01-0517-010 ZONE 2 ZONE , ZONE 2 ROOF TRUSS CONNECTORS -
1 +
CAPACITY (PSF) -
MARK MANUFACT'R DFSIGNATION GRAVITY UPI IFT FASTENER(S) -
B 1 SEM CO 2 --- jo 1lY4YI��llll1 L1►Da�Y�g�l�
A_9 PREFAB P 124'O.C.E-ENGINEERED WOOD ❑ TAPR -1 - 1055 (8)- Od NAILS N.O.A. 98-1016.02
HANGER w SIMPSOTO U24 JOIST GG'-0" TRUSSES (TYP) 2❑ SEMCO TAPL 12 1060 (7)-16d NAILS N.O.A. 98-1016.02
HANGER w 4-10dS TO TRUSS AND --- (
rrU=-2.2K+ 3❑ - TA Rd TO JOIST ALSO O CONCO'S 2 DDC-1 DDC-1 DCC-1 --- 5800 SEE DETAIL IN THIS SHEET 2/A-4
TAPR-28 HANGERS INTO CONCRETE G=0,9K co
G=2.1K UPLIFT BEAM w/5-10d NAILS (TYPICAL)CONNECTOR CONNECTOR U=-0.9K DDC-2 DDC-2 --- 15000 SEE DETAIL IN THIS SHEET 2/A-
% U
`' 1355 00
3❑ USP TA (10)-10d NAILS N.O.A. 00-0913.07 OQ O0
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o DEAD LOAD = 25 PSF w A
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0�( 57.6 PSF (ZONE 2 & 3) 0 M d"
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N M I SIZE BEAM BOTT. MID TOP "A" # SPACING REMARKS
1 TB 8x12 VARIES 2#5 --- 2#5 #3 �, \ '�
4 @12" E.E. CONC. BEAM ADD2#5x30"
2'x3'
Q ATTIC BAL.@48" EA. WAY CORNER BARS
ACCESS
� PROM E THREE PERMANENT BRACING 2B-1 8X16 '1'1'-Q" 2 e � l •�
# # # @10" THRU CONC. BEAM
w OF 2x CONT. "RAT RUNNERS" ON J 2 0 ,� cd W)
TOP 0 BOTTOM CHORD OF TRUSSES �-1 r� o
SPACE EQUALLY w/(2) 16D NAILS 213-2 12x20 11'-0" 2#6 2#6 2#6 #3 @8" THRU CONC. BEAM 0 r-+
EACH RUSS (TYP)
213-3 8x18 11'-0" 2#8 --- 2#8 #3 @7" THRU CONC. BEAM CA o in p d I
Te 2B-4 10x18 11'-0" 2#7 --- 2#7 #3 @5" THRU CONC. BEAM Cd d` M
IJj A
A-9 # --- # #3 @7" THRU CONC. BEAM M
0 2B-5 8x18 11'-0" 2 8 2 8 ch w
O M
28-6 8x36 11'-0" 2#6 4#5 4#6 #3 @6" THRU CONC. BEAM V
B
rB
G # @6" THRU CONC. BEAM
2B- / 8x16 11'-0" 2#7 --- 2#-/
#3�
� 2B-8 8x16 11'-0" 2#7 --- 2#7 #3 @6" THRU CONC. BEAM
9 2" s �g
2B-9 8x12 11'-0" 2#5 --- 2#5 #3 @4" THRU CONC. BEAM
Y D.--, o -4. 2B-10 8x12 11'-0" 2#6 ---- 2#6 #3 @4" THRU CONC. BEAM
TB N =-4.4K
Z _ j� j, G 28.5K TO
o GT-3 (4 PLY MIN. U -23.OK GT-3 (4 PLY MIN.)I RB-1 16x24 20'-0" 2#6 2#5 2#6 #3 @6" THRU CONC.BEAM ADD2#5 EA.END
G=20.OK STEEL COLUMN G=7.0K DIAL. BARS
U=-17.OK U=-5.3K
G=2.1K DDC-2 DD -1 G=0.9K RB-2 16x * 20'-0" 3#6 2#5 #5„ ` #3 @10 THRU CONC.BEAM, = VARIES V N
U=-2.2K DDC-1 DD -3
UPLIFT UPLIFT U=-0.9K 12 E.F. * V7 N
❑1 + 3 CONNECTOR C NECTOR UP IFT RB-3 8x24 20'-0" 2#7 2#5 2#7 000
13'-8" ° �T co NEC R # # # #3 @10 THRU CONC, BEAM M
�l ^ M C �
6'-0" RB-4 8x16 20'-0" 2#6 2#5 2#6 #3 @10" THRU CONC. BEAM F� cV
J RB-5 8x24 20'-0" 2#5 2#5 2#5 #3 @10" THRU CONC. BEAM �!~ `��� M
OI TB O V 1
RB-6 8x24 20'-0" 2#6 2#5 2#6 #3 @10" THRU CONC. BEAM a
z1 1 2B-11 8x36 2#7 4#5 2#7 #3 @10" THRU
RB 6 2B THRU
-12 8x24 2#7 2#5 2#7 #3 @8" T ."'
