00-0496-036 REVISIONS:
J W J J W J
W z W W z W FOR COMMON FLOOR TRUSSES USE ONE i
-' -' HUGHES DTC STRAP w/9-10D x 1-1/1' DADE COUNTY 9-m5-m0
o °o o °o
FOR T USE TWO CONCRETE BEAM 5C�IEDULE p
� Q � � Q � TO TRUSS 4 lOd x i-1/2 TO SEAT PLATE
�m-ms-mm
J J J tt7 EA-
TO TRUSS Od x 1--1/2' O SEAT PLATE REINFORCEMENTS p
W i Q - 3 4-m2-ml 8DC
w >-
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W
1 Q : ,,- ",: " P,,,,,- ': C)lA,~ 4� _ 15'-01' 314' PLYWOOD DIAPHRAGM w/ lOd NAILS (Vac, '3 STIRRUPS REMARKS
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1 (Y -, -- �; r , ------------------------------- ............ - �:', ^:. Q/ - * NT.SSUPPORTS AND 4' .AT PANEL
_ 1 2nd.FLOOR EDGES, EDGE BLOCKING NOMINAL. p p
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A H I S
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PLYWOOD $W ALL BE GLUED W/AD ES YE
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..........................................................................................................................................................................................................................................................:..i MEETING REQUIREMENTS OF AFG-01 (TYPICAL).
1 EACH SIDE OF OPENING. i TB-I A 9'-8' 8' 12' 2-5 - 2-05 - SEE NOTES BELOW
ADD 2 01 RE iNF. BARS
W
s'-�" 1 ,'- �'� �: . %`. " = .'........ - tE BEAM
., CY
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A
.. ........... . .. . .......... .......... ................................................................................................................................................................... ............... .................................................................... .................. LE 8 - -
�� .... .........................,fir...... . ... . . d ,,Er ................................. ......................... ... ............ - J �` /:'1 �:? , TB-2 A IS-0 8 12 2-5 2-5 SEE NOTES BELOW
r
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2 i PREFAB END.WOOD 1-1 .C� :ti RB A VAR 8' 12' 2-5 - 2-5 - SEE NOTES BELOW
E �., - �,, _ TB-I TRUSSES • 24'oc.
E
(` H�
i _ A
`3 B-I B 9'-8' 8' 36' 2-5 4-5 2-'1 * 12' O.C. �
1 i ABOVE 'n c� N ABOVE ABOVE
•
1 ; B-4 B-4 i �....� �O
...................�.--- ....... _
{ ; f �`4 /
B w
2 B 9' 8' 8' 16' 2
- , • E I PROVIDE 2'x4' PT BLOCKING BETWEEN
C
I SFS-IB I 1 C2 1 SFS-iB 1 SF8-18 1 EACH TRUSSES.FASTEN BLOCKING
T BELOU! T t 1ELOIU I BELOW w/(3)3/16' DIAM.TAPCONS x 3-*' LG. TO GMU B-3 B 9'-8' 8' 20' 2-5 2.5 2-01 * 8' O.G.
AND (2) 10d NAILS TOE NAILED EACH ENDS.
_ _ 1 III 1 _ _ 1 _ 1 I j B-4 B 9'-8' 8' 12' 2-5 - 2-5 * 4-I/1' O.C.
- 5 I 1 I I � m -
1 1 �, S-5 ► , I 1 WOOD FLOOR CONNECTION
+ - + - t - + - + _
01 01 I 111 FLOOR 01 I 01 01 750 ..:: ( PERPENDICULAR TO WALL ) ,
131 cn I GIRDER I 1 I 131
_ i 2 _ SCALE: N.T.S. 5-5 • • ►--+
2 �
SCl SCI
I I 1 w l I 1 'vs w PERIMETER NAILING . . w
I- _ -,. - - + - --l;t� - - + t� ABOVE 10d NAILS * 3 o.c.
1 A 1/4' DIAM X 2.15' LONG ►-�
j
1 TAPCON SCREWS w/ WASHER
= " I G=13,61 " I 1 -i I TB-I 2X12 PT D E ATTACHED TO CONCREtE TIE BEAM , 6' o�C. Nt0 MASONRY BLOCK TYPE-A TYPE•B
1 G 5365 1 10 WOO LEDG R
W/I/2' DiAM X W LONG EXPANSION ANCHORS *12' OC MIN EMB 3-i/2'. 3 O
- A O
I C2 SF8-IB FLOOR O
* ELEV.= +10'-0' ►�-a
BELOW I EL "LS BEAM TYFE5 � � w
0-
- - - - - - ..... (TYPICAL)
1 - ---T - ----- TYP
' I I I
I ( I TO.TIE BEAM CONCRETE BEAM NOTES: �� A
w II w I I I I ,.. ....
II I x l I I ELEV.= O O
. ; I I _ - _ _ - � - 13. .�, 1. ARCHITECT TO REVIEW AND APPROVE
-
1R ALL BEAM ELEVATIONS AND BEAM DEPTHS.
- 1-16$ MANU, ACTURER TO PR0+IDE 0 t1 1 2nd FLOOR 1 1 1 i.�,
' W GIRDER 2 .
TOP C ORD BEARING GI ER ELEV.= +0'-O 1 '
TIE BEAMS SHALL NAVE (4) "3 TIES At 12'o.c W
_ I
* THIS LQc,&j,Qd _ _ 1 _ _ 1 _ _ i _ _ 1 _ _ _ AT ALL CORNERS, EA. WAY, AND 48'o.c. REMAINDER
--r ---T --T- -,----,- -T-- ! �-
I I III 1 do. } 3. PROVIDE (2) 05 x 60' CORNER BARS,
G=32148• u- U t
1 I I ......---- ENT 30 EACH WAY 0 ALL CORNERS. �
..... u. LL I I r4"'j-5RA E ''�;-- ............................ �Z- 26LAT'x ERAL BRACING 6 -0 o.c.2'x6'.Pt NAILER T 1 I 6 M 2 w 2-10d NAILS EA,TRUSS Q.� C�
w/ 3C16'D1A x 3' LONG. I I 111 G=1896" I I I m I �� I �� ' C�ENER�4L TRU55 AND 1�00D NOTES o �
TAPCON 12 O.C. I I 5-5 III 1
:: 1 PROVIDE 2X4 PT WOOD BLOCKING ATTACHED t0 MASONRY WALL
- -(- - _ - -t - - -Z - - - - --fi - W/(2) 1/4'X2-3/4' LONG DIAM TAPCON SCREWS Q
I B-2 I SCI SGI i i �. S'S REFER TO TRUSS ENGINEERING PLANS FOR EXACT TRUSS LOCATIONS
E " 2t4' LA E_R_AL _BR_A_ E ALL GIRDER TRUS$E$ $WALL AT A MINIMUM HAVE 2 " 5 FILLED CELL
DIRECTLY BENEATH THE GIRDER TRUJ55 SWOULD THERE BE A DISCREPANCY
G2 •g 10' o. c. BTM. 1`.. u''.... I 5 5 I I ::: ; WOOD FLOOR CONNECTION
¢ BETWEEN THE TRUSS ENGINEERING DRAWING AND ARCHITECTURAL DRAWING
_ _ 1 _ _ Q WALL )
I THE TRUSS ENGINEERING DRAWING GOVERNS AND NOTIFY ARCHITECT IMMEDIATELY.
05 10'10. c. TOP. w/ STD. ACI HO n 0 I ABnvE 0 1 4 � ( I - AI`AL L E L TO WA L L ) 2 �y IT 15 YOUR RESPONSIBILITY TO NOTIFY THE ARCHITECT IN WRITING
I TB-1 ABOVE I T -1 300 SCALE: N.T.S. 5-5 I� AND GRAPHIC 1 OFal ANY CHANGES AND MODIFICATIONS FROM
_..
m 2
ARCHITECTURAL LAYOUT. FAILURE TO DO 50 SHALL VOID OUR
; : tl •
'''. * ABOVE I :::::. :.:: I I (4) 3/4' DIAM. x 1' LONG J BOLTS APPROVAL OF THE TRUSS ENGINEERING PACKAGE. TRUSS
- i SFS-IB
BELOW
SFS-IB
B-4 I , 1 w/ 3 HOOK ......
----: ;.... ...... ...... ._..............--------..........-------; ----........,........... .. .. MANUFACTURER SHALL ALSO LABEL LL LOAD
$ AND UPLIFTS ON
LOW CO
---------------------�--------- ----- .......
? ;I I• i PRELIMINARY DRAWINGS SENT TO OUR OFFICE. .
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i �4 * 12' o. C. t P. B.q G2 GI Ci ALL TRUS$ TO TRUSS CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE � ' a
6'thk SLAB BELOW
O - ---
- --------------
"5 * 12' v'•. c. TOP
400 i 3/4' SPECIALTY ENGINEER BUT AT A MIN. ALL CONNECTIONS SHALL BE CAPABLE
' w/ STD. ,4C1 NOOK $C1 SC1 6 750 OF WITHSTANDING A UPLIFT LOAD OF '150 LBS. � W w
1 WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS AS
3'x1 ' PT WOOD BEAM Z
i
SHOWN ON STRUCTURAL DRAWING$, SHALL BE PROTECTED OR PRESSURE TREATED
- "' ' " I'' IN ACCORDANCE WITH AiTC-109.MEMBER SIZES SHOWN ARE NORMAL UNLESS NOTED Z
19/32' EXTERIOR GRADE TYP. W
* EACH SIDE OF OPENING. U=gOQ) 8 300 \ PLYWOOD SHEATHING NAILED 1/4, $' OTHERWISE. a d A
ADD 2 01 REINF. BARS G=400 S-5 5 TO TRU55 5 w/ tOd PLYWOOD ROOF, WALL AND CEILING SHEATHING ARE DESIGNED AS DIAPHRAGMS A d
NAILS 1 o.c.
Q AND SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF CHAPTER 29 OF THE = 0c) r-
(2) 2'x8' PT WOOD LEDGER ANCHORED
TYP. SOUTH FLORIDA BUILDING CODE, UNLESS NOTED OTHERWISE ON THESE DRAWINGS.
TO CONCRETE BEAM w/ 1/2' DiAM. 1/4 u d cn it
EXPANSION ANCHORS * 16' o.c. ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE NO. 2 OR BETTER
BENDING STRESS, Fb = 1,200 P51 (MINIMUM)
5 E C ON D FLOOR FRAMING PLAN - ROYAL MODEL STEEL COLUMN YOUNG'S MODULUS, E = 1,500,000 PSI � rn .4 � ^
b' SCALE: 1/4' = I'-0' 4'x4'xl/4'
3 CONCRETE FILLED
VERIFY DIMENSION WITH BRACING NOTES: CQ
3 M tACTUlRER I. CROSS BRACING SHOULD BE LOCATED AT NO MORE THAN 5'-0b,c.
BUCKET 5PEGIFICATION: 3,1/ 'FOREI ER STEEL COLUMN CAF' DETAIL 6 REPEATED AT EACH END OF BUILDING AND AT 20'-0' INTERVALS. Q
- ALL 314' DIAM.Tt-IRIJ BOLTS TO BE ASTM A325. 6• SCALE: N.T.S. 5-5 � Q"
- ALL V4' STEEL PLATES TO BE A$TM A36. V 3' 3' 3' 2. BOTTOM CHORD LATERAL BRACING SHOULD BE LOCATED AT NO MORE
® - ALL SPECIFIED MATERIALS ABOVE TO BE EQUAL 3' 3'
OR BETTER $� THAN 6'-0'o.c. BOTTOM CHORD LATERAL BRACING SHOULD BE CLOSE
4' 0 - 1/4' FILLET WELD ALL AROUND FOR ALL PLATE CONNECTIONS. ;� :r b� BUCKET 5PE C iF I GAT I ON:
TO THE BOTTOM CHORD PANEL POINTS WHEREVER REQUIRED BRACE
- ALL BOLT HOLES t0 BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS. SPACING PERMITS. .. r
BUCKET UPLIFT CAPACITY FOR TWO MEMBER a - ALL 3/4' DIAM.THRJ BOLTS TO BE A91M A325. 3. CONTINUITY BOTTOM CHORD LATERAL BRACING SHOULD BE CONTINUOUS
4, - FROM ND$ TABLE 838,ONE 3/4' DIAM. THRU BOLT M :� :� - ALL 1/4' STEEL PLATES t0 BE ASTM A36. FROM ONE END OF THE BUILDING TO THE OTHER AND SHOULD OVERLAP = `
- DOUBLE SNEAREQUAL$: - ALL SPECIFIED MATERIALS ABOVE TO BE EQUAL -
LOAD PERPENDICULAR TO GRAN ■ 1,330 LBS '+ __ OR BETTER At LEA5t ONE TRUSS SPADE FOR CONTINUITY. USE MIN. 2'x4' GRADE
4' LOAD PARALLEL TO GRAN = 2350 LBS - U4'FILLET INJEI_� ALL AI00I�ID FOR ALL PLATE CONECTION9 MARKED LUMBER NAILED WITH A MIN. TWO 16d NAILS, IN ACCORDANCE
- WITH SHORT DURATION LOAD FACTOR CD=1.33 0 m - ALL BOLT HOLES TO BE 1/8' DIRK FOR 3/4'DIAM.BOLTS.
USING 1.3 FACTORJ,330 LBS x 13 ■ I,1?9 LB$/BOLT ,q� EXPANSION gBOLTS TO BE HILTTI KWIK BOLT 11. p 4, WITH NDS CRITERIA, AT EACH CONNECTION INCLUDING INTERMEDIATE
- ALL L PLA tEB� BE 12A36. 0 0 - FROM NDS t(ABLE 838,ZONE 3�/4 TDIAM 7HR4! BOLt IN TRU55E$.
STEEL COLUMN - ALL IFIED MATE�AL$ ABOVE TO BE EQUAL OR BETTER 4' �� - DOUBLE $WEAR,EQUAL$:
4 x 4 x 1/4 1 - 1/4 FILLET WELD FOR ALL PLATE CONNECTIONS. 0 0 4. BLOCK ALL PLYWOOD SEAMS WITH 2' X 4' (LAID FLAT)WiTH 80 NAILS 4'o.c.
p LOAD PERPENDICULAR TO GRAM = 1,330 LB5
- ALL BOLL HOLES t0 BE 1/8' DiAM.FOR 3/4' DIAM.BOLTS. 4' LOAD PARALLEL TO GRAIN = 2,550 LBS A$ SHOWN ON ROOF FRAMING PLAN.
- USE PLYWOOD FILLERS WHEN REQUIRED'..(
BUCKET DETAIL 3 - ALLOWABLEI LED 1��1 2 LF�g�T (MIN EMBEDMENT 4-i/2') 41 �� USING 13 SHORT ACTOR1330 LBS x 3 FACTOR 1 LBS3/BOLT SEAL:
SCALE: N.TS. S_g - ALLOWABLEI�RA3��AI UMRETE ■ GIB pLJOLT (MIN. EMBEDMENT 4-1/2') 41
T UPLIFT i M I� ��
4,3/41 ND T 838,ONE 3/4 DI AM.TN BOLT IN 1/q. 2'x6' PT WOOD NAILER CONTRACTOR SHALL COORDINATE AND VERIFY
- DOUBLE ,ASgWWQEppA��REOOU�UALLS: 0o 3� p ATTACHED /MASONRY
EBAV PARALLEL �GRTANIG2A,550 L'3B5 L� STEEL COLUMN BLOCK w/ V4' DIAM. TAPCONS ALL DIMENSIONS WITH ARCHITECTURAL DUJC�S.
pj +� 12' ac. x 3-1/2 LONG.
