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<br />GIRDER- SEE <br />PLAN FOR SPECS <br /> <br />MASONRY WALL <br /> <br /> <br />.... <br />rl <br />] <br />:=l <br />&. <br />-" <br /> <br />~ <br />f3 <br />8 <br />.... <br />.... <br />~ <br />..... <br />1':1 <br />;;, <br />:,b <br />~ <br />~ <br /> <br />/' <br />~ <br />~ <br />i <br />~ <br />J <br />~ <br />J <br />~ <br />/' <br />:.':i <br /> <br />USP LST A30 <br />W/8-10D X 11/2" TO BEAM <br />& TO COLUMN <br /> <br /> <br />~ <br /> <br />(1) USP LSTA24 W/7-10D <br />TO BEAM & 7-10D TO COL. <br /> <br /> <br />SUPPORT COLUMN <br />BUILT-UP (3)2X4'S OR 4X4 <br /> <br />W/ll-10D X 11/2" TO COl. <br /> <br />TIE BEAM <br /> <br />BEAM @ RAISED ENTRY <br />MASONRY WALL <br /> <br />REV. 8/14/03 TH <br />THIS DETAIL REQUIRED ONLY WHEN & WHERE <br />SPECIFICALLY INDICATED BY THIS SYMBOL <br />UPUFT CAP. 1010# (LSTA24) 1302# (HETA 20) <br /> <br /> <br />SCALE: N.T.S. <br /> <br />6 <br /> <br />USP HETA20 <br />W/7-16D TO COLUMN <br /> <br />NOTE: <br />BOTTOM STRAPS MUST BE <br />INSTALLED ON INSIDE OF <br />COLUMN. DO NOT BEND <br />STRAPS UNDER PLATE. <br />PLACE STRAPS IN FILL <br />CelLS W/#5 REBAR <br /> <br />SEE FLOOR PLAN <br />FOR BEAM SPEe. <br /> <br />12 <br />(lYP) I SEE ELEV. <br /> <br /> C) <br /> = <br /> c::> <br /> "'-J <br /> ~. <br /> ~ UJ ~ ~ <br /> iE ~ <br /> ~~~ ~ ~ n:: <br /> ~ <br /> ~ <br />. ~~~r <br />() <br />z <br /> ~~ ~~~ 0 <br />. \1~~ ;~ ~ <br /><.:> <br />z <br />~ ~~'~ ~8~ ~ iE <br />w ~ g~~ <br />W z ~. <br />~-UJ 00 ~ <br />z x!i-;;)''''''' ~iE ~~ ~ <br /><.:> g ...-1'}. t~l5 ~fa ~() <br />z CO...-In <br />5"'-J co . <br />w d ,,'-'w ~I::Z -~ Z <br /> 0.: .. oo~ ~v; 01 <br />~ ...Jv <br />ex <br />~~ ~Zfa !~ ~ <br /><.:> 0- ~~ 01:: fa~ <br />w :~~ ~~ ~~ <br />I- <br />Z <br /> . . . <br /> <br /> <br />PRE-ENGINEERED WOOD TRUSSES @ 24" O/C <br />UPUFT CONNECTOR (SEE SCHEDULE) <br />DOUBLE 2"X4" TOP PLATE <br /> <br />X 4 P.T. PLATE <br /> <br /> <br /> <br />2"X4" STUDS @ 16" O/C <br />NON BRG KNEEWALL <br /> <br />BUILT-UP COLUMN <br />MIN. 2-2.)(4 UNDER EA. <br />END OF BEAM. <br /> <br />RAISED ENTRY COLUMN TO BEAM <br />(CORNER SHOWN INTERIOR COLUMN SIMILAR) <br /> <br />REV. 8/14/03 TH <br />UPLIFT CAP. @ EA. BEAM - <br />1025# (LSTA 30) 1302# (HTA 20) <br /> <br />SCALE: N.T.5. <br /> <br />6 <br /> <br />2"X4" BLOCKING <br />MAIN SPAN ROOF TRUSS <br />UPLIFT CONNECTOR (SEE SCHEDULE) <br /> <br />USP SPT24 @ EA. STUD <br /> <br />APA RATED STRUCTURAL SHEATHING <br />MIN 7/16" FASTENED TO TRUSSES W/ <br />8D COMMON WIRE NAILS @ 4" O/C <br />BOUNDARIES 6" O/C EDGES & 8" O/C FIELD <br />USP SPT22 @ EA. STUD <br />2"X P.T. PLATE <br />1/2" X 8" "J" BOLT @ 24" O/C MAX <br /> <br />8"X8"X16" K.O. BLOCK W/ 1 #5 CONT. <br />AND FILLED W / GROUT <br />1 #5 VERT. IN CONe. FILLED CelL <br />W/ STD. 90 HOOK IN K.O. BLOCK <br /> <br /> <br />KNEE WALL ABV. MASONRY WALL DETAIL <br /> <br />STRUCTURAL NOTES <br /> <br />6 <br /> <br />6) WOOD: <br />6,1 WOOD STRUCTURAL FRAMING MEMBERS: <br /> <br />WALL STUDS <br />TOP & BOTTOM PLATE <br />BOTTOM PLATE IN CONTACT WITH MASONRY <br />I JOIST SQUASH BLOCK I <br />TRUSS BRACING & BLOCKING <br />FURRING & B.U.e. STRIP <br /> <br />-SPF STUD <br />-SPF STD & BTC <br />-#3 SYP PT <br />-SPF STUD <br />-SPF STUD <br /> <br />-#3 SYP PT <br /> <br />6.65/8" X 7" EXPANSION BOLT OR 1/2" X 8" A.B. BOLT MAY BE USED INTERCHANGABLY <br /> <br />6.7 FOR RETROFIT STRAPS WITH MASONRY SCREWS USE (1) - 3/16" 0 X 11/4" LONG MASONRY SCREW FOR EVER <br />(2) -10D NAILS <br /> <br />6.8 USP TA51 EMBEDED STRAPS MAY BE REPLACED USING USP KST248 STRAPS WITH 20-12D NAILS THRU <br />SHEATHING & INTO STUDS ABOVE & (10) -3/16" 0 X 1 1/4" LONG MASONRY SCREWS. <br /> <br />STRUCTURAL NOTES <br /> <br />1) CODES: <br />1.1 FLORIDA BUILDING CODE (2001). <br />1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-02). <br /> <br />1.5 "DESIGN SPECIFICATION FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE <br />INSTITUTE (TPI) LATEST EDITION. <br />2) DESIGN CRITERIA: <br />2.1 DWELLING FLOORS - 40 PSF LIVE LOAD + 15 PSF DEAD LOAD. <br />2,2 BALCONIES - 40 PSF LIVE LOAD + 15 PSF DEAD LOAD. <br />2,3 ROOF OVER LIVING AREAS - 30 PSF LIVE LOAD, 17 PSF (7 PSF T/C & 10 PSF B/C) DEAD LOAD FOR SHINGLE <br />ROOF. <br />2.4 WIND - 123 MPH, 3 SECOND GUST, EXPOSURE "B", IMPORTANCE FACTOR 1.0 <br />2.5 NET UPLIFT DEAD LOADS 10 PSF MIN. SHINGLE <br /> <br />SCALE: N.T.5. <br /> <br /> <br /> <br />s <br />o <br />u <br />o ~ .~ <br />00\ ~ ~ <br />:.alJ) (1") ........ <br />B] .ooo.e-. <br />(/)0 r:z::~~~(1") <br />~ ~ k~t 0\ 6'00\ <br />2:! ~ 2:! t'o ~ .~ ~ <br />~:g ~~~.$Eo <br />~~~ ~~~ ~.~ <br />........~;3........ " ~ <br />UN(/)U~~ :ft:: <br /> <br />www <br />a::l9U <br />~~~ <br />=>00 <br />SS~z <br /> <br />Vl Vl Q Z <br />@ ~- ~ ~ ~ ~ ~ ~ 8 ~ g <br />~g~ilift~t5rtcd~~g <br />::JO'x~zu.~zOe(::Ja. <br />O'Kl~o~oo~Q~o~ <br />Vl a.;;:w ..:;.U <br />...J"'a.::jI-'Cla::I-'~~U~ <br />...J~e(~ ~o !te(e( <br />e(~~~~~~~~~~~ <br />o ~ ff Cl <br /> <br />eMU BASE FILLED <br />W / CONCRETE SEE <br />PLAN FOR SIZE <br /> <br />(UNLESS NOTED OTHERWISE ABOVE) #2 SOUTHERN YELLOW PINE WITH AN ALLOWABLE BENDING STRESS (FB) <br />PER NDS-2001 = 1250 PSI AND A MODULUS OF ELASTICIlY = 1,600,000 PSI <br />6.2 DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR <br />LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE INSTITUTE, LATEST EDITION, HIB-LATEST <br />EDITION AND QST-LATEST EDITION. <br />6.3 ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE PRESSURE TREATED. <br />6.4 ROOF SHEATHING: (APA RATED EXPOSURE 1) 1/2" PLYWOOD MINIMUM SHINGLES OR TILE <br />6.5 UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED <br />AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. <br /> <br /> <br />z <br />o <br />...... <br />Vl <br />...... <br />> <br />...... <br />o <br />" < <br />a.. <br />:E <br />~ <br /> <br />o <br />o <br />\.0 <br />(]J <br />~O <br />::l.q- <br />VlT""i~ <br />. T""i ('... <br />~c:hN <br />ffiglf <br />(]JM(j) <br />L..M~ <br />0-1 <br />..cLLM <br />~CO,-t <br />(]J 0. 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