PROVIDE PERMANENT BRACING OF 2x4
a~
CONT. "RAT RUNNERS" ON TOP OF 213-13 8x12 2#7 2#7 #3
1 @5" THRU
BOTTOM CHORD OF TRUSSES w/(2)
TB TB
16D NAILS EACH TRUSS (TYP)
rA
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3 13" L 7
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ti
1 RB-1 RB-1 1 —� U=4 4.8K Ir 9-3/4" 7 r
4
DDC-1 DDS-1 1-1/4" �/•�
13'-6" 13'-6" N 6 V1 0
2
O N 6
I
00 1 RB-2 1 00
PIGGY BACK NOTE: 1
FASTEN PIGGYBACK TRUSSES TO EA. 1 I\
INTERSECTION TRUSS w/20 GAGEx24" ' REVISIONS BY
LONG METAL STRAPS w/6-10d NAILS. v- + 6" /��l 11-28-2001
4. PER COMMENTS
3/16 2x4 WD. i 5
OUTLO C\I 1 -- —
n?24"O.C..C. a
19' ,I" + rn
M /
\ +I I R 3/8" THICK EACH FACE B
s +p0OF PLAN 3. _1/2" 3.o.w/(10) 5/8"0 THICK BOLTS a
9
a
6"
9-1/2"
+ O4-PLY -IRDER TRUSS n 4-PLY GIRDER TRUSS I I m I_0 I I sECrIN 6-3/8" 3"Iq I 3"
3 1 TWO PLY TRUSS 10
Date: 01-29-2001
DDC-1
3 16 11111111111161111 I (MAX. UPLIFT - 5800+) 12-3/8"
SECTION Job: ESTARELLAS
CONNECTOR DETAIL 2 FOUR PLY TRUSS
SEE COLUMN SCHEDULE
Doc-2 Drawn: J.P.R.S.
SCALE: 1-1/2•=1'-O" A_ (MAX. UPLIFT = 17000#)
TS 3-1/2" x 3-1/2' x 1/4" TIE BEAM NOTE: BEAM NOTES: 4
ROUT FILLED S.F.B.C. 2704.2 (C) (3) THE TIE BEAM SHALL BE CONTINUOUS. CONTINUITY 1) ADD 2#5 AT MID-DEPTH. MARK DESCRIPTION MARK DESCRIPTION Checked:
F1' 1/2" x 10" x 1'-8" OF THE REINFORCING IN STRAIGHT RUNS SHALL BE PROVIDED BY LAPPING 2) (4)#3 TIES AT 12" O.C. AT ALL CORNERS AND BENDS AND (1)#3 TIE AT 48"O.C. ALONG 1 ANGLE 3"x3`x1/4" w/EXTENDED LEG (Fy - 36 kai) 5 3/4"0 HILTI KWIK BOLT II (CARBON STEEL) 2 REQ'D. Scale: AS SHOWN
SPLICES NOT LESS THAN 18 INCHES. CONTINUITY SHALL BE PROVIDED AT THE TIE BEAM SPAN AS PER SECTION 2704.2 (C) (2) OF THE S.F.B.C.
CORNERS BY BENDING TWO BARS FROM EACH DIRECTION AROUND THE CORNER 3) CONTINUITY IN TIE BEAM SHALL BE PROVIDED BY LAPPING SPLICES NOT LESS THAN 18
CONNECTOR DETAIL „B„ 30 INCHES OR BY ADDING TWO #5 BENT BARS WHICH EXTEND 30 INCHES SEE DRAWING 6 PREFABRICATED TWO OR THREE PLY TRUSS
INCHES. CONTINUITY SHALL BE PROVIDED AT CORNERS BY BENDING TWO BARS FROM EA. SHEET
EACH WAY FROM THE CORNER. CONTINUITY AT COLUMNS SHALL BE PROVIDED DIRECTION AROUND THE CORNERS 30 INCHES OR BY ADDING TWO #5 BENT BARS WHICH 2 STEEL PLATE 9-3/4"x4"x5/B" (Fy = 36 ksi) 7 MIN. 3/B` EXTERIOR GRADE PLYWOOD; SEE PLAN FOR NAILING REQUIREMENTS
SCALE: 3/4"=1'-0" BY CONTINUING HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING 3 STEEL PLATE 111 4"x4"x5 8` F y"'••
A— HORIZONTAL REINFORCING IN THE COLUMNS A DISTANCE OF 18 INCHES. EXTEND 30 INCHES EA. WAY FROM THE CORNER. CONTINUITY AT COLUMNS SHALL BE / / ( y = 36 ksi) 1 e MIN.'S"x12" CONCRETE TIE BEAM (f=3000 psi min.)
PROVIDED BY CONTINUING HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING
HORIZONTAL REINFORCING IN THE COLUMNS A DISTANCE OF 18" INCHES. 4 (1) 314"0 THRU BOLT FOR TWO PLY TRUSS 9 CONCRETE MASONRY BLOCK ,
(1) 3/4"0 THRU BOLT FOR THREE PLY TRUSS 10 1"0 HILTI KWIK BOLT II (CARBON STEEL) 4 REQ'D. , A�4
. •d�,a• OF 11