01-0517-001 ZONE 2 ZONE 1 ZONE 2 ROOF TRUSS CONNECTORS
1 + 3 CAPACITY (PSF)
MARK MANUFACT'R DESIGNATION GRAVITY UPLIFT FASTENER(S)
B 0 SEMCO TAPR 212 --- 1055 (8)-10d NAILS N.O.A. 98-1016.02
A-g PREFAB P L"O.C.ENGINEERED WOOD
2x4's @24" w SIMPSON'S U24 JOIST 66'-0" TRUSSES (TYP) 2❑ SEMCO TAPL 12 --- 1060 (7 -16d NAILS N.O.A. 98-1016.02
HANGER w/4-10d's O TRUSS AND DDC-1 DCC-1 --- 5800 SEE DETAIL IN THIS SHEET 2/A-4
1 + 3❑ 4--lOd TO JOIST ALSO w/SEMCO'S DDC-1 �
3 DDC-1 TAPR-28 HANGERS INTO CONCRETE 2
G=2.1K UPLIFT BEAM w/5-10d NAILS (TYPICAL) UPLIFT G=1.1K DDC-2 DDC-2 --- 15000 SEE DETAIL IN THIS SHEET 2/A-4 M
U=-2.2K CONNECTOR 3 CONNECTOR U=-2.OK
(2)0 3❑ USP TA-22 1355 (10)-10d NAILS N.O.A. 00-0913.07 C to cf) 00
RB-4
SEE ATTAC ED r/j C N 00 M
w DDC-3 SEE DETAIL 11/A-11 (V �
0 TO � m RB-3 Y TB
Y Y
CALCULATION p Cr p
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'I TO TB - ROOF DESIGN LOADS ,, 0 PQ
O RB-3 0
N I F 0 LIVE LOAD = 30 PSF � N
�W J TB DEAD LOAD = 25 PSF
NET UPLIFT = 31 PSF (ZONE 1) ..�
��� 57.6 PSF (ZONE 2 & 3) Q M �'
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N N 2 BEAM SCHEDULE
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z A 0 1 ELEV. REINFORCING STIRRUPS
N L, TOP OF — kn
MARK SIZE BEAM BOTT. MID TOP "A" # SPACING REMARKS U kn
0
4� 4 M
TB 8x12 VARIES 2#5 --- 2#5 #3 4@12" E.E. CONC. BEAM ADD2#5x30" �
t
2'x3'
ATTIC PROVIDE THREE PERMANENT BRACING BAL;'@48" EA. WAY CORNER BARS *� a
O OF 2x CONT. "RAT RUNNERS" ON 2B-1 8x16 11'-0 2#8 2#5 2#8 #3 @10 THRU CONC. BEAM �Q p 'O
TOP Off BOTTOM CHORD OF TRUSSES U M
SPACEM EQUALLY w/(2) 16D NAILS 213-2 12x20 11'-0" 2#6 2#6 2#6 #3 @8" THRU CONC. BEAM C) Cis
EACH ROSS (TYP) 213-3 8x18 11'-0" 2#8 --- 2#8 #3 @7" THRU CONC, BEAM V
.--t
w TB 2B-4 10x18 11'-0" 2#7 --- 2#7 #3 @5" THRU CONC. BEAM I M
z
A
N A_9 2B-5 8x18 11'-0" 2#8 --- 2#8 #3 @7" THRU CONC. BEAM M
2B-6 8x36 11'-0" 2#6 4#5 4#6 #3 @6" THRU CONC. BEAM V a
TO
C) 28-7 8x16 11'-0" 2#7 --- 2#7 #3 @6" THRU CONC. BEAM
Q - -
o 7_B-8 8x16 11'-0" 2#7 --- 2#7 #3 @6" THRU CONC. BEAM
w 6'
" 2B-9 8x12 11'-0" 2#5 --- 2#5 #3 @4" THRU CONC. BEAM
4 Y 0 4 2B-10 8x12 11'-0" 2#6 --- 2#6 #3 @4" THRU CONC. BEAM
C-44 d Y
w I TB to N Y Y TO
G 34.5K m RB-1 16x24 20'-0" 2#6 2#5 2#6 3 " CONC.BEAM ADD2 5 EA.END
O m 0 GT-3 (4 PLY MIN.) U —42.3K GT-4 (h PLY MIN.) i' # # #` @6 Tf i R U # rT,
G=9.8K G=7.OK �•I•,�
STEEL COLUMN DIAL. BARS � l
u=-12.DK DETAIL "B" U=-5.3 v
G=2.1K G=2.5K G=2.5K n #5 @ " CV
U=-2.2K DDC-1 DD -3 U=-1'3K U=-1.3K G=1.1K RB-2 16x * 20 -0 3#6 2#5 #3 @10 THRU CONC.BEAM, * = VARIES to N
UPLIFT UP IFT G=7.7K GT (3 PLY MIN.) G-77K 4 DD -1 U=-2.OK 12 E.F. �p
�+ 3 CONNECTOR C NECTOR u=-8.7K U=-a 7K UP IFT (2)E2 RB-3 8x24 20'-0" 2#7 2#5 2#7 #3 @10" THRU CONC. BEAM M oN
tx G' CONNECTOR
vi
13'-8" �� 1 r1D DDC-2 6'-0" RB-4 8x16 20'-0" 2#6 2#5 2#6 #3 @10" THRU CONC. BEAM A Cd aN
DDC-2 m RB-5 8x24 20'-0" 2#5 2#5 2#5 #3 @10" THRU CONC. BEAM o
o
TO
RB-6 8x24 20'-0" 2#6 2#5 2#6 #3 @10" THRU CONIC. BEAM
N 2B-11 8x36 2#7 4#5 2#7 #3 @10" THRU tip
Ld 1 t
0 2B-12 8x24 2#7 2#5 2#7 #3 @8" THRU '� ►�
N RB-6
PROVIDE PERMANENT BRACING OF 2x4
CONT. "RAT RUNNERS" ON TOP OF 28-13 8x12 2#7 2#7 #3 @5" THRU
BOTTOM CHORD OF TRUSSES w/(2) y
16D NAILS EACH TRUSS (TYP)
TO TB
3 t 3" 1' 7
V/ 1 _
L 4 i� ►7
G=1.4K 1 9-3/4" n' 7 1-1/4°
�G=1.4K
U=-2.4K Re-t Re-1 1 U=-2.4K L L 4
1)(2) 3 1-1/4" - �
4 (2)� N 6 _
-
4
O O N
I
09 1 RB-2 t o0 1
PIGGY , BACK NOTE: - • -
FASTEN PIGGYBACK TRUSSES TO EA. 1 1 RI VISIONS BY
INTERSECTION TRUSS w/20 GAGEx24" 11-28-2001
LONG METAL STRAPS w/6-10d NAILS. + 6„ 1 PER COMMENTS
3/16 V__1 2x4 WD. 5 �05-21-2002
„ 1 OUTLOOKERS N 1
@24"o.C• + s m �3 06-03-2002
+ + M 9
3'-0"-0 �06-04-2002
+ + A-9 I\V OF PIS/V V -,/2'° 3„ M 6" \�
FE 3/8" THICK x 3" THICK EACH FACE 3,. lJ
w/(12) 5/8"0 THICK BOLTS / ,
4-PLY GIRDER TRUSS , + + 4-PLY GIRDER TRUSS II II 9-1 2 SECTION 3" 6-3/8" 3" 9
3 l4 3
4 „ I �2 �� TWO PL i RUSS Date: 01-29-2001
(MAX. UPLIFT = 5800*) 12-3/8”
SECTION Job: ESTARELLAS
3 16 I I CONNECTOR DETAIL 2 FOUR DDCY2TRUSS
J.P.RS.
SEE COLUMN SCHEDULE SCALE: 1-1/2"=1'-D^ A-q (MAX. UPLIFT = 17000//) .
TS 3-1/2" x 3-1/2" x 1/4" TIE BEAM NOTE: BEAM NOTES: Checked:
GROUT FILLED MARK DESCRIPTION MARK DESCRIPTION
S.F.B.C. 2704.2 (C) (3) THE TIE BEAM SHALL BE CONTINUOUS. CONTINUITY 1) ADD 2#5 AT MID-DEPTH.
R 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%11/4" w/EXTENDED LEG (Fy = 36 ksi) 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.
r 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 SEE DRAWING 6 PREFABRICATED TWO OR THREE PLY TRUSS
SHEET
CONNECTOR DETAIL B 30 INCHES OR BY ADDING TWO #5 BENT BARS WHICH EXTEND 30 INCHES INCHES. CONTINUITY SHALL BE PROVIDED AT CORNERS BY BENDING TWO BARS FROM EA. 2 STEEL PLATE 9-3/4"x4"x5/8" (Fy = 36 ksi 7 MIN. 3/8" EXTERIOR GRADE PLYWOOD, SEE PLAN FOR NAILING REQUIREMENTS 7;' "
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 WX
SCALE: 3/4"=1'-0" A- 4 BY CONTINUING HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING EXTEND 30 INCHES EA. WAY FROM THE CORNER. CONTINUITY AT COLUMNS SHALL BE 3 STEEL PLATE I�'XI°y. (Fy = 36 ksi) 1 8 MIN. 8"x12" CONCRETE TIE BEAM f=3000
HORIZONTAL REINFORCING IN THE COLUMNS A DISTANCE OF 18 INCHES. ( psi min.)
PROVIDED BY CONTINUING HORIZONTAL REINFORCING THROUGH COLUMNS OR BY BENDING
HORIZONTAL REINFORCING IN THE COLUMNS A DISTANCE OF 18" INCHES. 4 (1) 3/4"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
,
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