- ITN TIpN L��,p FACTp�CD=133
(SING 13 T ,330 LBS x 1.3 = 1,129 LBS/BOLT
1.0� BUCKET SFECIFiGATiON: BUCKET DETAIL 8 ROOF TRU55 ANGl 4OR LEGEND
0 - ALL 3/4' DIAM THRU BOLTS t0 BE AOTM AM.
BUCKET DETAIL SCALE: N.T.S. 5-5 DATE: 7/28/2000
0 - ALL 1/4' STEEL PLATER TO BE A8TM A36. 5 ACTUAL O HUGHES DTC STRAP w/9-10D x I-1/2' TO TRUSS 4 10d x 1-I/1' TO SEAT PLATE DRAWN BY: A. D.
0 - ALL BPECIF ED MATERIALS ABOYE TO BE EQUTAL SCALE: N.T.S. S-5 DE 1-16D NAILS UPLIFT 1 STRAP CAPACITY 1365'(DADE APPROVAL "98-0111.03)METTM 4' -O4 FILLET D ALL AROUND FOR ALL PLATE CONNECt10N8. ACH CONNEG71 X TYP " CHECKED BY: C. D.
4 0 0 p p - ALL BOLT HOLES TO BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS.
s ONE HUGHES DTC STRAP w/9-10 x I/2' NAIL$TO TRUSS PLUS ONE HUGHES
� � REQUIRED O SCALE: 1/4" = 1'-0"
0 �� BUCKET UPLIFT CAPACITY FOR TINk)MEMBER 2 TA 20 TRUSS ANCHOR wJ 8.10'. x I-1/2' CAPACITY FOR GONNEGtION
4 0 - FROM NDS TABLE 835,ONE 3/4 DIAM. THRU BOLT IN ANCHOR 1365 ► 1335 ■ 2100'
- DOUBLE $NEAR,EQUALS: 2'x4' LATERAL BRACE = t0.TIE BEAM O WUGHE$ RT 1802 w/ 14-10d NAILS UPLIFT CAPACITY 1126'
LOAD PERPENDICULAR t0 GRAN = 1,330 LB5 B/E = BOTH ENDS OF TRUSS
4.34' /I' LOAD PARALLEL TO GRAN s 2,550 LBS ELEV.- +9'-8' UNO = UNLESS NOTED OTHERWISE (DARE APPROVAL "98.011103) SHEET
WITH SHORT DURATION LOAD FACTOR CD=1.33 2'x4' PT WOOD NAILER AT SAME G = GRAVITY LOAD
USING 13 FACTOR1,330 LBS x 1.3 = 1,129 L5$/BOLT ELEVATION A$TRUSS BOTTOM TB-t TYP = TYPICAL O SEP1C0 THDS 26 w/ IS-ibd NAILS TO LEDGER AND 14 10d x 1.111' NAILS
CHORD ATTACH TO MASONRY WALL 4 TO TRUSS.CAPACITY G=2335'U=1285"(DADE APPROVAL 45-0816.15) S - 5
V4' w/ 3/16' DIAM.x 3.1/2' LONG
TAPCON$ lb' oz. SIMPSON HURRICANE CLIP HI w/4-8d NAILS
STEEL COLUMN O CAPACITY (U=490')(DADE APPROVAL '91-010105)
4' x 4' x 1/4' BUCKET D E T A I L OF SHEETS
4 SEMGO THDS 26 (D)w/(6) I/4' DIAM.TAPCONS x 3-I/2' LONG TO
SCALE: N.T.S. 5-5 5E G T i ON 1 O MASONRY WALL AND 14 10d x 1-V1'NAILS t0 TM$$.
SCALE: N.T.S.
CAPACITY G■2645'U=22150(DADE APPROVAL 45.0818.15) PROJECT No.:
S-5
'.ADD FILE: