFICATIONS: 32250 Ph.242-0908 Fax.241-9557 DESIGN CODE4 THE 2001 FLORIDA BUILDING CODE (FBC) CA 8344 OCCUPANCY: RESIDENTIAL GROUP R-3 (SINGLE & MULTI-FAMILY) FOR WIND UPLIFT. TRUSSES SHALL BE DESIGNED WITH A MIN. DEAD CONSTRUCTION: TYPE VI, UNPROTECTED LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM CHORD. DESIGN LOADS: ACTUAL AND UNIFORM REACTIONS CALCULATED FOR THE BEARING POINTS OF ROOF TRUSSES DEAD LOAD : (ACTUAL) LIVE LOADS: (UNIFQBM SHALL BE REDUCED IN ACCORDANCE w/ F13C SEC11ON 1609.4.3. FLOOR 13.5 PSF FLOOR 40.0 PSF SPECIFICALLY, ATTIC FLOOR LIVE LOADS CONBINED WITH ROOF LIVE ROOF 13.5 PSF ROOF 16.0 PSF (T,C.L.L.) LOADS SHALL BE MULTIPLIED BY 0.75 WHEN COMBINED w/ DEAD LOAD. SEE FBC 1609.4.3 FOR ALL REQUIRED TRUSS ENGINEER SHALL ROOF (TILE) 30.0 PSF ATTIC 10.0 PSF (B.C.L.L.) TO-TRUSS CALCULATIONS AND BE RESPONSIBLE FOR ALL TRUSS- CONNECTIONS (UNLESS A SPECIAL CONNECTOR DESIGN IS REQUIRED DEFLECTION CRITERIA: r,0 ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD 1/180 ITHAT IS NOT AVAILABLE FROM VENDORS) _j 1/160 FLOOR FRAMING: LIVE LOAD L/480 AND TOTAL LOAD R) -,D IV I'D MATERIAL SPECIFICATONS: CAST-IN-PLACE CONCRETE. SHALL HAVE A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS C 90 AND SHALL HAVE A L 1 711v� �2 CONCRETE IN MASONRY UNITS. SHALL BE CONCRETE MASONRY UNIT IN ACCORDANCE WITH ASTM MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI MEN USING TYPE M OR S MORTAR (ASTM C 270). IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK IN COMBINATION NTH TYPE M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE STRENGTH (f'm) OF 1500 PSI. GROUT* THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF -A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS -Ya PLACED AT AN 8" TO 11" SLUMP AND HAVE By WHEN TESTED IN ACCORDANCE WITH ASTM C 1019. REINFORCING STEEI- SHALL BE ASTIVI A615, GRADE 40. SMUCTURAL STEEL. SHALL BE ASTM A36. CA r,0 WELDED WIRE FABRIC (WW): SHALL 13E ASTM A185. I ANCHOR BOLTS AND THREADED RODS: SHALL BE IN ACCORDANCE NTH ASTM A 307 OR ASTM F 1554 GRADE 36. lu FR-02 -9 WASHERS. SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). 70 Cn NUTS. SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. I J, C) ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): FR-02 CD SIMPSON STRONG-TIE CO., PRODUCT: EPDXY-TIE SET OR APPROVED EQUAL. SIMPSON STRONG-TIE CO., PRODUCT: ACRYLIC-TIE SET OR APPROVED EQUAL. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED, Z-MAX OR SS. 00 CONSTRUCTION SPECIFICATIONS: .1. PRE-ENGINEERED TRUSS NOTES ROOF ASSEMBLIES- ROOF ASSEMBLIES SHALL BE IN ACCORDANCE WITH FBC CHAPTER 15. _�j I./ DESIGN OF PRE-ENGINEERED WOOD TRUSSES SHALL BEAR F001ING AND FOUNDATIONS. SOIL BEARING (DESIGN MAXIMUM): 2500 PSF. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A �1 THE SEAL OF AN ENGINEER ll� THE STATE OF FLORIDA AN DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM ;V SHALL COMPLY NTH NFPA. TRI, AND AITC 100. CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. CONTRACTOR SHALL VERIFY THAT ADAQUATE TRUSS BEARING IS INSTALLED AT ALI TRUSSES AS INDICATED IN REINFORCED CONCRETE.