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00-0497-041 FOR COMMON FLOOR TRUSSES USE ONE REVISIONS: ---1 W HUGHES OTC STRAP w/9-100 x 1-1/2' J& RU ::i 1!U —1 TO TRUSS 4 10d x 1-1/2' TO SEAT PLATE PADS COUNTY B-05-00 Q = Q Q = Q FOR FLOOR GIRDERS TRUSSES USE TWO I c Q 4 HU HtRUSS 4 STR IP-I/2' TO SEATIPLATEA CONCRETE 5EAM 5CHEE)ULE F d) 1 1 I j Lu REINFORCEMENTS 3/4' PLYWOOD DIAPHRAGM w/ 10d NAILS a 6' oc w 1 ' e INT.SUPPORTS AND 4' or-AT PANEL BLOCK DIAPHRAM BLOCK DIAPHRAM Q 2nd FLOOR � t Ie 3 STIRRUPS REMARKS EDGES,>=pGl= BLOCKING 2 NOMINAL. �- w/ lod NAIL5 a 3" o.c. 15'-O' w/ Udd NAILS 3" o.c. - --� ELEV.a +10'-0' PLYWOOD SHALL BE GLUED W/ADHESIVES w }- � d &I-ON -1 MEETING REQUIREMENTS OF AFG-01 (TYPICAL). wta -a � 1 ADD 2 01 REINF. BARS _I TO.TIE BEAM TB-1 A 9'-8' ON 12' 2-05 - 2-15 - SEE NOTES BELOW ai EACH SIDE OF OPENING. 1 11 1 3'-9" '-(o" 3'-8' 3'-1(d" 3'-3" 5'-2° (0'-3" I(o'-(o" 3'-4" 4'-8" ELEY.a +9'-8' p0 I ry K� w 1 1 w 13 lu TB-2 A 18'-0' 8' 12' 2-05 - 2-45 - SEE NOTES BELOW Q ll��_7�1 2Q 1 TB-1 TRUSSE E6 24'or- p n - - ' _I O R5 A VAR 8' 12' 2-05 2-05 SEE NOTES BELOW 1 ABOVE ABOVE N N ABOVE 8" 1 cv 30 ~� j -B-4 5-1 B 9'-8' Be 36' 2-M 5 4-05 2-01 a 12' O.C. B-4 tB-I B-4 1 1 PROVIDE 2'x4' PT BLOCKING BETWEEN w 1 IL EACH TRUSSES.FASTEN BLOCKING 5-2 B 9'-8' ON 16' 2-M 5 - 2-01 a 6' O.C. 1 I ts--15 1 8F8-1B l I CZ I I 8F8-1B l w/(3)3/16' DIAM.TAPCONS x 3-1/2' LG.TO CMU �--� 1 BELOW I BELOW t BELOW AND (2)10d NAILS TOE NAILED a EACH ENDS. g-3 B 9'-8' 8' 20' 2-05 2-05 2-01 a 8' O.C. I 1 I I I I III [ G= 989" I I WOOD FLOOR -CONNECTION B-4 B 9'-8' 8' 12' 2-M 5 2-05 s 4-1/2" O.C. 1 Urn i _ _ _ _ 1 _ _ a. - ! I I i I 5 i o I I (FE RFEND I CUL AR TO WALL) l ►---� 1 I i I I S_5 I I I SCALE: N.S.T. 1 750 O 1 0 2 10 2Q i [ 0 F OOR III I ,� l 0 1 • � 1 � 7n �� 1� 1 �� G RDER � N I� I� 1 m I I I l I I I PERIMETER NAILING = = 1 a a� i I w I 1 SCI I SGI 1 I 2 Ibd NAILS a Vac. Q'-- 1 ABOVEm + ABO + t + _ t t 2XIO PT WOOD LEDGER ATTACHED t0 CONCRETE T E E - I I WA12' DIAM EXPANSION ANCHOR 612' TB-I I TB-I I fQ I x G-11,6440 I G=5365" I - FLOOR �-B _ 4_, d�_ _ _ 10d NAILS 6 6'o c. ELEV.= +10'-0' SFS-IB G2 I 8F8-i5 w 1 I 4 II II 8 II 1 l N INT. TYPICAL) /� -�• - ^ ELO - - BELOW - S-5 S-5 I - - - TO.TIE BEAM I YP5 _ T•— I I I O ELEv= +c3'-&' I, - I I I I I X I W I I 11 W l l w w CONCRETE BEAM NOTES: ►--� iv I w 1 1 8 w u I. ARCHITECT To REVIEW AND APPROVE p p TB-I j �� �� O i _ ALL BEAM ELEVATIONS AND BEAM DEP'T'HS. l I I I 2nd FLOOR U I LEY.= +10'-0' T p� pLr I I N O 2. TIE BEAMS SHALL NAVE (4) +'3 TIES AT 12'o.c. W I I I I _0I _ I _ _ I _ 3 AT ALL CORNERS, EA. WAY, AND 48'o.c. REMAINDER - -- --1•••---I----1----1-- - t— - - - - i - - •1-- - OIII T�O I I cy-a 'x4' -BRA do. I I I I -� -i G=$965+' 5-10 2'x6' LATERAL BRACING a 6'- oc. 3. PROVIDE (2) 05 x 60' CORNER BARS, �,,) U_ u- Q w/2-10d NAILS EA. S BENT 30' EACH WAY a ALL CORNERS. �� I I I I I - �� �� - •�— - - - •I-- - - �— - - —I- - - Z'x6' P NAILS �, I II_ Q I I 6 I T PROVIDE 2X4 PT WOOD BLOCKING ATTACHED t0 M Q-e CC Z - - l G=7896 III III -S-5 T - - l - TAPCON tv 12'oc LONG. W/(2)I/4'X1-3/4' LONG DIAM TAPCON SCREWS MIN 4' GENERA 'I'RU 5 AND WOOID NOTE5 � Q S-5 I I I I SCI SCI I g_Z I _ REFER ENGINEERING T FOR EXACT �SWOOD FLOOR CONNECTION AAL GIRDER TRUSSES SHALL A MINIMUM HAVE2 FILLED CELL 2'x4' LATE L B-I CE - - CZ C ,� ,� !. O U�,�WALL Z GQ j— I j— I 3 III DIRECTLY BENEATH THE GIRDER TRUSS SHOULD THERE RE A DISCREPANCY I I I T 1'-01 45 0 10' o. c. BTM. O BETWEEN THE TRUSS ENGINEERING DRAWING AND ARCHITECTURAL DRAWING I I T I S-5 0 SCALE: N.S.T. S-5 -1 10' o. c. TOP. w/ STD. CI O THE TRUSS ENGINEERING DRAWING GOVERNS AND NOTIFY ARCHITECT IMMEDIATELY. - � �5 A I 300 1 ABOVE I Q p '.+ m IT IS YOUR RESPONSIBILITY TO NOTIFY THE ARCHITECT IN WRITING i I I I I 4 I _i I 2 III I m ABOVE 18-1 AND GRAPHIC FORM ANY CHANGES AND MODIFICATIONS FROM I I I I ARCHITECTURAL LAYOUT. FAILURE TO 00 SO SHALL VOID OUR I I SFS-18 I ABO I B LOW SFS-15 APPROVAL OF THE TRUSS ENGINEERING PACKAGE. TRUSS to CO Lo BELOW B- MANUFACTURER SHALL ALSO LABEL ALL LOADS AND UPLIFTS ON �+ CO CO 1 \ g GI g_l G2 B-4 v 12' o. c. TE P. Cl PRELIMINARY DRAWINGS SENT TO OUR OFFICE. CI O O _ _ _ - BELOW 6 tWc. SLA O ALL TRUSS t0 TRUSS CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE (4) 3/4' DIAM. x '1' LONG J BOLTS go SPECIALTY ENGINEER BUT AT A MIN. ALL CONNECTIONS SHALL BE CAPABLE 400 +5 6 12' o. c. TOP w/ 3' HOOK. 9 SCl w/ STD. ACI HOOK OF WITHSTANDING A UPLIFT LOAD OF 750 LBS. W 1 g WOOD IN CONTACT WITH CONCRETE OR MASONRY AND At OTHER LOCATIONS As Z 1� 9 " 3'x12' PT WOOD EA � ,,,_, a z . -(d" -4" S'-(d" 3'-6" '-1" 3'-3" '-1" 4'-5" 4'-5" 3'-8" 4'-(d" 4'-�" 3'-9" SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE TREATED 0 T fS 3/4' IN ACCORDANCE WITH AITC-109.MEMBER SIZES SHOWN ARE NORMAL UNLESS N D Z w 19/32' EXTERIOR GRADE 300 8 ADD 2 w1 REINR BARS OTHERWISE. a A PLYWOOD SHEATHING NAILED U=500 EACH SIDE OF OPENING. TO TRUSSES w/ 10d 5 S-5 G=400 PLYWOOD ROOF, WALL AND CEILING SHEATHING ARE DESIGNED AS DI RAGMS A NAILS a 4' oz. AND SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF CHAP 29 OF THE O O cat (2) 2'x8' PT WOOD LEDGER ANCHORED Z SOUTH FLORIDA BUILDING CODE, UNLESS NOTED OTHERWISE O HESS DRAWINGS. Ems.., , TO CONCRETE BEAM w/ 1/2' DIAM. EXPANSION ANCHORS 6 16' o.c. TYP. 1/4, ALL H � I � I FLAN I ALL STRUCTURAL LUMBER t0 BE SOUTHERN PINE N0. 2 O EttER 5E COI D FLOOR F IMAM I I G FL AI�i - fR0�AL MODEL BENDING MORELS, , = 1,200 PSI (MINIMUM) � E� O b� TYP. YOUNG'S MODULUS, E = 1,500,000 PSI � U� � � SCALE: 1/4' = 1'-0' 3 BRACING NOTES: � VERIFY MA�SIOtNU�R '- •, �,+, ,.. ,, � � 3 5UCKET 5PECIFIGATION: 5',FOR31"EMBU MEMBER STEEL COLUMN I. CROSS BRACING SHOULD BE SOGAT At NO MORE THAN 5 0 o c. y. 4'OLUMN REPEATED AT EACH END OF B ING AND AT 20'-0' INTERVALS. Lo - ALL 3/4' DIAM.THRU BOLTS TO BE ASTM A325. 6' CONCRETE FILLED 2. BOTTOM CHORD LATERAL GING SHOULD BE LOCATED Al NO- ALL 1/4' STEEL PLATES TO BE ASTM A36. 31631 L3' ,' 3' 3' V p - ALL SPECIFIED MATERIALS ABOVE t0 BE EQUAL COLUMN J 'OR BETTER S���� C�� TO THE BOTTOM C RD PANEL POINTS WHEREVER REQUIRED CLO 1/4 FILLET WELD ALL AROUND FOR ALL PLATE CONNECTIONS. 6 v +' 10, - ALL BOLT HOLES t0 BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS. T3� SCALE: N.S.T. S'S SPACING PE BUCKET UPLIFT CAPACITY FOR TWO MEMBER: - + -� I ' 4, - FROM NDS TABLE 838,ONE 3/4' DIAM. THRU BOLT IN `* '' ' b' BUCKED' 5FECIFICATION; i 3. GoNTINUI OTTOM CHORD LATERAL BRACING SHOULD BE CONTI Uous - DOUBLE SHEAREQUALS: a + F END OF THE BUILDING TO THE OTHER AND SHOULD OVERLAP O PERPENDICULAR TO IN = 130 -- 1 - ALL 3/4' DIAM.THRU BOLTS t0 BE ASTM A325. LEAST ONE TRUSS SPACE FOR CONTINUITY. USE MIN. 2'x4' GRADE �- LAD PERPEND L R GRAIN LBS 4 I/4' LOAD PARALLEL TO GRAIN IN 2,550 LBS NOTE: - ALL 1/4' STEEL PLATES TO BE ASTM A36. MARKED LUMBER NAILED WITH A MIN. TWO 16d NAILS, IN ACCORDANCE - WITH SNORT DURATION LOAD FACTOR CD=133 Al EXPANSION BOLTS TO BE HILT[ KWIK BOLT 11. - ALL SPECIFIED MATERIALS ABOVE t0 BE EQUAL LISING 13 FACTOR,1330 LW x 13 = 1,129 L56/50LT H 50LT TO 5E ASTM A32 . OR BETTER WITH NOS CRITERIA, At EACH CONNECTION INCLUDING INTERMEDIATE STEEL COLUMN SPECIE!!1j MATERIALEL ZVE TO BE EQUAL OR BETTER - 1/4' FILLET WELD ALL AROUND FOR ALL PLATE CONNECTIONS. TRUSSES. 4' x 4' x i/4' - 1/4' FILLET WELD FOR ALL PLATE GONNECOIONS. - ALL BOLT HOLES TO BE 1/8 DIAM.FOR 3/4 DIAM.BOLTS. , Q - ALL BOLT HOLES t0 BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS. 4' BUCKET UPLIFT CAPACITY FOR TWO MEMBER: BLOCK ALL PLYWOOD SEAMS WITH 2 X 4 (LAIC) FLAT) WITH 8D NAILS 6 4 o.c. �/ /� - ALLOWABLE PLYWWOOD�F,IILLERRSLWHEN REQUIRED.REGIFI p BOLT (MIN.EMBEDMENT 4-I/2') , 4' �, _ NOSH�A�� ,� 3/4' DIAM. THRU BOLT IN HOWN ON ROOF FRAMING PLAN. f5UCKE T DETAIL 3 IN FILLED MASONRY = 2,720 LB /BOLT 0 LOAD PERPENDICULAR TO GRAIN = 1,330 LBS SEAL: - ALLOWABLE vITY LpAD SPECIE! Lt 4' LOAD PARALLEL TO GRAIN = 2,550 LBS NOTE: SCALE: N.S.T. S-5 IN 3000 PSI CONC = 3LB5/BOLt(MIN.EMBEDMENT 4-1/29 BUCKET UPLIFT CAPACITY FOR TWO MEMBER 4, A' - WITH SHORT DURATION LOAD FACTOR CC)=133 CONTRACTOR SHALL COORDINATE AND VERIFY - FROM NDS TABLE 838,ONE 3/4' DIAM.THRU BOLT IN USING 13 FACTOR,1,330 LBS x 13 = 1,129 L5S/BOLt - DOUBLE SHEAR,EQUALS: O 30 ALL DIMENSIONS WITH ARCHITEGTUIZ4L DWGS. EO TO GRAIN = 2 150 LABS L� 41 ATTACHED MASONRY - Itµ�.{ y DU�gLION LO,gp ACtp�CD=133 I/4' '[ 0 13&0 R,l330 LBS x F3 = 1,129 LBSBOLT STEEL COLUMN BLOCK 4 low.DIAM 4 P� Rg BUCKS' SPCIICA�'ION: 4 x 4' x v4' SAC ROOF TRU55 CHOP' LEGEND 49 III 9 � � DATE: 7/28/2000 - ALL 3/4' DIAM.THRU BOLTS To BE ASTM A325. 5UC<E T DETAIL PROVIDE 2-160 S SC E: N.S.T. s-5 O HUGHES OTC STRA w/9-100 x 1-1/2' TO TRUSS 4 10d x 1-1/1' TO SEAT PLATE- - ALL 1/4' STEEL PLATES TO BE ASTM A36. 5 aE,gCH CONNECTION TY "'°' UPLIFT STRAP CAPACITY 136 •(DADS APPROVAL X98-011103) 0 _ t DRAWN BY:' A. D.ALL OR BETTERED MATERIALS ABOVE TO 5E EQUAL SCALE: N.S.T. S-5 5UCKE I D E TA I L 4' - 1/4' FILLET WELD ALL AROUND FOR ALL PLATE CONNECTIONS. 8 2'x4' LATERAL B ONE HUGHES OTC STRAP /9-10 x 1/2' NAILS TO TRUSS PLUS ONE HUGHES CHECKED BY: C. D. O - ALL BOLL HOLES t0 BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS. SCALE: N.S.T. S-5 REQUIRED r� TA 20 TRUSS ANCHOR w/8 x 1-I/2' CAPACITY FOR CONWECTION 4' O O BUCKET UPLIFT CAPACITY FOR TWO MEMBER ANCHOR 1365 + 1335 2100+' SCALE: 1/4" = V-0" 411 FROM NOS TABLE 838,ONE 3/4' DIAM. THRU BOLT IN • - DOUBLE SHEAREQUALS: B/E = 50TH ENDS OF TRUSS O HUGHES Rl' 18112 w/ 14-10d NAILS LIFT CAPACITY 1126 4.31 PERPENDICULAR TO GRAIN = 1330 LBS LINO = UNLESS NOTED OTHERWISE (DADE APPROVAL X98-0111Id3) �4' A' LOAD PARALLEL TO GRAIN = 2,550 LBS TO.TIE BEAM G = GRAVITY LOAD SHEET - WITH SHORT DURATION LOAD FACTOR CD=133 ELEV a +9'-8' TYP = TYPICAL O SEMCO THDS 26 w/ 18-16d NAILS TO LE ER AND 14 10d x 1-1/2'NAILS 4 USING 13 FACTORI330 LBS x 13 = 1,129 LBS/BOLT TO TRUSS.CAPACITY G=2335 U=1285 (DADS APPROVAL 095-0818.15) 2'x4' PT WOOD NAILER AT S ":'J Tg_1 1/4' ELEVATION AS TRUSS 50TT SIMPSON HURRICANE CLIP HI w/4-8d NAILS S - 5 STEEL COLUMN CHORD ATTACH To MASONRY WALL O CAPACITY(U=490+')(DADE APPROVAL 191-0101-5) _ - 4' x 4' x 1/4' 5UCKE T DETAIL w/l2Jl/4' DIAM.x 2-3/4' LONG 4 TAPCONS a EACH LATERAL BRACE SEMCO THOS 26 (D)w/(v)I/4 DIAM.TAPCONS x 3-I/2 LONG TO OF SHEETS SCALE: N.S T. S-5 SECTION O MASONRY WALL AND 14 10d x 1-1/2' NAILS TO TRUSS. -1 CAPACITY G=26450 U=22150(DADE APPROVAL M 95-0818.15) SCALE: N.S.T. PROJECT No.: CADD FILE: