00-0497-039 J w J J W J FOR COMMON FLOOR TRIME5 USE ONE REVISIONS:
\
W9 51 W z W HUGHES OTC STRAP w/1-10D x 1-1/2' Z
\
-� _j TO TRUSS 4 10d x I-In' TO SEAT PLATE DADE COUNTY 9-05-00
o o o o CS'RAP/� osUS�TU FOR CHESD IO . CONCRETE BEAM SCHEDULE
1ld-05-Ofd
TO TRUSS 4 10d x 1-1n' t0 SEAT PLATE 2
w wffl REINFORCEMENTS
3/4' PLYWOOD DIAPHRAGM w/ 10d NAILS 0 &' ac. iLu w
Q �.�, : . t, r Q 1 Q INT.SUPPORTS AND 4' oz.AT PANEL ►= � �
Q .. ..................................................�:..... ° M..:I�;:'+� :...:.................................................1.. Q EDGES, EDGE BLOCKING 2' NOMINAL. Q w 3 STIRRUPS REMARKS
1 Q� m� .............. ...:............i.,.............................................q;+ 2nd.FLOOR
iOc� :I ...15 " ;;.... -C�° € w 101ci .• .w 1 ELEV.= +10'-0' PLYWOOD SHALL BE GLUED W/ADHESIVES ►�- O
U �,5 '-'�' r.,:..� EETING REQUIREMEN S OF AFG 01 (TYPICAL. . w 0 w 0 PO
Q �
..................................................................................................... ......... ....... ........ ....-- ----- ------ . ............................................... p
M T - ) C�
ADD 2 «1 REINF. BARS A
1
a EACH SIDE OPENING, --•-��-��---
OF OPE TO.TIE BEAM ��;,-1�- tB- A 9'-8' 8' 12' 2•'5 2-'5 SEE NOTES BELOW w
1 '1 - -1 ' 2` 1 �` I. _> 1 ELEy. 9-8'
�5 '�. �,: f fp ; - - tit -
tB-2 A IS'-0' 8' 11' 2-"5 2-15 SEE NOTES BELOW Q
PREFAB ENG.WOOD
Q
7Y
2 I
A :
TO-1 TRUSSES 24'o.c.
�- 5
6 RB A VAR 8' 12' 2-'5 - 1-' - SEE NOTES BELOW
j i N I C #-
ABOVE A13OVE ABOVE
:
1
J 4 � 'Jt
i
B-1 B 9'-8' 8' 36' 2-'5 4-85 2-01 11' O.G.
1 ' Q
1 i _........... ................. 2'x4' PT BLOCKING BETWEEN
B B TB-I B 1
: : : ; .. .. PROVIDE
1 _ : ` ` : ` : ` ` ` ` : EACH TRUSSES.FASTEN BLOCKING B-2 B 151.81 8 16 2•'S - Z-'1 6 O.C.
SF$-1B SFS-IB SFS-1B
1 I 1 i 1 C2 I I w/(3) 3/16 DIAM.TAPCONS x 3-1n LG, TO CMU �•�
t - t - AND (1)10d NAILS TOE NAILED m EACH ENDS. g_3 B 031.130
8 20 2•'5 2-"5 Z-'1 �+ S O.C.
I BE40lU 1 BELOW 1 « i BELOUJ T
I I I I III 1 G=1989 I I WOOD FLOOR. COIN EC I IO V 5-4 B 9'-8' 8' 12' 2•'5 4-In' O.G. _
I 1 j I 5 IU j j ( I T E R I - G ND I C UL_AR TO WALL
1
SCALE: N.T.S.
+ - + �- - + - + - T - T
5-5
1 75 > I 2 16 I I FLOOR
1 I GIRDER c0 I I *7] i PERIMETER NAILING
~ 2 10d NAILS a 3'o c. ' ' ►-+
1 Ql 1 I I I I :® 3/16 DIAM X 2.15 LONG
j I 1 W I 1 SCI 1 SCI I I I TAPCON SCREWS +m12' oc
w I I w 1 I O O I I 2X12 PT WOOD LEDGER ATTACHED TO CONCRETE TIE BEAM INTO MASONRY BLOCK
ABOVE m + - ABOV + t - 4- - 1 t - -r Wnn' DIAM X 5' LONG EXPANSION ANCHORS X12' oC MIN EMB 3-In'.