- DESIGN PER ACI 318 LATEST EDITION, f'c = 2500 PSI. ALL REQUIRES COMPRESSIVE STRENGTHS THE TRUSS SHOP DRAWINGS. (UNLESS OTHERWISE NOTED ON PLAN) ALL TRUSSES SHALL HAVE TEAPORARY BRACING PER MASONRY. ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK E30ND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE INSTALLING & BRACING METAL PLATE CONNECTED WOOD PERMITTED, SHALL BE 48 BAR DIAMETERS ALL CELLS BELOW FINISHED SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL TRUSSES, HIB-91." f3E REINFORCED FULL HEIGHT WITH: PERMANENT BRACING SHALL JE 1x4 SYP#3 OR BETTER GN - #4 0 4'-0- O.C. MAX. I BOTTOM CHORD BRACING PER ENDICULAR TO TRUSS z - #4 AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. C) CD BOTTOM CHORDS AND ATTAC D TO EACH TRUSS WITH 0 INT REINFORCEMENT AT 16" O.C. VERTICALLY, 2-8d COMMON NAILS. PROVID PERMANENT BRACING AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSED, PROVIDE HORIZONTAL JO (EVERY OTHER COURSE) UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE A MINIMUM OF 6". IF THE FOOTING WHERE INDICATED ON THE TR SS MFR. SHOP DRAWINGS. ry ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHOULD AT END WALLS PROVIDE DIAG NALS (APPROXIMATELY 45%) WOOD: ALL WOOD MEMBERS EXPOSED T 1 0 WEATHER OR (N4CAONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE TO THE ADJACENT EXTERIOR RERPENDICULAR WALL PRESSURE-TREATED. WOOD FRAMING SHALL BE IN ACCORDANCE WITH CHAPTER 23 OF THE FLORIDA BUILDING CODE, UNLESS BETWEEN EACH LINE OF BRAC NG TO FORM A ZIGZAG OTHERWISE NOTED HEREIN. PT LUMBER INDICATED IN SECTIONS PRESERVED NTH SODIUM BORATE (DOT-DISODIUM PATTERN ALL CONSTRUCTED OF THE SAME BRACING OCTABORATE TETRA HYDRATE). IF HOWEVER. ACO OR NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED MATERIAL. ALSO ALONG EXTEFIOR WALLS PARALLEL TO FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE BOTTOM CHORD BRACING PRO IDE DIAGONALS IN THE END STAINLESS STEEL. SPACE BETWEEN THE WALL AND THE FIRST LINE OF 0 < 3'/," MINIMUM IN CONCRETE AND 5/," GROUTED BOTTOM CHORD BRACING AT A MAXIMUM SPACING OF 20 FASTENERS AND EPDXY: EMBEDMENT OF EXPANSION 13OLTS SHALL BE RODS OR REBAR 20-0 4-3 FEET. :_5 MASONRY. EPDXY SHALL BE 'SET EPDXY-11E ADHESIVE' BY SIMPSON OR APPROVED EQUAL, EMBEDMENT OF DOWELS SHALL BE 12 BAR DIAMETER MINIMUM (LION). HOLES SHALL 13E I/," LARGER THAN REBAR SIX AND .1/," LARGER PARTIALLY ENCLOSED, 3 WITH 3 HOOKS x FOR STRUCTURES DESIGNED THAN THREADED ROD SIZE. ANCHOR BOLTS EMBEDDED IN CONCRETE SHALL CONFORM TO ASTM A 07 TRUSS ENGINEER TO PROVIDE SPACING REQUIREMENTS FOR SPECIFIED LENGTH. BOTTOM CHORD BRACING OF ''HE TRUSS WITHOUT USE OF SILL PLATE CONNECTORS. ALL EXTERIOR WALLS & INTERIOR SHEARWALLS, PROVIDE 1/2*x6" Ig THREADED ROD ANCHORS w/ RIGID CEILING DIAPHRAGM. Z 2x2x1/8" PLATE WASHER DRILLED & EPDXIED 0 40" OC BETWEEN THRU-BOLTS INCLUDING BENEATH WINDOW SILLS. BY SIGNING AND SEALING TH13 TRUSS LAYOUT, THE 0 SHEATHING SPECIFICATIONS: 6- D.C. FIELD (0 GABLE ENGINEER OF RECORD (EOR) MAKES NO CLAIMS REGARDING 0 SHINGLE ROOF - 15/32- APA RATED SHEATHING, NAILED w/8d COMMON NAILS 0 6" D.C. EDGE & THE COMPONENT DESIGN THA7 WERE PREPARED BY THE 12- ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). TILE ROOF - 19/32" APA RATED SHEATHING, NAILED w/8d COMMON NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (0 GA13LE ENDS DELEGATED ENGINEER (TRUSS DESIGN ENGINEER) TO DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). ACHIEVE THE FRAMING DEPICTED ON THIS SHEET. THE EOR WALL - 15/32- APA RATED SHEATHING, NAILED wl 8d COMMON WIRE 0 6" O.C. EDGE AND 6* O.C. FIELD. PROVIDE 2x4 SECOND FLOOR PRE- ENG. DOES NOT CLAIM THE WORK 'ONTAINED ON THESE TRUSS BLOCKING AT ALL JOINTS. & I LAYOUTS AS HIS OWN. THE E R CERTIFIES THAT THE FLOO 23/32- APA RATED STURD-I-FLOOR SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6* D.C. EDGE FELD ROOF TRUSS LAYOUT PLAN TRUSS AND BEAM SPAN DIRE TIONS, AND BEARING WALL PORC GYPSUM (WATER PROOF) GREEN BOARD, wl 5d COOLER NAILS 0 6" D.C. EDGE AND FIELD LOCATIONS ARE THOSE WHICH THE SUPPORTING STRUCTURE D J (OR GREATER) COX PLYWOOD, w/ 6d COMMON NAILS 0 6" O.C. EDGE AND FIELD SCALE: N.T.S. WERE DESIGNED TO CARRY. )I. TIES DELEGATED TO THE 7 - O.C. EDGE AND FIELD. TRUSS DESIGN ENGINEER EXPLICITLY NOT COVERED BY THIS /,,* OSB, w/ 8d COMMON WIRE NAILS 0 6 HAgpIpANEL SHEATHING WHERE HARDIPANEL SHOWN USE 5/16" HARDIPANEL SHEATHING FASTENED WITH 6d NAILS 0 6- O.C. SEAL INCLUDE COMPONENTS ( NDIVIDUAL TRUSS) DESIGN, EDGES & FIELD. WHEN SW-3 IS NOTED FASTEN WITH 8dx2l/2 GALV. COMMON WIRE AND PROVIDE HORIZONTAL BLOCKING AT TRUSS TO TRUSS CONNECTIONS, AND TRUSS TOTRUSS 48" MAX. IF SW-I IS SHOWN. PROVIDE WOOD PANEL SHEATHING AS INDICATED ABOVE BENATH HARDIPANEL APPLICATION. LOADING. EXTERIOR AND INTERIOR SHEARWALL SPECIFICATION& SHEATH PER WOOD PANEL SHEATHING SCHEDULE BELOW, WITH 2x- BLOCKING AT ALL PANEL JOINTS. EXAMINE ALL SECTIONS AND DETAILS FOR SPECIAL NAILING AND BLOCKING CONDITIONS. CUSTOMER WOOD PANEL SHEATHING SW-# INDICATES WOOD PANEL SHEARWALL. PROVIDE NAILING AND ANCHORING AT EACH END OF TONY MIDDLETON SHEARWALL PER SCHEDULE BELOW Qj3 AS INDICATED ON PLAN. PROVIDE STUDS AT ENDS OF SHEARWALLS PER 7/S4.0 (KING SUBDIVISION STUDS AT HEADER MAY SERVE AS DOUBLE STUD). IF CONVENTIONALLY STRAPPED, ANCHOR SECOND STORY END STUDS TO ND FLORIDA PRODUCT APPROVAL CODES POINSETTA STREET FIRST FLOOR WALL FRAMING w/ (3) CS16 OR AS INDICATED ON PLAN. GENERAL UPLIFT CONNECTOR SCHEDULE HOLDDOWN FASTENER SCHEDULE A LOT UNIT BLOC� ABEL NAILING & END ANCHORAGE OF SHEARWALLS I ENE L *0 RODS CONNECTOR FASTENERS APPROVAL CODE CONNECTOR FASTENERS PRODUCT CODE CONNECTOR FASTENERS PRODUCT CODE CONNECTOR FASTENE PRODUCT CODE Swl: NAILING- 8d COMMON WIRE NAILS 0 3" O.C. EDGE & 6- O.C. FIELD ANCHOR- -1/8"o ROD QR (2)1/2 TRUSS OR BEAM SUPPORT CONNECTOR 4-10d TO STUD SW2: USE SW1 NAILING, EXCEPT SHEATH BOTH SIDES OF STUDS ANCHOR- wl (2) '3/,*o RODS BUILT-UP POST FOUNDATION SEE FOUNDATION PLAN. A35 12-8dxl'/2" FL474.4 PHD5 14-SDS/4x3" TO TRUSS FL503.26 CC44 2--/8"0 BOLTS TO BEAM FL1 218.12 SSP 1_10d TO TO TC P PLATE FL1 423.21 CUSTOMER PLAN NAME SW3: NAILING- 8d COMMON WIRE NAILS 0 6* O.C. EDGE & 6" O.C. FIELD ANCHOR- w/ 1/,"o ROD 2-5/a"O BOLTS TO POST CU PORCHES LTP4 12-8dxl'/2" FL474.258 1-5/8"0 ROD TO FTG. is r TONY ANCHORING SYSTEM: FOR GENERAL UPLIFT REQUIREMENTS AT WALLS INSTALL I/ItOO A307 THREADED ROD ANCHORS PER UPPER POST LOWER POST (2)CS16 FL474.115 18-16d TO TRUSS 4-5/8"0 BOLTS TO BEAM FLI 218.18 DSP 4-10d TO STUD FL1 423.21 DESIGN/DRAWN DETAILS 1 & 2/S4.0 WITH A MAX SPACING OF 6'-8" O.C., AT EXTERIOR WALLS & 4'-0" O.C. AT INTERIOR 13EARING WALLS, UPPER BOX COL LOWER BOX COL. (2)CS16 AT EACH CORNER H2.5A 5-8d EA. END HTT16 1-1/2"0 ROD TO FTG. FL503.20 CC66 2-5/8"0 BOLTS TO POST 1-10d TO TO TC LATE A08/81VIB AND AT ALL CORNERS AND WALL INTERSECTIONS. SEE SPECIAL ANCHOR LOCATIONS INDICATED ON PLAN. SEE DETAIL 8/S2.0 BOX COLUMN FOUNDATION (1)LTT20B (SEE 7/S3.0) H3 4-8d EA. END FL474.116 CHECKED FOR TYPICAL ANCHOR INSTALLATION. INTERIOR PARTITION WALLS AND INTERIOR BEARING WALLS WITH NO ROOF UPLIFT DO 474.335 4-10d TO STUD NOT REQUIRE ANCHORS. ANCHORS AT ENDS OF SHEARWALLS MAY VARY, SEE SHEARWALL SPECIFICATIONS ABOVE AND PLAN HEADER BEAM BOX COLUMN (2)HTS20 H8 5-10dxl.5" EA. END FL1 423.7 HTT22 32-16d TO TRUSS _ FL503.21 PA51 9-16d (EMBED ANCHOR) FL LTT20B E FL1 423.21 LAP FOR LOCATION. AS AN ALTERNATE THE CONTRACTOR MAY INSTALL CONVENTIONAL STRAPPING PER 6/S4.0 FOR HEADER BEAM POST (2)HTS20 MTS12 7-10dxll/2" EA. END FL474.325 1-5/8"0 ROD TO FTG. 7/8"0 ROD TO FTG. FL503.6 11-10d TO TO TCP PLAT DATE INTERIOR/EXTERIOR ROOF BEARING WALLS IN LIEU OF THE ANCHORING SYSTEM SPECIFIED ABOVE. THIS SYSTEM USES A POST . FOUNDATION (1)ABU44/66 24-10dxll/2" EA. END FL538.9 20-SDSI/,x3" TO TRUSS HD10A 4-5/a"O BOLTS TO TRUSS CONNECTOR NOTES: 9.21.05 THREADED ROD (THRU-80LT) CONTINUOUS FROM THE FOUNDATION TO THE DOUBLE TOP PLATE. TYPICAL ANCHOR 13OLTS ARE EXTERIOR BEARING WALLS & INT. SHEARWALL ALL EXT. WALLS & INT. SW PROVIDE 1/2%6" HTS20 HDQ8 FL1463.25 1. ALL TRUSS-TO-TRUSS CONNECTIONS SHALL BE PROVIDED SCALE ONLY REQUIRED AT THE FOLLOWING LOCATIONS: SILL PLATE FOUNDATION Ig THRU-BOLT w/ 2x2x1/8" PLATE WASHER MSTA24 9-10d EA. END FL1 901.57 1-7/,,"o ROD TO FTG. SET SIMPSON EPDXY-TIE FL402.3 BY DELEGATED TRUSS ENGINEER, AS NOTED - SPACED @ 6'-0" O.C. AT THE EXTERIOR WALL SILL PLATE WHERE THE THRU-BOLT SPACING IS GRATER THAN 6'-0' O.C. DRILLED & EPDXIED 0 40" oc BETWEEN MSTA36 13-10d EA. END FL1901.59 6-10d TO HEADER AT SIMPSON ACRYLIC TIE FL2304.1 2. WHEN USING TWO STRAPS C SINGLE PLY TRUSSES, - AT THE EXTERIOR WALL SILL PLATES MERE THE THRU-BOLT IS MORE THAN 12" FROM THE END OF THE PLATE. THRU-BOLTS INCLUDING BENEATH WINDOW LUS28 4-10d TO JOIST FL474.284 CS20 9-8d TO MEMBER EA. END FL1 901.6 PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE JOB NO. ROOF AND CEILING FRAMING: ALL CONVENTIONAL FRAMING SHALL BE SYP#2. REFER TO TRUSS SHOP DRAWINGS FOR TRUSS SILLS. MSTAM24 9-10d EA. END FL1901.61 6-10d TO STUD FROM EACH OTHER. USE TH , FASTENERS TO RIGHT. PROFILES. PROVIDE SOLID BLOCKING AT SHEATHING JOINTS IN THE FIRST TWO RAFTER OR TRUSS SPACES FROM GABLE END. 5- /.%2-1/1 TITENS HUS26 14-16d TO HEADER FL474.284 SRI FL474.3134 3. 5/8"0 OR 7/el"o THREADED RODS SHALL BE EPDXIED TO SHEET ROOF SHEATHING SHALL BE ATTACHED TO BLOCKING NTH PANEL-END NAILING REQUIREMENTS. MSTC2B 18-16d EA. END FL1901.63 6-16d TO JOIST 4-10d TO TO TOP PLATE SLAB FOOTING w/ 5" EMBEIMENT. QR TO STEM WALL MEANS AND METHODS. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL QE BE RESPONSIBLE FOR CONSTRUCTION GARAGE HEADER JACK STUDS (2)MSTA24 MSTC40 26-16d EA. END FL1901.64 36-16d TO BRG. MEMBER 6-10d TO STUD w/12" EMBEDMENT. (SEE 8/32.0 FOR TYP. ANCHOR MEANS, METHODS, TECHNIQUES, PROCEDURES. OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HGUS282' FL474.139 SP2 6-10d TO TO TOP PLATE FL474.385 INSTALLATION & EMBEDMEN7 1/2"0 RODS) OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE MSTC66 38-16d EA. END FL1901.67 - 12-16d TO ORG. MEMBER S041 WITH THE CONTRACT DOCUMENTS. MGT 22-10d TO TRUSS FL1 423.15 HU410 14-16d TO HEADER _ FL1 218.148 SP4 6-10dxl.5" TO STUD FL474.386 LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL 1-1/2"o ROD TO FTG. 6-16d TO JOIST SPH4 10-10dxl.5" TO STUD FL538.34 ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL I FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 10-SDS'/.x3" TO TRUSS ABU44 5/,,"o ROD w/ 12-16d FL474.21 SPH6 10_10dx1.5" TO STUD FL538.35 SHEET 1 OF 5 PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS PHD2 FL503.27 ABU66 15/8"0 ROD w/ 12-16d FL1 725.1 ItONNECTION. AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. ffl/2"O ROD TO FTG. E L E C T R I C A L L E G E N D THE LOCATIONS OF PLACEMENT OUTLETS, SWITCHES, AND FIXTURES ON THIS PLAN MAY VARY IN THE ACTUAL HOUSE DUE TO LOCAL BUILDING CODES AND THE LOCATION OF BUILDING MATERIALS. ELECTRICAL CONTRACTOR SHOULD TRY TO MATCH THESE LOCATIONS AS CLOSE AS POSSIBLE. E)= 110 DUPLEX OUTLET CEILING LIGHT Q-- HALF—SWITCHED OUTLET &iNp WEATHER—PROOF OUTLET PULL—CHAIN =E)= CEILING OUTLET E3 FLOOR OUTLET WALL LIGHT & 220 OUTLET RECESSED LIGHT @P SPECIAL PURPOSE OUTLET �69— SWITCH RECESSED EYEBALL 3—WAY SWITCH EXHAUST FAN W/ -6Aw wpdb LIGHT 777-111"—"'=�=" 4—WAY SWITCH qp DIMMER SWITCH EXHAUST FAN WIRE/BRACE FOR FLUORESCENT STRIPS CEILING FAN UNDER CABINET IBEDROOM 2] FLUORESCENT GREAT E)= =0 =E) CEILING LIGHT ROOM WIRE/BRACE FOR pop. 4 CEILING FAN W/ LIGHT DBL. FLOOD PHONE OUTLET CABLE TV OUTLET SMOKE DETECTOR ELECTRICAL CHIME PANEL BOX BT THERMOSTAT A/C DISCONNECT 0 GARAGE DOOR OPENER 0 SD D v INSTALL SMOKE DETECTORS PER CODE. can FB—A-7 ALL ELECTRICAL WIRING TO BE IN ACCORDANCE WITH U� �ain '02 NEC. PROVIDE ARC-FAULT CIRCUIT INTERRUPTERS F PC pinulaicic IN ALL BEDROOMS PER ARTICLE 210-12. < Li REF I Gn FH_A L Q DN =E) 0 MASTER SD disc. SD UP �BATH < 00 __j F up to sconce U I- W/H Gn Ul one[ 96n I TWO CARI (fGn GARAGE disc. qP disc. FM—A—ST—E R__I IBEDROOM 4ch e _j NE C__K] TAR. DOOR 0 PENER E)= G (Owp disc. meter 'WGFI 0 WP phone/cable door sensor door sensor (DE—C R 1 M 1`0 "DWP 1`0 P v box for street lamp (Owp WP < Z _j LL_ LLJ 0—j (-) Ln < (.0 LLJ LC) M r- 0 LLJ 0 Z r < < C\j _j z , l-_ 0 < < V') < 0) DRAWN BY Anthony Middleton SCALE FIRST FLOOR ELEC . PLAN SECOND FLOOR ELEC . PLAN ROOF/DECK ELEC. PLAN 1/4" = V-0" (UNO) SCALE: 1/4" 1' 0" SCALE: 1/4" 1' 0' SCALE: 1/4" 1' 0" DATE: 08/09/05 CHANGES 00/00/00 REV. DATE I REV. DATEI JOB NO. SHEET EOF SHINGLE ROOF ELEVATION TOP OF PEA 12 VENTED SOFFIT 33'-8 6 ELEVATION TOP OF PEAK FIXED GLASS WINDOWS FIXED GLASS WINDOWS 0'-6" 2x`10 CEDAR WALL CAP ELEVATION TOP OF PEAK 1-j" DIA. PAINTED GALV. 29#-6" PIPE RAILS @ 4"O.C. TO FIBERGLASS SHINGLES 12 3'-6" A.F.F. DECORATIVE 6 FIBERGLASS SHINGLES FIBERGLASS SHINGLES CEDAR VENT ALUM. GUTTER F I I I I TOP OF DEC FLEV- TOP OF WALL 22--6 22'-0" 1 1 1 1 1 t I I I I I I I I I . . . ALUM. GUTTER . . . . DECORATIVE 2'x2' FIXED GLASS WIN. CEDAR SHADE TRELLIS (OBSCURED) CEDAR LAP BEVEL SIDING 6" PROFILE 3'x5' SINGLE HUNG (4) 36x8O FRENCH DOORS METAL R.00F 3'x5' SINGLE HUNG PAINTED WOOD CAP--' METAL SIDING Av, row 1 o" VERT. PROFILE GALV. METAL SCUPPERS IIA IIIII I U I IT 4x4 CEDAR EAVE CEDAR SHAKE 0 BRACKET CEDAR SHAKE SIDING 6" PROFILE SIDING 6" PROFILE 17'-O"x8'-O' OVERHEAD DOOR 3'x5' SINGLE HUNG �0 loz 3'x5' SINGLE HUNG TOP OF FLOOf�! ji� 0'-6' A EAST ELEVATION NORTH ELEVATION SCALE: 1/4" 0' SCALE: 1/4" 1' 0" 0-) �D ALUM. ROOF VENT ALUM. ROOF VENT VENTED SOFFIT LT 12 0 6 FIBERGLASS SHINGLES 36"x32" SINGLE HUNG— -3'x5' SINGLE HUNG .3 x5' SINGLE HUNG 3'x5' SINGLE HUNG 3'x5' SINGLE HUNG— 3'x5' SINGLE HUNG m cn z 3'x3' SINGLE HUNG — < 0 LL- F- _j -j < Ld 0 cf) m r-- F- m: I 3'x3' SINGLE HUNG u >- 1-- 0 -,4- �L-LJ z t,, F- -- - 0 ZLn 3'x5' SINGLE HUNG ry z (4) 36x8O FRENCH DOORS < < n < 0-) DRAWN BY Anthony Middleton SCALE 1/4" = V-O" (UNO) DATE: 08/09/05 CHANGES M/D/Y REV. DATE I SOUTH ELEVATION WEST ELEVATION REV. DATEI JOB NO. SCALE: 1/4" 1' 0" SCALE: 1/4" 1' 0" SHEET A OF 79-0" 7'-5" e 3'-4j" V-7j' e STORAGE AREA C14 -1x SKIRT BOARD CONT. N 1-4"x3 OAK POST —1 C4 10 m x Am 00 24'-3" . .... . . . .... .. .. 00 L, 01 V-0- 20'-0" 30 OAK POST 1x SKIRT BOARD CONT. 41- 3'-0" HIGH CONT. OAK 4'- �11 HANDRAIL (1-1%2-4") �00 30 OAK POST 1-j"x3 OAK POST W/ CASTIRON 3'-0" HIGH CONT. OAK BALUSTERS 0 4"O.C. UP HANDRAIL (I- "X2- 30 OAK POST S-2j' W/ CASTIRON 3T BALUSTERS @ 4"O.C. 8" HIGH WOOD DECK FIRST FLOOR STAI R PLANS 30 OAK POST 0 SCALE: 1/4" 1' 0" 00 01 12'-4" 7'-0" '01 0. 24'-3" 6'-0" (-_-� SECOND FLOOR STAIR PLAN 6'- ? --------- e SCALE: 1/4" 1' 0" Ll EMERG. ESCAPE EMERG. ESCAPE WINDOW WINDOW _t-t T 'I < Co 00 00 00 �GREAT �ROOM t0loo 7'-541, 44-1' 2" high wall 12'-01" 2x6 /6"vent chose Obalse 8 6'_1 1 All frol/stove to ext. w 11 1 -4 17 -IT 1 0 5z� .0 8'-6" 0 .1 -3. ._" - u� 0 + 7'-0' -C-4 4) < ROD&SHLF DW R 0 0 00 00 ROD&SHLF x x 0 0 V) L__j 30 80 5WD 0 2'-0 ,Q) Foj7O 1Q01 C.) FcnoDxo !'noxo 0 FB-A7 ATTIC CUTTLE 'a) 00 tK 0 .1 < to AHU _j 00 __j r;�00 REF '(D FH-A-M co -ENGINEERED Q0 I- 1 10 1 b PRE-ENGINEERED �j L L /r"" PRE ROOF TRUSSES WD ROOF TRUSSES T SEE TRUSS PACKAGE) (SEE TRUSS PACKAGE) C-4 '04 7'-3j' LO U-) i � 0 BATH UP 5'-0" DIA. CR R SPIRAL 4" 2 8'-0" CEILING 8'-0 ULILING '19 -. MASTERI STAIR UP (16R @ 8-3 2 x GL. 1BATH r 400 /4") 00 5'-0' 5 0" DA SPIRAL STAIR P R 0 8 -3/4-)) 5_0 (in 36x8O MTL SPIGOT 5'-4- 10'-10" Ox8O WD 14 Co i I I - % lx=� x r-100 to r- -0" DIA. I Ld 5' '0) 4'-7" 2-94 V-9 -j 01 = SPIRAL Q 8" CURB d STAIR (D DN 0 00 x TWO CARj,. GARAGE 1-j" DIA. PAINTED GALV. MASTER PIPE RAILS 0 4"O.C. TO V-6" A.F.FCO 0 IBEDROOMI 0 . 0 0- Lho) b tO 0 1 00 tNCK) x FD_E C-_K� (0 co 0 z 1 0 911. 0 LO 0 W 0 N 1:� 0 00_j PRE-ENGINEERED < x ROD&SHLF m C*\j z a- 0 T X 00 z -.(o 3'-5- 12'-4" V-5" ROOF TRUSSES < (SEE TRUSS PACKAGE) LL_ CL Ck: 0 0 _j I. < cj� 0 0 �- < 0 Lij 1-j" DIA. PAINTED GALV. I _j _j FD_E_C_Kj PIPE RAILS 0 4"O.C. TO < V) LLJ 3'-6" A.F. _j U-) _j FN >- Q0 Z ,I- LLJ 0 0 z cf) Lo 17'-2" 17#-291 3'-10" A L z N < 0 V-5' 11-51, V-5' 6" < < rn DRAWN BY 20'-0" 4!-3" 20'-0" fie 4'-3- Anthony Middleton SCALE 1/4- = 1'-0- (UNO) DATE: 08/09/05 FIRST FLOOR PLAN SECOND FLOOR PLAN CHANGES 00/00/00 REV. DATEI SCALE- 1/4" 1' 0" SCALE: 1/4" 1' 0" ROOF/DECK PLAN REV. DATE JOB NO. SCALE: 1/4" 1' 0' SHEET NOTE: SEE STRUCTURAL DRAWING S-1A FOR A ADDITIONAL ROOF PLAN OF PRE-ENGINEERED ROOF TRUSS (SEE TRUSS PACKAGE) SEE STRUCTURAL DRAWINGS CIV olmantic Beach FOR LOCATION AND SIZES 9%M :Q Vid Zoning DepafteM 4MOV C VMM"CMPHIMCe%ith appt cable =11, ICU vision and other local Ion( Mont ulations, but does not con!titut( approval for Issuance of Dermits. Cnmn an OF EXTERIOR /INTERIOR AREA EVALUATION With Florida 8 ding-Code and all ther appi ,abi local. state Federal pennittl 0 [zo n ng requirei ient "th to d 1 BEARING FOOTERS must be verifi d by signature of the City of A anti it icial prio Beach Buill r r to the Issuancai of I 1 l3ull i ding LIVING (CONDITIONED) 1990 SO FT lic Perr ROOF DE CONSTRUCTION: GARAGE (UNCONDITIONED) 400 SO FT Approved Dr. 1X6 DECK OARDS ON 2X4PT SI.EEr-ERS CommlAity dw ON THICK MOPPED ASPHALTIC RXL ROOFING ON Date- /,,,,yeve1 pmentj�in v - 2,0-/j:2 -J 'GRACE' SEI.F-ADHERED W.P. MEMBRANE TOTAL UNDER ROOF 2390 SO FT AdD2 OVER J" CC I X PLYWD. DECK AREAS 2191 SO FT 24'-3" STORMWATER STORAGE V REQUIRED STORAGE VOLUME 970 FT 3 (___� PARTIAL BLDG SECTION@ ROOF DECK PROVIDED STORAGE VOLUME PRE-ENGINEERED ROOF TRUSS(SEE TRUSS PACKAGE) SCALE: 1/4" 0" (90'xlO'xl.5') 1350 FT 3 ROOF: FIBERGLASS SHINGLES FOR 120 MPH RATING CLASS 'A' RATED ASTM E 108 & UL 790 ASTM D3462 SECURED W/ 4 NAILS UNDERLAYMENT: ASTM D226 TYPE 1 OR ASTM D4869 TYPE 1. ON CDX PLYWD. W/ 8d NAILS 0 6- 50'-0" R-M BATTS INSUL. MAINTAIN < MIN. 2" AIRSPACE < U� 0 ALUM. DRIP Y\011. FLASHING 10,-0 ___7 F 0 'e, 0 P.T. 1x 00 FASCIA \- 1/2- GYP BOARD 0 I PERF.ALUM. (SINGLE KNOCK-DOWN '00 SOFFIT 0012" TYP. FINISH) NOTES: C14 \5� R-13 BATTS 2x4 NAILER CONT. ?"C', INSUL. DESIGN CONFORMS WITH 2001 FLORIDA BUILDING 120'-0" 4 (2) 2x4 TOP PLATE CONT. 0 CODE SECTION 1606 120 MPH WIND FORCES 2x4 STUDS EXPOSURE 'B' IMPORTANCE FACTOR T INTERNAL WN01 PROPOSED 8" ell 2 PRESSURE COEFF. +/- 0.55 lo, 0 HIGH WOOD 4" THK. CONC. SLAB W/ @ 16"O.C. GYP BOARD I DECK FIBERMESH REINF. ON TYP. 1-1 0 6 MIL. VAPOR BARRIER BUILDING CATEGORY 11 01011-" ^00 M 4" COMPACTED GRAN. 0 1 241-3pp FILL (3000 PSF) < TERMITE TREATED e) ALL FOOTINGS SHALL BEAR ON MIN. 2500 PSF Fz VINYL SIDING (OR CEDAR BEARING CAPACITY SOILS SHINGLES PER ELEVS.) 0 REBAR 6000 PSI ow APA RATED WALL SHEATHING 2x4 BOTT. PLATE CONT. CONCRETE 3000 PSI TYPE VARIES (SEE ELEVS.) W/ Q0 8d NAILS @ 6" O.C. AT ALL PNL EDGES & 12" O.C. IN FIELD (UNO)— T&G PLYWOOD W/ TYVEK HOUSE WRAP 8d NAILS @ 61, ALL RAILS AND GUARDRAILS SHALL BE CONSTRUCTED TO RESIST A FORCE OF 200 LBS PRE-ENGINEERED FLOOR IN ANY DIRECTION JOISTS -TJI (SEE TRUSS 01 ROPOSED TWO STORY FRAME PACKAGE) 0 ME I HOUSE W/ ROOF - DECK C-4 NCY 0 GROUP: R3 410,11 0) 0 LLJ <_ V DRAWING INDEK CONSTRUCTION v 9 \-1/2" GYP BOARD TYPE: VI 'D 00 049 R-13 BATTS (SINGLE KNOCK-DOWN INSUL. FINISH) lb rp — I SITE PLAN, FDN PLAN, TYP. SECTION 00 A L.L 2x4 NAILER CONT. V) (2) 2x4 TOP PLATE CONT. A- 2 FLOOR PLANS, ROOF PLAN, 0 2x6 STUDS ,I I 1 0 16"0.C. A- ,3 ELEVATIONS 0 TYP. GYP BOARD E- 1 ELECTRICAL PLANS DIA. THREADED ROD 0 CONT. TO 2ND FLOOR 1 1 15'-9" TOP PLATE (SEE S- 1 STRUCTURAL PLANS & DETAILS 10'_011 STRUCTURAL DWGS) S— 1 A STRUCTURAL PLANS & DETAILS APA RATED WALL SHEATHING P.T. 2x4 SOLE PLATE 4" THK. COIC TYPE VARIES (SEE ELEVS.) W/ :30RCH SLA13 0 8d NAILS @ 6" O.C. AT ALL PNL CON T. STRUCTURAL PLANS & DETAILS 170-2" -I W/ 4" DIA. WOOD TIE RODS S- 2 Cn (0 EDGES & 12" O.C. IN FIELD (UNO) L \ - @ 6' O.C. & SHOT PINS @ 'j"k LU Z 24"O.C. S- 3 STRUCTURAL PLANS & DETAILS X 0) L) F z _j 0 0 z _T_j 4" THK. CONC. SLAB V .I r w 0 4% FIBERMESH REINF. ON 0 F- SLOPE 6 MIL. VAPOR BARRIER C4 Lq GRADE 4" COMPACTED GRAN. _j _j 0 Ln L ATTACHMENTS: < 0 FILL (2500 PSF) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1_.� < (D TERMITE TREATED I . . . . . . . . . . (n Lu Ln _:_Uua -=I _C11- M r1_ 17 2" cdia. C EXISTING DRAINAGE SWALE IK -- - - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V-5- 1 .) PLAT SURVEY . . . . . . . . . C-) >- V-5" L LLJ 0 r z Ln 00 2.) TRUSS ENGINEERING (FLOOR& ROOF) -r < < $-OPP 20'-0" 50 _j # 4'-3- le 1-- 0 3.) SHEARWALL CALCULATIONS < < n < a) MONOLITHIC CONC. 4.) SPIRAL STAIR ENGINEERING (LOT 689) FTG. W/ 2-#5 BARS CONT. DRAWN-BY 5.) FLORIDA ENERGY EFFICIENCY CALCS. POINSETTIA ST. Anthony Middleton e SCALE 6.) ELECTRICAL RISER DIAGRAM 1/4" = V-O" (UNO) DATE: 08/09/05 -DRAIN GE CHANGES 0/00/00 FOUNDATION PLAN p 0\f 1-0 fR 171 , IVED REV. DATE TYP . WALL SECTION ILKt4TIC �EAV C17-, :D-' -3EAC SCALE: SI TE P 643rik lit'r REV. DATE 1/4" 0" SCALE: 3/4" 0" SCALE: 1/8" 1' 0" SEP 2 8 2005 JOB NO. Nov 0 8 2004 SHEET BY: OF