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<br />GIRDER- SEE <br />PLAN FOR SPECS <br /> <br />MASONRY WALL <br /> <br /> <br />.... <br />'" <br />I <br /> <br />-" <br /> <br />~ <br /> <br />'" <br />.... <br />~ <br />~ <br /> <br />~ <br />~ <br />;;,- <br />~ <br />i <br />~ <br />~ <br />j <br />--- <br />-We <br />iil <br />! <br />i <br />~ <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 & 7-100 TO COl. <br /> <br />SUPPORT COLUMN <br />BUILT-UP (3)2X4'S OR 4X4 <br /> <br />(1) USP HETA20 <br /> <br />W/ll-I0D 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 /> <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 SPEC. <br /> <br /> <br /> <br /> <br /> ~ i LO <br /> L.J C) <br /> C) <br /> OW~ Ii ("oo.J <br /> ~j; " ""~ <br /> ~i~ ~ ~ C':l <br />cJ 0: <br />Z c:::c <br /> ~~ ~~~ ~ :J ::; <br />e", ~~<l ~~ ~ <br />z 3 <br />Cl:: <<)~I? ~8~ ~ j; <br />w ~ glB~ <br />w ~~w o~ ~~ <br />Z Q)C'oj <br />x~~_<<) ~j; ~ z <br />e", ~ .....",. ~ ~ ~O <br />Z <<).....0) ~~o!aS () <br />g'"' <<) . <br />w d ........w ~cz ~ti I <br /> a.: .. o ~ 0 <br />--l ....J. e(~ l!a ~ <br />~ c )( <br />~~ ~ I:: [i3!a <br />e", a.. <br />W ffio~ !ll~ tij; <br />I- :~:S j;~ ~~ <br />z <br /> . . . <br /> <br />12 <br />(TYP) I SEE ELEV. <br /> <br />PRE-ENGINEERED WOOD TRUSSES @ 24" O/C <br />UPLIFT CONNECTOR (SEE SCHEDULE) <br />DOUBLE 2"X4" TOP PLATE <br /> <br /> <br /> <br />2"X4" STUDS @ 16" OIC <br />NON BRG KNEEWALL <br /> <br />BUILT-UP COLUMN <br />MIN. 2-2X4 UNDER EA. <br />END OF BEAM. <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" OIC <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 WI 1 #5 CONT. <br />AND FILLED W I GROUT <br />1 #5 VERT. IN CONe. FILLED CELL <br />WI 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 />0'\ U <br />o l1'l .S <br />00'\ ~ t/) <br />..... l1'l Cf') IlJ <br />"lj"lj Cf') ....... <br />Ero .0000 <br />Cf) 0 r:L: ~ F1 ~ Cf') <br />I-< ~ k t 0'\ 5b0'\ <br />IlJ IlJ IlJ ~.... ..... Cf') <br />~ ~ ~O'\L' t/)Cf') <br />~ ro ro~~ llJo <br />~U5~~~~~g <br />~~.~~~~ ~~ <br />U C'H.J) U 0... ~ ~::tl: <br /> <br />CMU 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.S. <br /> <br />6 <br /> <br />www <br />~t.9U <br /><(~~ <br />:)00 <br />5Sf(z <br /> <br />VI VI ~ Z <br />o ~- 5 ~ - 5 ~ 8 a: 8 <br />~~~~~~~~a:o@15 <br />::JO><~Zu.~zo~~~ <br />O'VI~O~OO~O'wog" <br /><7lWa.. <(w <( ~u-.. <br />::J~~::i~9~~~0!~::J <br />-1:~ ~W~mWWu.f-<( <br />Q:i!w~::J ~~QO~ <br />t(-1:> Oz a:r-Za: <br />o ...... u. 0 <br /> <br />STRUCTURAL NOTES <br /> <br />6 <br /> <br />o <br />o <br />\.0 <br />Q) <br />~o <br />::l~ <br />VlT""ir-.... <br />. T""i r-.... <br />-oIN <br />>"'U') <br />ffi~' <br />Q)M'" <br />L-M\.O <br />~ <br />... <( 0 - I <br />a....cLl.M <br />"",J1roT""i <br />c::;.. U) a. co <br />~Q)E~ <br />3: ro <br />.J- <br />Z <br />o <br />o <br />\.0 <br /> <br />6.6 5/8" X 7" EXPANSION BOLT OR 1/2" X 8" A.B. BOLT MAY BE USED INTERCHANGABL Y <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 /> <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.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 />(UNLESS NOTED OTHERWISE ABOVE) #2 SOUTHERN YELLOW PINE WITH AN ALLOWABLE BENDING STRESS (FB) <br />PER NDS-2oo1 = 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 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 />STRUCTURAL NOTES <br /> <br /> ('I) (f) <br /> c: <br /> CO 0 <br /> .V) <br /> 0 '5 <br /> ~ <br />6 0 ~ <br /> Q) <br />I (f) > <br /> C\I - <br /> - <br /> .- <br /> lC) I >-f- <br /> I ~ ~z <br /> ztM <br /> f'-.. LJ") w.....zz <br /> Q) uOoo <br /> 0 wUtIi <br /> .- ~~z~ <br /> ~ > 0 - <br /> ........ N - o8~'o <br /> ~ (f) ro z ~ <( <br /> 3: a..~c. <br /> lC) Q) 1.- W ::[ <br /> f-~ <( <br /> L. (]J wWf- <br /> U > E :r:ca~w <br /> ~ 2 (D b f- ::[ <br /> 0 1-1 ::::)0 <br /> a:::: z 0 I <br /> -a Vl >-~~(f) <br /> C a.::E: ::::) <br /> >- Oz~~ <br /> w <( u::sw~ <br /> a..zLL <br /> 0::: :::E V'lZ <br /> o~ .....q; <br /> ::I:::E: <br /> f- <br /> a oz <br /> ~~ <br /> I- U SHEET NO. a: <br /> ~ <br /> 0 0 <br /> z - 57 U <br /> co W <br /> ::E: <br /> W 0 <br /> ::I: <br /> (i) V'l <br /> > ::::) <br /> LO <br /> co ttcST PLOJ DATE 0 <br /> 0 <br /> N <br /> Z (5 cr. 22, 5 @ <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 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 LlVING AREAS. 30 PSF LlVE 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 />