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05-1454-010SEE ARCH. DWGS. FOR ROOF SLOPE 5S ROOF PLAN FOR �P REQUIREMENTS EE PLAN SCHEDULE) m COORDINATE TRUSS PROFILE SECTIONWITH ARCHITECTUAL DRAWINGS 3/4" SEE ARCH. DWGS. FOR ROOF SLOPE 5S 6S (TYP.) 5S (TYP.) M B (SEE PLAN I I AND SCHEDULE) PL 1/2 x 7 x 0' -7" WITH (2) 3/4" DIAM x 8" LONG HOOKED ANCHOR BOLTS BUTT - WELDED TO PLATE - SEE ROOF PLAN FOR STRAP REQUIREMENTS d3/16 TS4x4 (SEE PLAN) M COORDINATE TRUSS PROFILE WITH ARCHITECTUAL DRAWINGS SECTION 3/4" 4" CONC. SLAB WITH #4- AT 8" O.C. EACH WAY AT MID -DEPTH O13S 2x4 AT 24 "O.C. CRICKET 5S 6S 10� (SEE TRUSS CONNECTORS) CG SECTION 3/4" = 1 ' -0" Ip GI 1�1 :- 1 1 i i SEE ARCH. DWGS. TOP OF SLAB (U=- 2.00)(TYP.) B IOU= -7.90K I R= +6.87K (U= -3.51 K) (TYP.) (TYP S.03 OU= -3.02k R= +2.22K (U=- 1.17K)(TYP.) A 3 5.03 (TYP.) I M LSJ ABOVE AND AT EXP. CLG. BELOW B -4 B -4\ /11111zzz_111 1z 2 S.03 A - 758)(TYP. A )(U = -1 .15K)(TYP.) 7_2 T1��11111�1�� (U=- 715YS.03 (TYP.) 3 L -1 I L -1 B -3 B 3 TB -1 B -3 TB -1 _ ;-- - - - - -L J -- - -l�l�j /T- - - - - -- 11��JJ -- -- - - - - -r- -- - - -- � 1 ,2�1J jjjll ��%111� - - -- - -- / B )(U=- 2.00K)(TYP.) F 1 1 S 1 F (TYP.) A (TYP.) I I, I I I I I I I I Y ol V�1 0< H 1 10 I 1 m .44 1 1 I I -' U = -7.90K 8S 1 6S 1 1 1 1 6S 1 1 / I"i O R = +6.87K I I I I I (TYP.) 'ITYP - - - TYP.) I GT -1 MIN 2 -PLY = I I I I I I I I I I I I I I I 8S I I m I I m I I (TYP.) I I I I I I I I I I I I I I I I I I I I I I I I ✓I I I I I I I I I I I 5S I I J ✓�i (TYP.) I I 5.03 (TYP.) I I I I I I I - I I m I I I I I I I I I I I I I I I m l I I I I I I I ( I I - ��, -'-- -- -- -- -- -T3 -- -- -I-- -- - i (TYP.) J -I 1 ►I J Vij I I I I I I I I I I I I I I I I I MI I I I I I I I I I I I I I (TYP.) =2 I/ 6S i i I M i (TY.)I - - - - -- _ _ __ I TB -1 I I - -- I - TB -1 B 1 (U=- 755)(TYP.) CA - - + I � V (U = -3.51 K)(TYP.) 10S I � I I I I I I I I I I a] 1 I 5" THK CONC. SLAB WITH #5 AT 6" 0. C. EA. WAY AT MID TB -1 DEPTH. HOOK INTO TB AT r- - - -- ---------- - - - - -- - - - -- EACH END. HOLD JUST r- r - - -- I BELOW BOTT. OF TRUSSES -------- - - - - -- - -- I J ' I I I I I I I I I M l I I I m I I I I I I I I I I I I TB -1 L -1 11 I _______T_B_- _1_______ L -1 I �- ---------- - - - - -P I�LLL- L---------------- i��LLLLdu I I I I I I I I I I I I I I I I 4 (NP) l i A (U = -6 (TYP.) _41 m S.02 D U= -2.58K OR= +1.75K 6S I M M gS I i (TYP.) - T7 I - rJJJJ� GT -4 = - m I <D (U I GT -3 1 = = 6S - = II - I I N 12S i 8S c° 12S TYP.) I F W/ 1 1 S I I~ m 1 1 1 S W/ F I I~ I m l i (TYP.) (TYP.) -' I I II f I I i TY P ( TYPICAL NET WIND UPLIFT ON ROOF TRUSSES: INTERIOR ZONES = -50.09 psf CORNER /EDGE ZONES = - 105.5 psf ZONE WIDTH: a = 5' -3" PROVIDE TB -1 TIE BEAM AT ROOF LEVEL U.O.N. SEE ARCH. DWGS FOR TOP OF BEAM ELEVATIONS. OTYPICAL CONNECTION OF TRUSS AT TIE BEAM U.O.N. TB -1 n2 TB -1 A (U= -696K) A (U=- 592)(TYP.) OD U= -2.69K R= +1.83K (TYP. AT BOTH ENDS) rNk UPPER ROOF FRAMING PLAN SCALE: 1/41J=1 ' -0" STRUCTURAL DRAWjICJG - N Tl_ : ;:" r -J- -- - -� JJ_ T ��1�__J 4" thick concrete slab -on- ground - 'with- 6 °.6-W1.4x4.1 -.4_ 2S - - - 6S __- soil. 3S " thick compressible joint filler. Caulk top of joint after M _ � B -1 B -1 I I 8S no. 02000 for additional information). 5S B -7 TB -3 06110 for additional information). 6S Prefabricated wood trusses at 24" o.c. (see "General FL 1777.1 Structural Notes" no. 06176 for additional information). 7S 2 #4 x 36" bars placed diagonally to corner at upper third G_T -5 of slab, 12" apart, with first bar placed 2" from corner. TB -1 I A I n o 5S BELOW AT - -; (U=- 673)(TYP.) A NOT USED. 2x4 cont. lateral wood bracing perpendicular to prefab EXP. CEILING J J y m i i 6S i i - v furring strips at 16" o.c. with (2) 8d nails into each O tl F1_1 S 2 x 6 wood ledger fasten with a" 0 Hilti Kwik bolts at 12" o.c. with 4.75" minimum embedment. Isolate wood from (TYP1) �A �i n/a w w 2 x 6 wood ledger fasten with J" diameter Tapcons at 12" o.c. Isolate wood from concrete with continuous roof felt FL 572.25 I 1°-° paper. 13S 2 x4 wood ledger fasten with J" diameter Tapcons at 12" o.c. Isolate wood from concrete with continuous roof felt O SIMP HGT -2 (MIN. 2 -PLY) paper. 8 10d into truss and (2 3/4" dia. x 8" embed. -10980 # CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS, EXISTING AND JOB SITE CONDITIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO COMMENCEMENT OF CONSTRUCTION. REPORT ANY -- �tjllll�l11�111111�1� - - - -- XO DENOTES TRUSS CONNECTORS. SEE TABLE ON SHEET S -04. TYPICAL NET WIND UPLIFT ON ROOF TRUSSES: INTERIOR ZONES = -50.09 psf CORNER /EDGE ZONES = - 105.5 psf ZONE WIDTH: a = 5' -3" PROVIDE TB -1 TIE BEAM AT ROOF LEVEL U.O.N. SEE ARCH. DWGS FOR TOP OF BEAM ELEVATIONS. OTYPICAL CONNECTION OF TRUSS AT TIE BEAM U.O.N. TB -1 n2 TB -1 A (U= -696K) A (U=- 592)(TYP.) OD U= -2.69K R= +1.83K (TYP. AT BOTH ENDS) rNk UPPER ROOF FRAMING PLAN SCALE: 1/41J=1 ' -0" STRUCTURAL DRAWjICJG - N Tl_ : ;:" 8" reinforced CMU wall with ladder type reinforcement ai - 1S every other course and #5 in groLit- filled cell at all corners, intersections, ends of walls, and -ct - -52" o.c._-betweeTi_ ;- -- FASTENERS 4" thick concrete slab -on- ground - 'with- 6 °.6-W1.4x4.1 -.4_ 2S W.W.F. at mid -depth on polyethylene sheet over compacted z soil. 3S " thick compressible joint filler. Caulk top of joint after CAPACITY placement of slab (typ. all around). 4S Continuous polyethylene sheet (see "General Structural Notes" USP TAPL12 no. 02000 for additional information). 5S Plywood roof sheathing (see "General Structural Notes" no. n/a 06110 for additional information). 6S Prefabricated wood trusses at 24" o.c. (see "General FL 1777.1 Structural Notes" no. 06176 for additional information). 7S 2 #4 x 36" bars placed diagonally to corner at upper third of slab, 12" apart, with first bar placed 2" from corner. 8S Prefabricated wood girder truss (see "General Structural + 7 10d nails Notes" no. 06176 for additional information). 9S NOT USED. 2x4 cont. lateral wood bracing perpendicular to prefab 10S truss /girder at bottom panel points, max. 8' to 10' o.c. Fasten to top of bottom chord with (2)16d nails. OR 1x3 furring strips at 16" o.c. with (2) 8d nails into each O intersection truss /girder. F1_1 S 2 x 6 wood ledger fasten with a" 0 Hilti Kwik bolts at 12" o.c. with 4.75" minimum embedment. Isolate wood from -3095 # n/a concrete with continuous roof felt paper. 12S 2 x 6 wood ledger fasten with J" diameter Tapcons at 12" o.c. Isolate wood from concrete with continuous roof felt FL 572.25 + (7) 10d nails paper. 13S 2 x4 wood ledger fasten with J" diameter Tapcons at 12" o.c. Isolate wood from concrete with continuous roof felt O SIMP HGT -2 (MIN. 2 -PLY) paper. 8 10d into truss and (2 3/4" dia. x 8" embed. -10980 # CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS, EXISTING AND JOB SITE CONDITIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO COMMENCEMENT OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO A/E IMMEDIATELY. XO DENOTES TRUSS CONNECTORS. SEE TABLE ON SHEET S -04. GENERAL ROOF WIND LOAD PLAN o/o 0 Oi0 O O ©i0 4 O O Oi0 ROOFING WIND PRESSURES: ZONE 1 = -50.09 psf ZONE 2/3 = - 105.75 psf ZONE WIDTH: a = 5' -3" TRUSS CONNECTORS MARK ANCHOR PRODUCT FASTENERS UPLIFT GRAVITY REMARKS z TYPE APPROVAL NO. CAPACITY CAPACITY A USP TAPL12 FL 1777.1 (11 1Od into truss (6 10d into seat -1350 # n/a © USP TAPL12 FL 1777.1 see above for "A" -2320 # n/a + USP TA18 FL 572.25 + 7 10d nails z o O USP HLPTA75 FL 1247.1 see above for "C" -3095 # n/a m z + USP TA18 FL 572.25 + (7) 10d nails O SIMP HGT -2 (MIN. 2 -PLY) FL 474.134 8 10d into truss and (2 3/4" dia. x 8" embed. -10980 # n/a SEE NOTE No. 2 SEE NOTE No. 3 . threaded rod set in epoxy OF Simpson LUS 26 FL 474.284 (6) 1 O into ledger -940 # +1015 # � 0 � (4) 10d into joist © Simpson HUS 28 FL 474.195 (22 16d into ledger -2000 # +3780 # (8� 16d into joist O Simpson H3 FL 474.116 (4) 8d nails into -455 # n/a each member © USP TA18 FL 572.25 (7) 10d nails -970 # n/a MO Steel Conn. -- -- -6920 # n/a SEE DETAIL ON S.01 1. CONNECTORS MUST BE PROVIDED OF THE TYPE AND MANUFACTURER AS NOTED ON THESE DRAWINGS. SUBSTITUTIONS ARE NOT ALLOWED WITHOUT WRITTEN AUTHORIZATION FOR E.O.R. 2. PROVIDE ANCHOR STRAP FROM TABLE BELOW AT EACH BEARING POINT FOR EACH WOOD TRUSS AND EACH GIRDER TRUSS ADEQUATE TO RESIST UPLIFT FORCES AS SPECIFIED BY THE WOOD TRUSS MANUFACTURER, UNLESS OTHERWISE NOTED ON THESE DRAWINGS (CONNECTIONS NOTED ON THESE DRAWINGS GOVERN). 3. PROVIDE MOISTURE BARRIER BETWEEN WOOD MEMBER AND CONCRETE. COLTRAIN AND JONES ARCHITECTURE, P.A. DESIGN + CADD PRODUCTION CONSTRUCTION ADMINISTRATION BUILDING INSPECTIONS TEL.(305) 285 -6723 FAX.(305) 285 -6722 535 SW 8 ST. MIAMI, FL 33130 SUITE 100 REVISIONS /COMMENTS, W U z w z o o O o Q LL_ m z LLI O � 0 � Q U.S. StrueWns, Inc. ° Structural Engineers 4444 SOUTHWEST 71st AVENUE SUITE 103, MtAyl, FLORIDA 33155 305.665.4555. 305.65.5522 email: wQ.4.Vst5Wturesihc.com CA 8439 .� •� tr� c� ^l_ Jose A 1✓01 Structural En�gyineer- _ Florida License o.54891 - SHEET TITLE: ROOF PLAN NOTES /DATES: - JOB NO.: SHEET NO. CJA 05.001 PERMIT SUBMITTAL DATE: DATE PRINTED: 09/09/05 SCALE: AS NOTED DRAWN BY: E.C. 5.03