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<br />GIRDER- SEE <br />PLAN FOR SPECS <br /> <br />MASONRY WALL <br /> <br /> <br />.... <br />,:.; <br /> <br />] <br />8. <br />"'" <br /> <br />~. <br />~ <br />..... <br />o <br />... <br />~ <br />..... <br />1::1 <br />..... <br />'" <br />00 <br />~ <br />~ <br />~ <br />~ <br />-c <br />~ <br />ii/ <br />! <br />~ <br />~ <br />.g <br />~ <br />...- <br />j <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 />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 />UPLIFT CAP. 1010# (LSTA24) 1302# (HETA 20) <br /> <br />SCALE: N.T.5. <br /> <br /> <br />6 <br /> <br />USP HETA20 <br />W/7-16D TO COLUMN <br /> <br />NOTE: <br />BOTIOM 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 /> <br /> <br /> <br />SEE FLOOR PlAN <br />FOR BEAM SPEC. <br /> <br />~ 1IJ ~ <br />~1IJ~ j: & <br />~j:8 ~ <br />~i~ ~ G <br />~tj~ ~ :) <br />~~ ~ . ~ Ll"'> <br />~~$il ~~ 1IJ 0 <br />~8~ ~~ j: ~~ <br />z ~ ...". <br />~-1IJ aa tt~ <br />.:~j: ~~ is C'1 <br />~~~ ~8 ~~ a <br />ffit::iS ~~ ~I ~ <br />~~~ !~ ~ <br />ffi!tlii at:: 8~ <br />:~3 ~~ ~~ <br /> <br />cJ <br />z <br /> <br />SEE ElEV. <br /> <br />. NID <br />~ ~~ <br />~ m~~~~ <br />z x -;;;-':'&1 <br />(!) ~ Ii..-.., . <br />Z co ..- lD <br />. ~o"J e uJ <br />Wo5" <br />c.:..Jv" <br />~ ~~ <br />(!) a.. <br />W <br />r- <br />z <br /> <br /> <br />PRE-ENGINEERED WOOD TRUSSES @ 24" O/C <br />UPLIFT CONNECTOR (SEE SCHEDULE) <br />DOUBLE 2"X4" TOP PLATE <br /> <br /> <br />2"X4" STUDS @ 16" O/C <br />NON BRG KNEEWALL <br /> <br />BUILT-UP COLUMN <br />MIN. 2-2X4 UNDER EA. <br />END OF BEAM. <br /> <br />. . . <br /> <br />X 4 P.T. PLATE <br /> <br />USP SPT24 @ EA. STUD <br /> <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 />2"X4" BLOCKING <br />MAIN SPAN ROOF TRUSS <br />UPLIFT CONNECTOR (SEE SCHEDULE) <br /> <br />s <br />o <br />u <br />~ .~ <br />oS:< t-.... t/l <br />..... i.J') Cf') CJ <br />"0"0 Cf') ~ <br />E~ .OOO~. <br />(f) 0 ~~F1 ~Cf') <br />'"' C!:: '"' ~ 0\ boO\ <br />~ CJ ~ t-.. to.!.. .~ ~ <br />~:a ~R:R:~o <br />~(f)t-.. ~to.!..to.!.. .8 <br />CJ~'~~~~ ~~ <br />ON(f)Uo...~~~ <br /> <br />eMU BASE FILLED <br />W / CONCRETE SEE <br />PLAN FOR SIZE <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 /> <br />SCALE: N.T.S. <br /> <br />KNEE WALL ABV. MASONRY WALL DETAIL <br /> <br />SCALE: N.T.5. <br /> <br />6 <br /> <br />UJUJUJ <br />.:x;(9U <br />~~~ <br />~80 <br />U')u.Z <br /> <br />Vl .~ Q 5 <br />~ ~ ~.~ ~ ~ ~ ~ ~ ~ ~ ~ <br />:)O'X:Ezu.:EZO-1:::Jc.. <br />gbJ~o~8cn:i!O'w8~ <br />~~~~~9~~~~~~ <br />Q~w~S~~:;Q9~ <br />t(-1:> o~ ~'-Za:: <br />o ..... u. 0 <br /> <br />STRUCTURAL NOTES <br /> <br />6 <br /> <br />o <br />o <br />\D <br />2 <br />.- 0 <br />:J~ <br />V>~r-... <br />. ~ r-... <br />~chN <br />-OLO <br />OO~I <br />,",(]JM$ <br />L...Il..Mr-... <br />,<(0- I <br />a....!:LLM <br />~lJco~ <br />.::::.. (J) 0. 00 <br />~(]JE~ <br />r-$co <br />.1- <br />Z <br />o <br />o <br />\D <br /> <br />6.65/8" X 7" EXPANSION BOLT OR 1/2" X 8" A.B. BOLT MAY BE USED INTERCHANGABLY <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 />6.8 USP TA51 EMBEDED STRAPS MAY BE REPLACED USING USP KST248 STRAPS WITH 20-12D NAlLS THRU <br />SHEATHING & INTO STUDS ABOVE & (10) -3/16" 0 X 1 1/4" LONG MASONRY SCREWS. <br /> <br /> <br />6) WOOD: <br />6.1 WOOD STRUCTURAL FRAMING MEMBERS: <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,C. STRIP <br /> <br />-SPF STUD <br />-SPF STD & Brc <br />-#3 SYP PT <br />-SPF STUD <br />-SPF STUD <br /> <br />-#3 SYP PT <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 ELASTICITY = 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 EDlTlON, HIB-LATEST <br />EDlTlON 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 />STRUCTURAL NOTES <br /> <br /> co V) <br /> C <br /> ~ 0 <br /> 'in <br /> .:; <br /> 0 ~ <br />6 0 ~ <br /> OJ <br />I (j) > <br /> N - <br /> - <br /> .- <br /> LO I >-1- <br /> Zz <br /> I 3: c:(UJ <br /> ZVl <br /> I'-- Lt') w.....zz <br /> <D UOOO <br /> 0 UJUlJ) <br /> .- ~~z~ <br /> ~ > 0 - <br /> ......, N - 08~o <br /> ~ (j) CO Z ~ <( <br /> 3: o..~a. <br /> LO <D 1- UJ :::E <br /> I-~ <( <br /> L. OJ UJUJI- <br /> E ::c co :c UJ <br /> ~ () > 191-1-:::E <br /> 2 1-101-0 <br /> 0 ~Z5:c <br /> -0 (/) >-~~Vl <br /> c: a.. :::E ~ <br /> >- o~~~ <br /> UJ <( U UJQ::: <br /> o..ZLL <br /> ~ 0 ~ ~~ <br /> ~ <br /> Z :C::E: <br /> 0 I- <br /> a Z <br /> :) <br /> ~ a.. <br /> J- () SHEET NO. 0.: <br /> ~ <br /> Z 0 57 8 <br /> - UJ <br /> en ::E: <br /> W 0 <br /> :c <br /> Vl <br /> > co ~ <br /> lJ) <br /> ~ 0 <br /> LAST ;f,LOT DATE 0 <br /> N <br /> Z ......, Mar. '. 05 (8) <br /> 0 <br /> - ..-J <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 EDlTlON. <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 />