Loading...
00-0496-043 al uj 111 FOR C4MMQN FLOOR MMS USE ONE REVISIONS: U 0 HUGHES OTC STRAP w/9-100 x I-W' CONC �' T 3 X1`1 SC DUB OADE �,, S-05- Q TO TRUSS 4 10d x 1-1/2' TO SEAT PLATE �1 HUGHES OTC GIRDERS TRAP w/9-IOD x�' A 00 TO TRUSS 4 ft x 1-1/2' TO SEAT PLATE © 10-Ob-00 � 1 � REINFORCEMENTS 0 1 LOCK DIAPHRAM=B'-m' �� j Q BLOCK D I APHRAM = 15'-0' 3/4' PLYWOOD DIAPHRAGM w/ 10d NAILS • 6' c � f-- w •3 STIRRUPS REMARKS w/ Imd NAILS 0 3' o.c, w/ 10d NAILS 3" c.c. _ + • EDGES,EDGE BLOCKING 2' NOMINAL. p Q - U INT.SUPPORTS AND 4 or-AT PANEL 1 • EACH SIDE OF OPENING. 2nd.FLOOR 16 i-i-�.1 ADD 2 01 REINF. BARS ELEV. 10 0 PLYWOOD SHALL BE GLUED W/ADHESIVES 52 -6 MEETING REQUIREMENTS OF AFG-01 (TYPICAL). 1 T5-1 A 9'-8' as 12' 2-5 - 2-5 - SEE NOTES BELOW 1 TO.TIE BEAM W, a 3'-4" {C�'-6' 6'-3" 5'-2' 3'-3` 3'-Im" 3'-8" '-( 4'-5` •� ELEV.= +9'-8' y - - TB-2 A IS'-0' 8' 121 2-5 2-5 SEE NOTES BELOW Q 10 Q te-i TAR SSEES 0 4 WOOD= Q Q RB A VAR 8' 12' 2-05 - 2-5 - SEE NOTES BELOW g" 7 n N O F ABOVE Q ABOVE ABOVE 5-1 B 9'-8' be 36' 2-5 4-05 2-01 • 121 Of, V) - 5-4 TB-1 B-4 B-4 PROVIDE 2'x4' PT SLOGGING BETWEEN 2 B 9'-8' 8' I6' 2 �✓ - Z-0T • b' OTC. EACH TRUSSES.FASTEN BLOCKING B- - I 8F8-B I { 1 r3F8-B I SFS-B i w/(3)3/I6' DIAM.TAPCONS x 3-W LG.t0 CMU AND (2)Wd NAILS TOE NAILED • EACH ENDS. B-3 B 9'-8' 8' 20' 2-5 2-5 2-01 • 8' OiG. T BELOUT-- T — t — �EC�' �" �E'C� -t' i I G='11440 I I i I i �` B-4 13 9'-8' S' 12' 2-5 - 2-5 • 4-UY O:G. 1 I Wool) FLOOR CONNECTION 1 _ i _ 1 III _ 1 _ 4 _ 1 _ 1 � � I I 131 8 8 1 i i Q I C '' fi� ' NDICl�L,4fi� TO UJALL� 1 r Q+ ►—� .t. _ .� I I { SCALE: N.T.S. 01 01 0 I 111 pl T + – � 131 131 •r 1 FLOOR 1 Q 750 1 _ I_ _ I or-GIRDER I 1 _ I 1 1 Q PERIMETER NAILING ►--� ilt I I 1 - T - I T _ i Wd NAILS • Vo.a O + C_7 I I SC1 SCI I I I I j 2X10 PT WOOD LEDGER AttACHED t0 CONCRETE TIE t - t -L O + - - + - + 1Q WW2' DIAM X 65' LONG EXPANSION ANCHOR•12' OG MM ' I 1 - I B OW ABOVE EMB G■53650 G=1 6440 0 I I -B I TB-I Tod NAILS • 6'ac. ELEEV°R.= +i0'-0' '°�-A 5 GI I �j _ MT.SUPPORTS W I 18 II 4 113= I tB-1 I O x.15 (TYPICAL) t0.TIE BEAM 8 r41"I TY�' S p _ I ABOVE _ ! _ ELO O ELEV.= +9'-8' ` O 1 i j (K pC i 2nd FLOOR -i I A I W O c��n ; ` CONCRETE BEAM NOTES. O e S-8 I 1 w II llw 1 V.■ Off-01 I 1 I I 1 I I O p P TB-I 1. ARCHITECT t0 REVIEW AND APROVE f� W w `^ O-IPRp _ - — -- - --- -F p - - - ---1 - ry O ALL BEAM ELEVATIONS AND BEAM DEP'T'HS. � Q TOP CHORD BEARING GIt�DER I I I Z. TIE BEAMS SHALL NAVE (4) 03 TIES At 12'o.c. Z LOGAITION ATTACH PER )DETAIL 1 I I I 1 AT ALL CORNERS EA. WAY AND 481o.c. REMAINDER O -t---1---, ---T- - 4t 2'x6' LATERAL BRACING • 6'- o c. 3. PROVIDE (2) 05 x�6 fd' CORNER BARS, I Al I 1 do. ID 2A w/2-10d NAILS EA [� G■32480 I ! 1 BENT 30' EACH WAY • ALL CORNERS. w C., En i 5-10 I I I i !1 - - --+ - - - '—� - S-8 PROVIDE 2X4 PT WOOD BLOCKING ATTACHED TO C\� V 6' Pt NAILS _ 1 I 6 I 1 I i W/(2)U4 Xl-3/4 LONG DIAM TAPCON SCREWS MIN 4' GENERAL O IQ w/ 3 6'DIAM x 3' LONGs.. I I g_8 III III G■'18960 I 1 I i to I I i I TRUSS AND WOOD NOTES WOOD FLOOR CONNECTION o c� � TA • 12 orr- I I I I I I - -�-- - - -_ - ---rt - - —T - - - - ---r - 2' 4' X- RAC � � w WALL) REFER t0 TRUSS ENGINEERING PLANS FOR EXACT TRUSS LOCATIONS � I B-2 1 SCl SCl I I I I 0 (PARALLEL TO WAL L) ALL GIRDER TRUSSES SHALL AT A MINIMUM HAVE 2 0 5 FILLED CELL q _ _ �L _ 2'x4' LA SAL BRA E_ 2 DIRECTLY BENEATH THE GIRDER TRUSS SHOULD THERE BE A DISCREPANCY ►-a C2 1 3 I I I 16�-0' o. MAX., T- SCALE: N.T.S. S-8 BETWEEN THE TRUSS ENGINEERING DRAWING AND ARCHITECTURAL DRAWING -O I S-8 I 1 I I a ui THE TRUSS ENGINEERING DRAWING GOVERNS AND NOTIFY ARCHITECT IMMEDIATELY. � IT 18 YOUR RESPONSIBILITY TO NOTIFY THE ARCHITECT IN WRITING N I A I ABOVE I ! i i i I �� AND GRAPHIC FORM ANY CHANGES AND MODIFICATIONS FROM ARCHITECTURAL LAYOUT. FAILURE TO DO 80 SHALL VOID OUR I 18F8LIB I I I A _VE I gFB.B , �' APPROVAL OF THE TRUSS ENGINEERING PACKAGE. tRU88 { MANUFACTURER SHALL ALSO LABEL ALL LOADS AND UPLIFTS ON ko ELOW a e5w PRELIMINARY DRAWINGS SENT TO OUR OFFICE. CO ALL TRUSS TO TRUSS CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE ~ to CO � NN Cl 8-iB B-4 __ O B-I Gi B-I CI c BELOW 0 SPECIALTY ENGINEER BUT At A MIN. ALL CONNECTIONS SHALL BE CAPABLE cat d' 710 SCl SGI 106 0 750 41 OF WITHSTANDING A UPLIFT LOAD OF 150 LBS.0 % % 450 �, 4 �, WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS W � 5 3' 2' PT WOOD BEAM 4 SHOD! ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED W W c IN ACCORDANCE WITH AITC-109.MEMBER SIXES SHOWN ARE NORMAL UNLESS NOTED w z a' z - m 3'-I" 4'-(0 4'-9" 3'-{' 4'-I(d" '-1' 3'-3' '-1' 3'-6' 8'-(d" '-4' 8'-m" '-4" � OTHERWISE. U' I � � 4' W z (Z) 2'x8' R WOOD LEDGER ATTACHED 8 U■5� PLYWOOD ROOF, WALL AND CEILING SHEATHING ARE DESIGNED AS OIAI'HRAGMS W a co G4 TO CONCRETE BEAM w! 1/2' DRAM. S-8 G=400 4' AND SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF CHAPTER 29 OF THE ►� r-1 A ANCHOR BOLTS • 16' RI 52'-6' LA SOUTH FLORIDA BUILDING CODE, UNLESS NOTED OTHERWISE ON THESE DRAWINGS. '� p 19/32' EXTERIOR GRADE (4) 3/4' D1AM. x 1' LONG J BOLTS PLYWOOD SHEATHING NAILED Q � � � TO TRUSSES w/ 10d W/ 3' HOB` STEEL COLUMN ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE NO. 2 OR BETTER �, z a NAILS • 4' oz. 4' x 4' x 1/4' BENDING STRESS,Fb ■ 1;00 PSI (MINIMUM) �T.