® I I I = I I FLOOR
TB-1 I TB-I 1 m I X G=f31 4q.« G=5365" 1 10d NAILS 0 6'o.c. ELEV.= +10'-0' TYPE-
-j I --- _ _ I - - I - 1 INT.(TYPICAL)
_E-_ TYPE-B
SFS-IB C2 I SFS-18 W I ci 1 4 TO. TIE BEAM o
i 1 I ....... I I '�r .......... f--a
ELO BELOW I
ELEV.- +9'-8'
I I 4 i 5-5 S-5 €1... `•� BEAM I I I=E5
- T----- - - - - - - - - - - '
I I I I I 1 I I WII II W 1 1 `' €s=i ;� TB-1 CONCRETE BEAM NOTES:
�+ I W. 1. ARCHITECT TO REVIEW AND APPROVE o ��
I I 21 d FLOOR 1 � TUSS M1NUFACTURER t0 f=ROVIDE t ALL BEAM ELEVATIONS AND BEAM DEPTHS. try
I I 1 - I t CH(PRO BEARING 61RPF-R i .W3............... . . w
ELEV.■ +10 -0 �[ ar �p 2, TIE SEAMS SHALL HAVE (4) 03 TIES AT 12'O.c.
w THIS LOCATION_ I _ 2'x6' LATERAL BRACING � 6'-0'oc. (�
I �2 w/1-10d NAILS EA TRUSS s•.7 At ALL CORNERS, EA. WAY, AND 48 o.c. REMAINDER
X- RAG 1 1 rp 1 I LL G= 248« 5-10 3. PROVIDE (2) 05 x 60' CORNER BARS,
I I PROVIDE 1X4 PT WOOD BLOCKING ATTACHED TO MASONRY WALL BENT 30' EACH WAY a ALL CORNERS. �� co
►- 1 I 1 1 I
�- - - 2'x6' PT NAILER W/(2) 1/4'X2-3/4' LONG DIAM TAPCON SCREWS `' �►
I I Al I I G='1896« w/ 3/16'DIAM. x 3' LONG
I 111 III S-5 i I TAPCON 0, 12'o.0. °� GENERAL TRU55 ,AND WOOD NOTES 0
- r--- - - ...... - - T--- - - t-- - _- ----I-- - - --�- - ° • m q
5-5 I I ®: 1 1 SGI SCI I B_2 I REFER TO TRUSS ENGINEERING PLANS FOR EXACT TRUSS LOCATIONS �-aa
_ I "' "'.......... ' € ALL GIRDER TRUSSES SHALL AT A MINIMUM HAVE 2 5 FILLED CELL
-- 2x4' LATERAL BRA E
__....i__ •� _ _ '-�-'� ........................... ,:-5 •• DIRECTLY BENEATH THE GIRDER TRUSS SHOULD THERE BE A DISCREPANCY
�
ar6 -0 o.c. Mix. I I I 1 3 WOOD FLOOR CONNECTION
I I I 1 i°_r• r5 a 10' o. c. BTM. BETWEEN THE TRUSS ENGINEERING DRAWING AND ARCHITECTURAL DRAWING
15-5 �' ( PARALLEL TO WAL.L.
f " ' (' THE TRUSS ENGINEERING DRAWING GOVERNS AND NOTIFY ARCHITECT IMMEDIATELY.
I ' o. c. TOP. w/ StD. AEI H K .:: : '•� 2 I _-
�- I 300 I ABOVE 1 p ctz SCALE: N.T.S. 5-5 IT IS YOUR RESPONSIBILITY TO NOTIFY THE ARCHITECT IN WRITING
I I I I 1 4 1 T _1 2 1 6 m ABOVE TB-I
O ; AND GRAPHIC FORM ANY CHANGES AND MODIFICATIONS FROM
.................................
i I OUR
® � ARCHITECTURAL LAYOUT FAILURE TO DO 50 SHALL VOID
/ I I :::::. :::::' :::::.. I ABO
-- SF8-1B I B_ 1 B LOUD SF8-1B APPROVAL OF THE TRUSS ENGINEERING PACKAGE. TRUSS kn CO
....... .....
BELOW
co
i t t i i ...................................... f'� SAND UPLIFTS ON m
...... .. ....... .................... ... ...;....,...... . MANUFACTURER SHALL ALSO LABEL ALL LOAD
■ - IMI A Y DRA I NT TO I
............................... ........................: PREL N R W NGS SE OUR OFF CE. CO
CI B-I Cl B-) G2 B-4i' 8F8-IB « 12' A. c. TE P. Gl � ,-a
_'. . BELOW %H<. SLAB (4) 3 ' D x 1' LONG 5 ALL TRUSS TO TRUSS CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE
/4 LAM. J BOLT SPECIALTY ENGINEER BUT AT A MIN. ALL CONNECTIONS SHALL BE CAPABLE to q
400 06, a 12' . c. TOP w/ 3' NOOK. P4
750 6 SCl SCI w/ STD, CI HOOK OF WITHSTANDING A UPLIFT LOAD OF 150 LBS. ►� W ,
1 , WOOD IN CONTACT WITH CONCRETE OR MASONRY, AND AT OTHER LOCATIONS A W W ~
f 3 x12 PT WOOD BEAM 8
SHOWN ON STRUCTURAL DRAWINGS, SHALL BE PROTECTED OR PRESSURE T ATED
ti`,:- p .1 :F ,(I..M;•1 17 ._rn'1 ��•_it.11 M•'"01 {•_�•: v
'T '•1•
_ �
r -
i
..... ....................................: ...... ..... ............ .......... t..-.. ......... .... ........ . .......... ... ..... . cn
,( .... ... .... ....A ..,,,� ...... � ....... ........ ......... ....... ..f•.... ..... ...... ..�:�. ...... ......�.°.'.. .................. ........ ..._�... ..... .... ...z:.. . .......�'. ......:. ...:....... .......�.. .............. .............. ..... .................................... .......�r.............�: .':=".............�.:•: ft 3/4' IN ACCORDANCE WITH AITC-109. MEMBER SIZES SHOWN ARE NORMAL U L�E55 NOTED �`:ri Z (
19/32 EXTERIOR GRADE
PLYWOOD SHEATHING NAILED 300 8 U:500 ADD 2 01 REINF. BARS OTHERWISE. W a
TO TRUSSES w/ 106 5 5-5 G■400 a EACH SIDE OF OPENING. PLYWOOD ROOF, WALL AND CEILING SHEATHING ARE DESIGN AS DIAPHRAGMS M A
Mr;
. p
i
f.
NAILS 4 ,. � ��
L o.c.
................................................................................................................................................................ .
�' AND SHALL COMPLY WITH THE APPLICABLE PROVISIONS CHAPTER 29 OF THE a cq
(2) 2'x8' PT WOOD LEDGER ANCHORED z z�
TO CONCRETE BEAM w/ 1/2' DIAM. SOUTH FLORIDA BUILDING CODE, UNLESS NOTED OT LSE ON THESE DRAWINGS. �rTT,,
TYP. $' ALL STRUCTURAL LUMBER TO BE SOUTHERN PIN O. 2 OR BETTER w � � I
EXPANSION ANCHORS m 16' o.c. 1/4,�
BENDING STRESS, Fb = 1,200 PSI (MINIMUM) � CO E"' '-'
6' 5 E C ON D FLOOR P RAM I NCB P L,4N - ROYAL MODEL TYP YOUNG'S MODULUS, E = 1,500,000 PSI
SCALE: I/4 I 0 I/4
3' BRACING NOTES: `� U Z in
ji VERIFY DIMENSION WITH cq
3' BUCKET 5PECIFIC,ATION: 3!-1 'FOR2�IA �R R g ,
I. CROSS BRACING SHOULD LOCATED AT NO MORE THAN 5 -0 o c.
5 FOR 3 MEMBER STEEL COLUMN REPEATED At EACH OF BUILDING AND AT 20'-0' INTERY 4
- ALL 3/4' DIAM.THRU BOLTS TO BE ASTM A325,
6' 4'x4'xl/4' -•'��
- ALL 1/4' STEEL PLATES TO BE ASTM A36. 3' 3' 3' 3' _ CONCRETE FILLED 2. BOTTOM CHORD TERAL BRACING SHOULD BE LOCATED T O O E °' ; .•..''••,, ,rµ
0 AL SPECIFIED MATERIALS ABOVE TO BE EQUAL 3 3 5 T E E L COLUMN CAP DETAIL 6 THAN 6'-0' . BOTTOM CHORD LATERAL BRACING SHOULD BE CL 5
4' - I/4' FILLET WELD ALL AROUND FOR ALL PLATE GONNECtIONS. ;r :r O tH TTOM CHORD PANEL POINTS WHEREVER REQUIRE
SCALE: N.T.S.NS -5 SP LNG PERMITS. • '�' ' ���
- ALL BOLT HOLES TO BE 1/8' DIAM.FOR 3/4' DIAM.BOLTS. - �' _
BUCKET UPLIFT CAPACITY FOR TWO MEMB R: `�
�, - FROM ND5 TABLE 838,ONE 3/4' DIAM. THRU BOLT IN �* b' BUCKET SPEC IF I CAT ION: 3. CONTINUITY BOTTOM CHORD LATERAL BRACING SHOULD BE C U ;• :• i 3. 1
- DOUBLE SHEAR,EQUALS: FROM ONE END OF THE BUILDING TO THE OTHER AND SHOULD OVERLAP
4' LOAD PERPENDICULAR TO GRAIN = 1,330 LBS "� - �� - ALL 3/4' DIAM. THRU BOLTS TO BE ASTM A325. I AT LEAST ONE TRUSS SPACE FOR CONTINUITY. USE MIN. 2'x4' GRADE
LOAD PARALLEL TO GRAIN = 2,550 LBS
NOTE: - ALL 1/4' STEEL PLATES t0 BE ASTM A36. MARKED LUMBER,NAILED WITH A MIN. TWO 16d NAILS, IN ACCORDANCE
- WITH SHORT DURATION LOAD FACTOR CD=133 ALL EXPANSION BOLTS t0 BE HILTI KWIK BOLT I1. - ALL SPECIFIED MATERIALS ABOVE t0 BE EQUAL
USING 1.3 FACTOR,1,330 LBS x 1.3 = 1,129 LW/BOLT gp g g 1 WITH NOS CRITERIA, AT EACH CONNECTION INCLUDING INTERMEDIATE
ALL rTEj PLATEST d BESASTM2A36. - 1/4 BETTER
WELD ALL AROUND FOR ALL PLATE COf`9dECTIONS.
� TRUSSES.
STEEL COLUMN - ALL CIFIED MATERIALS ABOVE TO BE EQUAL OR BETTER p - ALL BOLT HOLES TO BE 1!8' DIAM.FOR 3/4' DIAM.BOLTS.
4' x 4' x 114' - 1/4' FILLET WELD FOR ALL PLATE CONNECTIONS. 4. BLOCK ALL PLYWOOD SEAMS WITH 2' X 4' (LAID FLAT)WITH SD NAILS a 4'o.c.
1 - ALL BOLT HOLES TO BE 1/8' DIAM,FOR 3/4' DIAM.BOLTS. 4- BUCKET UPLIFT CAPACITY FOR TWO MEMBER
Q ��// r r - USE PLYWOOD FILLERS LWWHgEpN�REQUIRED. 0 - FROM NOS TABLE 83B ONE 3/4' DIAM, THRU BOLT IN AS SHOWN ON ROOF FRAMING PLAN.
BUCI�E T D "I I L -
ALLOWABLE A SONR�2 2 CLB�- 5L (MIN EMBEDMENT 4-In') I�, 4' � � 121 - DOUBLE SHEAREQUALS: SEAL:
3 - ALLOWABLE GRAVITY O�pg gPECIFIE� BQLT 4' LOAD PERPENDICULAR TO GRAIN = 1,330 LBS
SCALE: N.T.S. 5-5 Ii�l OIT P�I CONCRETE = 3,IOF LIN90LT (MIN. EMBEDMENT 4-1/2') LOAD PARALLEL TO GRAIN ■ 2,550 L55 �_
BUCKET UPLIFT CAPACITY FOR TWO MEMBER: 41 �� - WITH SHORT DURATION LOAD FACTOR CD=1.33 CONTRACTOR SHALL COORDINATE AND VERIFY
FROM NOS TABLE 835 ONE 3/4' DIAM.THRU BOLT IN USING 13 FACTORI,330 L55 x 1.3 ■ 1,129 LB$/BOLT
4,3/41 • DOUBLE SHEAEREQUUALLS: {� p 4' 2'x6' PT WOOD NAILER ALL DIMENSIONS WITH ARCHITECTURAL DWGS.
LOA P.4RALLELICTOAGRAINGR2 50 L�B� LBS ATTACHED /MASONRY
-WITH SHORT DURATION LOAD FACTOR �D=133
1/4' BLOCK w/ 1/4' DIAM.TAPCONS
USING 1.3 FACTOR,1,330 L55 x 1.3 ■ 1,129 B;19LT m 12' o.c. x 3-1n' LONG. I I T I I I �
STEEL COLUMN BUCKE I FROOF 55 ANCf40FR J.._ E��I `t1)
} I � BUCKET 5F'ECIFICATION: 4' x 4' x v4' DETAIL 9
- ALL 3/4' DIAM,THRU BOLTS TO 13E ASTM A325. •�- ri ACTUAL HUG S OTC STRAP w/9-10D x 1-In' TO TRUSS 4 10d x I-ln' TO SEAT PLATE DATE: 7/28/2000
- ALL 1/4 STEEL PLATES TO BE ASTM A36. BUCKS I D ��I L 5 BEACH CONNECTION.TYP SCALE: N.T.S. 5-5 UPLIFT O STRAP APACItY 1365"(DADE APPROVAL "98-011103)
- ALL SPECIFIED MATERIALS ABOVE TO BE EQUAL DRAWN BY: A. D:
OR BETTER. SCALE: N.T.S. S-5 BUCKET DETAIL
- 1/4' FILLET WELD ALL AROUND FOR ALL PLATE CONNECTIONS. 8 2'x4' LATERAL BRACE • ONE HUGH DTC STRAP w/9.10 x ln' NAILS TO TRI,16S PLUS ONE HUGHES CHECKED BY: C. D.
SCALE: N.T.S. S-5 O TA 20 TRUSS CHOR w/8-10G x 1-1/2' CAPACITY FOR CONNECTION
4 - ALL BOLL HOLES TO BE 1/8' DIAM.FOR 3/4' DIAM, BOLTS. REQUIRED
_ BUCKET UPLIFT CAPACITY FOR TWO MEMBER: ANCHOR 1365 + 1335 ■ 2 00 SCALE: 1/4" = 1'-0"
FROM NOS TABLE 838,ONE 3/4 DIAM. THRU BOLT IN HUGHES RT 16112 w 4-10d NAILS UPLIFT CAPACITY 1126"
- DOUBLE SHEAREQUALS: B/E = BOTH ENDS OF TRUSS O (DADE APPROVAL 8-011103)
LOAD PERPENDICULAR TO GRAIN ■ 1,330 L55 UNO ■ UNLESS NOTED OTHERWISE
LOAD PARALLEL TO GRAIN = 2,550 LBS
TO.TIE BEAM G = GRAVITY LOAD SHEET
41 - WITH SHORT DURATION LOAD FACTOR CD=133 �, ELtEV.= +9'-8' TYP = TYPICAL O SENCO THOS 26 w/ 18-16d NAILS TO LEDGER AND 14 10d x 1-In' NAILS
USING 13 FACTORI,330 LBS x 1.3 = 1,129 LBS/BOLT `1 TO TRUSS.CAPACITY G■23350 U■1285"(DADE AP°kbvAi.
2'x4' PT WOOD NAILER AT SAME -
1/4' ELEVATION A$ TRUSS 50TTOM
SIMPSON HURRICANE CLIP HI w 14-8d NAILS
CHORD ATTACH TO MASONRY WALL O CAPACITY (U■4WO)(DADE APPROVAL 031-010105)
STEEL COLUMN w/ 3/16' DIAM. x 3-In' LONG
4' x 4' x 1/4' BUCKET DETAIL 4 TAPCONS a 16' o.c. SEMCO TNDS 26 (D)w/(6)1/4' DIAM.TAPCONS x :-1<2' LONG To- --. _ OF SHEETS
SCALE: N.T.S. MASONRY WALL AND 14 10d x 1-112' NAILS TO TRUSS.: ~ ~ -
5E CT I ON 1 CAPACITY G=1645'U=2215"(DADE APPROVAL "95-o- aZ 5) '-
SCALE: N.T.S. S-5 PROJECT No.:
CADD FILE: