12-591-012i]
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WOOD CONNECTOR SCHEDULE
MARK
DESCRIPTION
CONNECTOR ALLOWABLE LOAD VALUES (LBS)
ANGLE L31/2' X 3 I/2' X 1/4' W/ EXTENDED LEG - 36 KSI)
(J2
I
CONNECTOR
NAIL SIZE &
®
UPLIFT
DOWN
LATERAL LOAD
LATERAL LOAD
TYPE
(b�
QUANTITY
N.O.A.
MIN. 5/8' EXTERIOR GRADE PLYWOOD. SEE PLAN FOR NAILING F ;Ea
Q
MR 8' X 12' CONCRETE TIE BEAM (a - 30M PSI MIN) OR CONCRETE BEAM
(5)
PARALLEL
PERPENDICULAR
3/4' DIAM, 'RED HEAD' WEDGE 'TRIBOLT' ANCHORS, 2 AS SHOWN
A
NVTA —16
BY NU -WE
1153
520
630
9 -10 d STRAP
6-10 ° SEAT
08- 0326.11
NVTA —18 (DOUBLE)
5 -10 d STRAP
BY NU —VUE
2236
250
500
6 -10 dx1j" SEAT
08- 0326.11
NVTH —16
3086
2528
2697
14 -10 d X 3" IN 2 STRAPS
09- 0721.05
BY NU —WE (W /2PLY 18G SEAT)
6 -10 d x 3" IN SEAT
�p
SEE TYPICAL PREF. WOOD GIRDER TRUSS TO TIE BEAM CONEC11ON DETAIL ON S -2
k r, /'
��
A
MARK
DESCRIPTION
a
ANGLE L31/2' X 3 I/2' X 1/4' W/ EXTENDED LEG - 36 KSI)
(J2
I
2
m
CIS
m
n
L TRUSS MANUFACTURER TO PROVIDE DEAD, LIVE, AND
WIND UPLIFT REACTIONS FOR ALL TRUSSES AND GIRDERS.
2. STRAP ALL 'PIGGYBACK' TRUSSES WITH 14 GA BY I' GALV.
STEEL STRAPS TO EA. SUPPORT TRUSS W/ 4 -16d NAILS INTO
' PIGGYBACK' TRUSS AND INTO SUPPORTING TRUSSES. STRAP BY
NU -VUE-
3. AS T1E ENGINEER OF RECORD OF THIS DESIGN, I 1 -ERE15Y STATE THAT
THE NET WIND UPLIFT REACTIONS SHOWN IN T141S PLAN SHALL SUPERUDE
71106E SHMN M THE TRUSS MANUFACTURER SHOP DRAWINGS AND
ENGINEERING CALCULATIONS. THE NET WIND UPLIFT REACTIONS WERE
CALCULATED BY MYSELF, CONSIDERING LOCATION, TRIBUTARY AREAS,
HE*HT, AND ROOF SLOPE IN ACCORDANCE WITH THE ASCE 1 -10 CODE
FOR A 116 MPH WIND VELOCITY. THE CONNECTORS NOTED IN PLAN EXCEED
THE NET WIND UPLIFT REACTIONS SHOWN IN PLAN.
4. MAW ROOF PLYWOOD SHEATHING SHALL BE
EXTENDED UNDER ALL VALLEY TRiUSSES.
5. BRACING FOR THE ROOF SYSTEM IS DESIGNED FOR
BOTH POSITIVE AND NEGATIVE PRESSURE.
5 I 6
7
'X': VERTICAL 'X' BRACING COMPOSED OF
2X4'6 NAILED TO TRUSSES W/ 2 -Ibd NAILS
EACH POINT OF CONTACT, AS PER TPI 1115
91, PAGE 4.
'BR': CANT. 2X4 WOOD BRACING NAILED TO
TOP OF EACH TRUSS BOTTOM CHORD
W/2 -16d NAILS SPACING EalALLY AS
NOTED, MAX 1O' -0'.
(2) 5 x 5' -0' SENT
CORDER BARS
2._6"
TYP.
ff (2) 5 x 5' -0' BENT
is CORNER BARS
N
ilI14�!ZELil
r- -TIE MAM
TYPICAL TIE BEAM CORNER BARS DETAIL
3/4' - P -0'
DINE CRO55
7TRU55E5
TRU55E5 9 24'
TYPICAL X BRACING DETAIL
3/4' - 1' -0'
L8ADO
MARK
DESCRIPTION
a
ANGLE L31/2' X 3 I/2' X 1/4' W/ EXTENDED LEG - 36 KSI)
(J2
STEEL PLATE 10 I/2' X 4' X 1/4' = 36 KSI)
®
STEEL PLATE 113/4' X 4' X 3/8' = 36 KSI)
®
ONE (1), 50 DIAM THRU BOLT FOR TWO PLY TRUSS
ONE (1), 3/4' DIAM. THRU BOLT FOR THREE PLY TRUSS
Q5
5/6' DIAM, 'RED HEAD' WEDGE 'TRUBOLT' ANCHORS, 2 AS SH10UN
(b�
PREFABRICATED TWO OR THREE PLY TRUSS, FOR PRECISE PROFILE SEE ROOF SECTIONS.
MIN. 5/8' EXTERIOR GRADE PLYWOOD. SEE PLAN FOR NAILING F ;Ea
Q
MR 8' X 12' CONCRETE TIE BEAM (a - 30M PSI MIN) OR CONCRETE BEAM
(5)
CONCRETE TIE COL.
3/4' DIAM, 'RED HEAD' WEDGE 'TRIBOLT' ANCHORS, 2 AS SHOWN
�W
4 � 4 L PRE- ENGINEERED WOOD TR1155E5
TYPICAL LATERAL BRACING DETAIL
3/4' - 1' -0'
1 10 I I1 12
N
M
L
K
G
TWO PLY gRDER
UPLIFT CAPACITY
_ (013X0.911XIVl50X2X1333)- 50M 1-56.
2 BOLTS
TYPICAL PREFAB. WOOD
GIRDER TRUSS -TO TIE BEAM
CONNECTION DETAIL
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No. 62531
Al-
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ENGINEER. VICENTE FR NO P
LIC.#62531 10776 NW 844fiN LANE k`e�_
APT. #5 MIAMI, FL 33174s
PP: (786) 294 0032
13 I 14 I 15
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