� v ,� cn cQ SECOND FLOOR FRAMING PLAN - CYPRE55 MODEL 8' BUCKET SPECIFICATION: YOUNG's MODULUS, E ■ 100,000 ml a cn H !, i� SCALE: 114' = 1'-0' it 3/4' - ALL 3/4' DRAM.TU BOLTS TO BE AB1M A325. BRACING NOTES: 0.4 F� - ALL 1/4' STEEL PLATES TO BE ASTM A36. 3� - ALL SPECIFIED MATERIALS ABOVE t0 BE EQUAL I. CROW BRACING SHOULD BE LOCATED At NO MORE THAN V-0'or- n 3' BUCKET SI- EGIFIC:ATION: -OR BETTER WELD ALL AROIMD FOR ALL PLATE CONNECTIONS. REPEATED AT EACH END OF BUILDING AND AT 20'-0' INTERVALS. O VERIFY ION WITH - ALL 3/4' DIAM.THRU BOLTS TO BE ASTM A325. 'FOR R R - ALBICKET UPLIFT CAPACITY�FORITWO MEMBER DI AK 3 e ' 2. BOOM-0CHORDBOTTOM CHORD LATERAL BRACING SHOULD BE GLOBE , - ALL U4 STEEL PLATES To BE ASTM A36. MEMBER Ci+, . ' ' •fi - FROM NDS t E 838, - ALL SPECIFIED MATERIALS ABOVE TO BE EQUAL �, 114 13 ONE 314 DIAM. THR1J BOIL M r • - DOUBLE SHE QUALS: TO THE BOTTOM CHORD PANEL POINTS WHEREVER REQUIRED BRACE i • • • LOAD PERPENDICULAR TO GRAM ■ 1,330 LBO SPACING PERMITS. OR BETTER ` 4' - U4'FILLET WELD ALL AROUND FOR ALL PLATE CONNECTIONS. 3 3 3' 3' TYP. LOAD PARALLEL TO GRAM - 2,550 L55 3. CONTINUITY BOTTOM CHORD LATERAL BRACING SHOULD B CONT �. I i• 4' - ALL BOLT HOLES TO BE 1/8 DlAM.FOR 314 DIAM.BOLTS. i/4 - WITH SHORT DURATION LOAD FACTOR CDs L33 E NUOU$ F . B"ZT UPLIFT CAPACITY FOR TWO MEMBER '* USING 13 FACTOR"1,330 LBS x 13 ■ 1,129 LBSBOLT FROM ONE END OF THE BUILDING TO THE OTHER AND SHOULD OVERLAP /►O 4, - i�O1N ND8 T,q�.E 833��,ONE 3/4' DIAM. THR.1 BOLT IN rt ;0 AT LEAST ONE TRUSS SPACE FOR CONTINUITY. USE MIN. 2'x4' GRADE = { - OOIBI-E SHEAREQUAL5: 4, LOAD PERPENDICULAR TO GRAM ■ 1,330 L56 STEEL COLUMN ' I CK MARKED LUMBER NAILED WITH A MIN. TWO Ibd NAILS, IN ACCORDANCE LOAD PARALLEL TO GRAM ■ 2,550 LBO -� -� 4'x4'xl/4' I� D 't�(L WITH LADS, CRITERIA, At EACH CONNECTION INCLUDING INTERMEDIATE U4 _ UM.� SHORT DURATION LOAD FACTOR CD=133 � __ CONCRETE FILLED 8 TRUSSES. USING 13 FACTOR,1,330 LBO x 13 ■ 1,129 LBS/BOLT -}- p SCALE: N.T.B. 8-8 4. BLOCK ALL PLYWOOD SEAMS WITH 2' X 4' (LAID FLAT)WITH 80 NAILS • 4'o.c. STEEL COLUMM EXPANSION BOLTS TO H1LT1 KWIK BOLT II. I S I E E L CiOL UMN CAI - DETAIL AS SHOWN ON ROOF FRAMING PLAN. 4' x 4' x 1/4' WH LL BppO��LdVITERI OTO AS .IFIED AL S BE O BE Ec uAL OR BETTER SCALE: N.T.S. S-8 5UCKET DETAIL - ALL TO HOLES TAO B ALL 1/8 DAM,FOR 3/I DISH BOLTS. 3 - USE PLY141000 FILLERS WHENgREEGUIRED. gp� SE SCALE: N.TS. S-8 - All IN P{LLEO 1��C► ►�NRY= CSI '�BOLfr(MIN.EI�EDhENt 4-V2') t ANCHOR W/ONE°UTL OKER I TO . 4. - ALLOWABLE�`���0�" f = 3 LBS/BOLT(MR EMBEDMENT 4-10 't-ICP HURRICANE ANCHOR 24' 2 xb LOOKOUTER• 24'o�c. 3/4, MI:3000 P&f FASTENED 81p� CONTRACTOR SHALL COORDINAT" AND VERIFY OUBLIE�AREc1lSJA�I.,6ONE 314 Di TNRL!BOLT M NAIL 2'xb' BLOCKING BETWEEN ALL DIMENSIONS WITH ARCHITECTURAL. DWGS. ' ,Aqp� 3� ALL OUTLOOKERS - FASTEN 1 EOAD P'A�ALLEL O TQNI ■ 2 N ■ ��BS LBS EACH END W/1-Ibd NAILS SUCK T SPA C I I=I C,4T I OI V: -1 Ig X�-Ib x 13,'129 LBS�/80LT PROVIDE 2'x4` BLOCKING • 2'x8' STRUCTURAL 0 - ALL 3/4' DRAM THRU BOLTS TO BE ASTM A325. ALL PLYWOOD SEAMS,48' BACK FASCIA W/2-*d NAILS ROOF T RU 5 5 ANCHOR LEGEND OF GABLE END.NAIL SEAM w/10d AT EACH OUTLOOKER DATE: 7/28/2000 0 - ALL U4' STEEL PLATES L BE ASTM O • 4'or-EA SIDE OF SEAM. 8'xI2' CONTINUOUS ACTUAL HUGHES TG S w/9- ' 0 OR BETTER IED MATERIALS ABOVE TO BE EQUAL UCK '1' DETAIL • RAKE BE,gM, UAL � D TRAP 10D x I-1/2 TO TRUSS 4 10d x I-U2 TO SEAT PLATE DRAWN BY: A. D. 44 0 � - 1/4' FILLET WELD ALL AROUND FOR ALL PLANE CONFECTIONS. 40 12' MIN. UPLIFT O STRAP CAPACITY 13650(DADE APPROVAL 098-0111.03) I'-, 0 - ALL BOLT HOLES TO BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS. SCALE: N.T.S. S_8 0 CHECKED BY: C. D. UPLIFT CAPACITY FOR TWO MEMBER 0 ONE HUGHES OTC STRAP w/9-10 x 1/2'NAILS TO TRUSS PLUS ONE HUGHES D �- O TA 20 TRUSS ANCHOR w/8-10C x 1-112 CAPACITY FOR CONNECTION SCALE: 1/4" = V-0" 4 I�SHEAk3L� 8313,ONE 314 DRAM. TNRtJ BOLL M REQUIRED S: ANtC1„IOR 1365 + 1335 = 2100' 4.3/4 LOAD PERPENDICULAR TO GRAN = 1,330 LISS 8'x8'xi6' CONCRETE MASONRY 3 HUGHES RT 18111 w/ H-10d NAILS UPLIFT CAPACITY 11160 40 LOAD PARALLEL TO GRAM = 2,550 33 LINO - UNLESS NOTED OTHERWSE O (DADE APPROVAL OW-01n.03) SHEET {� - WITH SHORT DURATION LOAD FACTOR CD■133 USING 13 FAGTORJ,330 LBS x 13 • 1,129 LBSBOL G ■ GRAVITY LOAD T LATERAL BCE TYP - TYPICAL 4 SEMCO THOS 26 w/ 18-I6d NAILS TO LEDGER AND 14 10d x I-U1'NAILS 114' TRUSS.CAPACITY G■23350 U=11850(DADE APPROVAL 095-0818151 �/ ATTACH X-BRACING w/SEMCO FRAMING ANGLE, TO S _, 8 STEEL COLUMN 5 U CKE T DETAIL CLP3 TO CONTINUOUS 1'x4' PT LEDGER 4 SIMPSON HURRICANE CLIP HI w/4-8d NAILS 4 x 4 x U4 ATTACHED TO CONC.BLOCK WALL TYPICAL G A 5 L E END D E I A I L f-�T 5 CAPACITY N=490►)(DADE APPROVAL 091-010105) SCALE= N.TS. S-8 w/U4' DRAM.x 3-I/2' t,4PCONS • I6'oc,. OF SHEETS (TYPICAL) CONCRETE CRE TE a /� 1/E 15E AM M SEMCO THDS 26 (D)w/(6)U4' DIAM.TAPCONS x 3-14' LONG TO i V I`� I'�f-�l\ f-�I I -1 O6 MASONRY WALL AND 1410d x I-1/2'NAILS TO TRUSS. SCALE: N.T.S. S-8 CAPACITY G=26450 U■22150(DADE APPROVAL 095-0818.15) PROJECT No.: CADD FILE: