HomeMy WebLinkAboutTRUSS PAPERWORKs�
A
INA-1 ROOF
TRUSSES
A FL.OFJDA. C.ORPORAnON
Important Notes / Please Review Prior to Truss Installation:
1) Trusses are to be handled, installed and braced in accordance with the following standards:
ANSI/TIP 1-2007; WTCA 1-1995 —"Standard Responsibilities in the Design Process Involving
Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling,
Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate
Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are
also available.
i 2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may
vary from building designers calculated loads. The building designer is ultimately responsible for
clarifying any discrepancies.
4) If provided by truss manufacturer, any engineered beams provided have been sized using
information design guides or software provided by the beam manufacturer. The building designer
should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for
specifying beams, other than those provided by truss manufacturer.
5) Unless specified, roof trusses are not designed for any additional attic storage loads.
6) On flat surfaces, adequate drainage must be provided to avoid ponding.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and
plumbing runs to assure they do not interfere with the truss chords. (Roof and floor:) Truss chords
and webs cannot be art. Attic access opening should be located between trusses unless otherwise
noted.
8) Unless specified, valley framing design, connection, material and labor to be supplied by the
builder.
9) Attached drawings are standard details that cover most installation standards. Structural details
provided by the building designer supersede any attached details.
10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified.
Structure should be framed through the trusses to be supported by the foundation. In cases where
trusses are designed to carry the structure above all loads and uplifts MUST be verified by building
designer. Connection of structure to trusses must, be provided by the building designer.
1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss
placement plan and/or individual truss design drawings.
12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads
for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed
unless specified on sealed engineered drawings.
Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 772-409-1015 Fax www.AItruss.com
Name.,
us P
-
Address:
P4STRUCTURAL
CONNECTORS'
customer.,
k' Company
Contact:
Hangers,
Number.
iv
. - 6A.
TMAZMN
j
Pi
M•
N
q
4"PI
M
I.F.
•V
v
qeT
U
.A
_
fidpo !i
IN
5
Fa
T1
JUS24
1881
655
750
820
510
4- 10d (Header)
F1.821,39,
2 - lod (Joist)
0510.01,
RR 25779
LUS24
670
765
825
490
4-10d (Header)
12 - lod (Joist)
T2
JUS26
Iasi,
850
975
1060
1115
4-10d (Header)
FL$21.4Z
4 -10d (Joist)
11-
0510.01,
RR 25779
LUS26
665
990
1070
j16.5
4 - 10d (Header)
I
I
1
4 - 10d (Joist)
T3
MSH422
183:4
-
-
-
22 - 10d (Face - Face Max Nailing)
F1.822.36,
6 -10d (Face - Top Max Nailing)
us-
6 - 10d (Joist - Face Max Nailing)
0303,06,
6 - 10d (Joist - Top M ax Nailing)
RR 25836,
4-10d (Top -Top Max Nailing)
13116-R
THA422
2245
2245
2245
6- 16d (Carded Member- Face Mount)
6- lad (Conled Member - Top Flange)
22 -16d(Face - Face Mount)
2 - 16d (Face - Top flange)
4 - 16d (rap - Top Flange)
TT W422
1835
1835
1835
2- 10dx1-112 or2 -10d x 1-112(Carried Member)
20 - 10d or2 - lod (Face)
.4 -10d (Top)
�fflllllll
USP Structural Connectors 1��
T4
TH D26
1781,
2485
2855
3060
2170
-
18 -16d (Face)
FL13285.35
12 -10d x 1-1/2 (Joist)
, 06-
0921.05,
RR 25843
HTU26
2940
3340
3600
1555
11 -10d x 1-112 (Carried Member)
20 -10d x 1-112 (Carried Member - Max Nailing)
20 -16d (Carrying Member)
20 -16d (Carrying Member- Max Nailing)
T5 .
TH D26-2
1781.
2540
2920
3175
2285
-
18 - 16d (Face)
FL13285.35
1.2 -10d (Joist)
, 06-
0921.05,
RR 25843,
13116-R
HHU526--2
2785
3155
3405
1550
14 -16d (Face)
6-16d (Jaist)
HrU26-2
2940
3340
3900
2175
-
20 - led (Carried Member - Max Nailing)
20 -16d (Carrying Member- Mox.Nailing)
T6
THD28
1781.
3865
3965
3965
2330
-
28.16d (Face)
FL13285.35
16 - 10d x 1-1/2 (Jaist)
, 06-
0921.05,
RR 25843
HTU28
3820
4340
4680
2I40
26 -10d x 1-112 (Carried Member - Max Nailing)
26 -16d (Carrying Member- Max Nolft)
T7
THD28-2
17U
3950
4540
4935
2595
-
-
28 - 16d (Face)
FL13285.35
16 -10d (Joist)
, 06-
0921.05,
RR 25843,
.13116-R
HHUS28.2
4210
4770
5140
2000
22 -16d (Face)
8 -16d (Joist)
HTU28-2
3820
4340
4680
3485
-
26 - lod (Corded Member - Max Nailing)
26 - I6d (Carrying Member- Max Nailing)
T8
TH D46
178:4
2540
2920
3175
2285
-
-
18 - 16d (Face)
FL13285.35
12 -10d (Joist)
'06-
0921.05,
-
-RR 25843,-
, --
-
-- -
— -
—
- - - -
13116-11
USP Structural Connectors
HHUS46
2790
3160
3410
1550
-
14 -16d (Face)
T9
THD4B
1781,
3950
4540
4935
2595
28 - 16d (Face)
FL19285.35
16 - 10d (Joist)
092i.05,
RR 25843,
13116-R
HHUS48
42I0
4770
5140
2000
-
22 -16d (Face)
8-16d (Joist)
T10
TH DH26-2
1881,
3915
45505
4795
2235
20 -16d (Face)
FL821.75,
8- 16d (Joist)
06-
0921.05,
RR 257T9,
13116-R
HGUS26-2
4355
4875
5230
2155
-
-
20 -16d (Face)
a -16d (Joist)
T11
THDH26-3
1881,
391.5
4505
4795
2235
20 -16d (Face)
FL821.75,
8 - 16d (Joist)
06-
0921.05,
RR 25779
HGUS26-3
4355
4875
5230
2155
-
20 -16d (Face)
8.16d (Joist)
T12
THDH28-2
1881,
6535
7515
8025
2665
36 -16d (Face)
FL82L77,
10 -16d (Joist)
RR 25779,
13116-R
HGUS28-2
7460
7460
7460
3235
36 -16d (Face)
12 -16d (Joist)
T13
THDH28-3
1884
6770
7785
8025
2665
-
-
-
36-16d (Face)
FL821.77,
12 - 16d (Joist)
06-
0921.05,
RR 25779
HGUS28-3
7460
7460
7460
3235
-
-
36 -16d (Face)
12 -16d (Joist)
USP Structural Connectors Im
Name;
- ^4Ot, U vs P Address;
STRUCTURAL +
CONNECTORS' Customer.
AN nek* -ccmpaw Contact: Number.
Fastener'Comparlson Table
_i-
v ='a. e.�'••Y�,�ii _'f' 2y�`-b-�T.r';':['_-�_�t�
-�'
L�:?�ifL�':'-.t:
\:fees^ i'i-.•;i.. _•?'. �lt;;:rw-.o �-�i?'4^� - .-�i.•.:y^-., —
',�i •i_..=r_'---✓'%��..-^_
: ;3wF�' .ems-:r_---• S."�3-+;...- a...— ,,,?� �.
�chedaFe-Q`•��=�=:;-
- _�.-.✓Y. w�LE.l:�=•-,fit-tir.
_ �'��S"S-
�s.:rn"1=•-%.?cit!/.ivriM�sV��v.'."_':]. ti�v.�a�.� ..^i-a.1�^�-r - .. 4�L.�.�--^t..A-Vie..-" �La.-rs"w-.
��%tc•��ui2G+=� c%:."5:..-�'_+=ina��w�'_�..�=�.r.-^_bra-.�_iv_.v_:
-
6ro
��V� _
=EISPiStock:
- _-uh�cti�^-v.-,:a.
..`-'v'
�"R ^ems Y'•-�• eren :N
�>�,�_ �
- -`'•
- - - -
- - - -- -`'� �'f�'-' - - �` ..4����rRequtrad�Fasterrers���r �.
-
T1
JUS24
4-10d (Header)
LUS24
4-10d (Header}
2 -10d (Joist)
2-10d (Joist}
-
T10
THDH26-2
20 -16d (Face)
HGUS2&2
20-16d (Face)
8 -16d (Joist)
8-16d (Joist)
-
T31
THDH26-3
20 -16d (Face)
HGUS2&3
20-16d (Face)
8 -16d (Joist)
8 -16d (Joist]
-
T12
THDH28-2
36-16d(Face)
HGUS282
36-16d(Face)
10 -16d (Joist)
12 -16d (Joist)
-
T3.3
THDH28-3
36-16d(Face)
UGUS28--3
36-16d(Face)
12 -16d (Joist) )
12 -16d (Joist}
-
T2
JUS26
4 -10d (Header)
LUS26
4-10d (Header)
4 -10d (Joist)
4 -10d (Joist)
-
T3
MSH422
22-10d (Face - Face Max Nailing)
THA422
6-16d (Carried Member- Face Moun(l
6 -10d (Face -Top Max Nailing)
6-10d (Carried Member - Top Flange)
6 -10d (Joist - Face Max Nailing)
22-16d (Face - Face Mount)
6 -10d (lolst -Top Max Nailing)
1-16d (Face - Top Flange)
4 - lOd (Top -Tap Max Nailing)
4-16d (fop - Top Range)
-
T4
THD26
18 -16d (Face)
HTU26
II - IOdx 1-.Z12 (Carried Member)
22 -1od x 1-i/2 (Joist)
10 - IDd x I-12 (Carried Member -
Max Nailing)
20 -16d (Carryfng Member)
20 -16d (Carrying Member - Max
Nailing)
-
TS
T HD26-2
18 -16d (Face)
HHUS26-2
14 -16d (Face)
12 -10d (Joist)
6-16d (Joist)
-
T6
THD28
28 -16d (Face)
HTU29
26 - Wd x 1-12 (Carried Member -
16 -10d x 1-1/2 (Joist)
Max Nailing)
26 -16d (Carrying Member - Max
Nailing)
T7
THD28-2
28 -16d (Face)
HHUS28 2
22 -16d (Face)
16 -10d (Joist)
8 -16d (Joist)
-
T8
THD46
18 -16d (Face)
HHUS46
14-16d(race)
12 -10d (Joist)
6-16d (Joist)
-
T9
THD48
28-16d(Face) 77NNUS48
22-I6d(Face)
I
116
-10d (Joist)
8 -16d (Joist)
USP Structural Connectors j
ec
us P
Address;
STRUCTURAL
CONNECTORS
Customer.
A Mirek7 Company
Contact:
Pq
5
3_.
JUS24
THDH28-2
?:
P
W
1
3 9hG'�
MSH422
THD28
Number.
-
WMMF�:�--
(Qty. 1)
THDH28-3
(Qty. 1)
THD26
Left,3
flange a
`:�
F
� ,N;
Y
(Qty. 1) 1 THD28-2
(Qty.- 1) 1 THDH26-3
(Qty.-1) JUS26
L t
flange
(Qty-1) THD26-2
Left
flange
ght
flange
(W.-1) 1 THD46
(Qv. 1z
ht
flange
• I
P
ght
3nge,
2V!1)
USP Structural Connectors JIM
1'
Address:
STRUCTURAL Customer_
CONNECTORS`
AMTek'Company Contact
Leif
flange
I
CM
8ht
flange
(QtY'
Number.
USP Structural Connectors
i
113OK14 aO1oXsE5mg1bM Ws 4- hR
•2-945 - 9 -- - 0 13 e
2915 54A
TYPICAL HIPJACK CONNECTION
TSTBK MAX 55 PSF MAX ROOF LOAD mum
170 MPH EX C H=26 MAX "A'13
4 24 to 2. 72 N$1LE0 3x4
NAILM 3
12
4i4EID T1
MLM
11 all comerjack ,ry
With 2-i6d the miIsTCC-C t, p.
1:
d 81
C k 14 15 7 is
a ° UVLED AILM HAILED1 Rux:lj -
NAILED NAIM NAILSD
15d
toe nail4
24- slump 6-1 od:1.5-
each end
r ewe ys<� R a
Plate Offsets X :
LOADING (p-f)
SPACING
2 D-0
CS1
OP_FL
in (hoc)
Well
Lid
PLATES GRIP '
TCLL 30.0
Plates Increase
125
TC 0.71
Vert(LL)
-13M 6 7
>999
350
MTZD 244119D
TCDL 15.0
Lumber Increase
125
BC D-49
Vert(TL)
-0.09 6-7
>999
P-40
BCLL 0.0 '
Rep Stress Inc
NO
WS 0.50
Hoe(il)
0.01 6
nra
nia
SCOL 10.0
CodaFRC2010rTP12M7
(Matrix M)
Weighe441b FT - 0-1
CHORD 2x4 SYP t.4 3B
CHORD 2�;4 SP N0.2
S 2x4 SP No.3
BRACING
TOP CHORD Structural rood sheathing directiyapplied or 5-0.0 cc purtins.
SOT CHORD Structural mood sheathng d'uectiy applied or B-94 or: bracing.
KTek recommends that Stabilizers and required cross bracing
be Installed during truss erection, in aa:ord?m:e tdth Stabifi2ir
CTIONS pbTsize) 4-IM*rVlechanlcal,2-608*10-i5 (min.0-1-8).6-350WILchanical
Max Horz2-308(LC 4)
Max Up5ft4--156(LC 4). 2,-362(LC 4), 6--159(LC 6)
Max Grv4-219(LC 2). 2-734(LC 4 5-41MC 2)
CES (Ib) - Max. CompjWlam Ten. -AN forces 250 (ib) or less a=ept when sholcn.
CHORD 2-11--933i645, 11-12--656307, 3-12--84Si303
CHORD 214--ol/846.14-15--i39f848,7-15—l39tS4B.7-16--4391846.6-t6--432"
IS 3-6-9161-175
1) Wind: ASGE 7 10;170mph (3-second gust) Vasd-132mph; TOOL-S.Opsf; BCDL-5.0pst; h-25h; Cs. It; Exp C; Ens., GCpWL18;
MWFRS (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33
2) This Miss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration.
3) Plates checlred for a plus or ninus 0 degree rotation about Itscenter.
4) This buss has been designed fora 10.0 psf botlorn chord five load nonconcurrent with any other live loads.
5)' TWs truss hs bcen designed fnr a Eve load of 20.0psf on the bottor a chord In all areas wherea rect2ngl a 3-&0 fall by 2-D-0 wide bill fit
between the bottom chord and arry other members.
``llllll(It�f�'
' N 34869 _lr
='O �QU _
�� .. STATE OF��
s"ONA\-
111l1ti11111��
1109 COASTAL BAY
BOYNTON BC,FL 33435
10120/12
TYPICAL ALTERNATE BRACING DETAIL
-FOR EXTERIOR FLAB GIRDER TRUSS
12
TRUSS -24' c.c.
UPLIFT CONNECTION,
SEE ROOF TRUSS
EXTERIOR FLAT
GIRDER
0
4 12d
MAX 30°' (,21 - 5" )
xa #2 Sp BOTH FACES ��,•• ti;cErvs�•••� r,
24
et N 34869 �•
=�Q Y ��
I M Pra' �N H =,° • • STATE OF ,•� `��,
r.011 ANAL►�� �`�
1109 COASTAL BAY
BOYNTON BG,FL 33435
10/29/12
STANDARD PIGGYBACK'1-RUSS
rFEBRUARY 14, 2D12F CONNECTION DETAIL (PERPENDICULAR} ST PIGGY PERP.
o �
O
UVL -U]
MiTek Industries, Inc.
DETAIL IS NOT APPLICABLE FOR TRUSSES
TRANSFERING DRAG LOADS (SHEAR TRUSSES
ADDITIONAL CONSIDERATIONS BY BUILDING
ENGINEERIDESIGNER ARE REQUIRED.
PIGGY -BACK TRUSS
(CROSS-SECTION VIEW)
Referto actual truss design drawingfor
additional piggyback truss information.
NEAR SIDE
tWTek hmUS ies. Chesteff1Wd, MO Page 1 of 1
MAX MEAN ROOF HEIGHT=30 FEET
BUILDING CATEGORY 11
WIND EXPOSURE B or C
WIND DESIGN PERASCE 7-98, ASCE 7-02, ASCE 7-08100 MPH (MWFRS)
WIND DESIGN PER ASCE 7-10125 MPH (MWFRS)
DURATION OF LOAD INCREASE
FOR WIND LOADS:1.60
THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT
UP TO 190 LBS IdIAXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND10R IN
OTHER DIRECTIONS.
ATTACH PIGGYSACKTRUSS
TO BASE TRUSS WITH
(2) -16d (0.131" X3.Bj NAILS
TOENAILED.
FAR SIDE
NOTES FOR TRUSS:
I.
2.
FLATTOP CHORD
OF BASE TRUSS
BASE TRUSS (SIDE VIEW)
Refer to actual truss design drawing
for additional base truss Information.
NOTES FORTOE-NAIL:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITHTHE MEtMER AND STARTED 113 THE LENGTH OF THE
NAIL FROM THE MEMBER END AS SHOWN:
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF
NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING
OF THE WOOD.
THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY:
THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES
MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER:
THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES
IS 2 FT OR LESS;
THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO
BASE TRUSSES.
PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
AT CONNECTING POINT.
xN134869b.0
�
: ]0 L U Z
STATE OF _ w`
1109 COASTAL BAY
BOYNTON BC,FL 33435
'10/19/12 1
14, 2012 I Standard Gable End Detail
SHEET 2 -
® MTek Industries, Cheaeri'wK MO Page 2 of 2
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
II IL I Trusses Cal 247 ox.
o�
HORVONTAL BRACE 2YE DIAGONALBRACE SPACED 48- O.C.
(SEE SECTION A A) ATTACHED TO VERTICAL WITH ') -16d
COMMON WIRE NAILS AND ATTACHED
MITek Industries, Inc. Roof Sheathin , TO BLOCKING WITH (s) -10d COMni(INS.
t
V-3'
SPO,4SIBIUiYOFTHEBLDGDESIGNEROfl j
IRACETO
CT ENGINEER)ARCHTECTTODESIGN THE
A AGON NAB DIAGONAL
LDI GONI LB
1PHRAGMAND ITS ATTACHMENTTOTHE
-PURLIN76dNAILS
O RESISTALL OUT OF PLANE LOADS THAT
TFROM THE BRACING OFTHE GABLE ENDS
2X4PURLIN FASTENED TO FOUR TRUSSES
WITH TWO I6d NAILS EACH- FASTEN PURUN
i
\
TO BLOCKNG W1n-JO 15d NAILS.(MIN)
Diag. Brace
at113poi nts
,
��
\
PROV0DE2x4BLOCI.9NG.BETWEENTHETRUSSES
SUPPORTING THE BRACE AND THETWOTRUSSES
if needed
ON EITHER SIDE AS NOTED. TOENAIL BLOCKING
TRUSSES
TO ILS AT EACH END.
(
ToBLOCWNG
ATTDIAGOI A BRACE WITH
(5} -10d COMMON WIRE NAILS.
End Wall
:��-. -
�•-_
CHUNG SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRU Ci UR4L GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE
FACE OF THE S1 RUC TURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE
METHOD2:ATTACH2X SCABSTOTHEFACEOFEACHVEFMCAL
MEMBER Ot�THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARETO BE OF THE SAME SIZE. GRADE
AND SPECIES AS THE TRUSS VERTICALS
NAILING SCHEDULE:
• FOR WIND SPEEDS 120 MPH (ASCE 7-S8. 02, 05),150 MPH (ASCE 7-10) OR LESS, NAILALL
MEMBERS WITH ONE ROW OF 10d (.731- X X) NAILS SPACED 6- 0.0.
- FOR W IND SPEEDS GREATER 120 MPH (ASCE 7-58, 02, 0!% 150 MPH (ASCE 7.10) NAB. ALL
MEMBERS WITH TWO ROWS OF 10d 031- X 37 NAILS SPACED 9- O.C. (2X 4 STUDS MINIMUM)
M14XIMUM STUD LENGTHS ARE LISTED C
ALL BRACING METHODS SHOWN ON PA(
/ VAUDANDARETOBEFASTENEDTOTHESCABSOR INLAYEDSTUD
VERTICAL STUDS OFTHE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OFTHE STRUCTURE.
fAN ADEQUATE DIAPHRAGM OR OTHER METROq Q�j CING MUST
STRUCTURAL BE PRESENT TO PROVIDE FULLLATERAL fNRpORf BOTTOM
GAOLETRUSS / CHOROTORESISTALLOUTOFPLANE 'dA E ING•$IjOWN
INTHIS DETAIL IS FORTHE VERTICLI()x . y. �j�
NOTE :THIS DETAIL IS TO BE USm ONLY FOR
:. N 34869 • .
STRUCTURAL GABLES W TIH INLAYED
S UDS.TRUSSESWITHOUTINLAYED I � - rt
STUDS ARE NQTADDRESSED HERE 0 1 LIJ_
I _ 0.
STATE OF ._f�
STANDARD ' '�� :fiLORION
GABLETRUSs
/ Jtttlll{IIi1\�
1109 COASTAL BAY
BOYNTON BC,FL 3343E
M
STANDARD PICAYETACK
I FEBRUARY 14, 2U12 I TRUSS CONNECTION DETAIL I ST; PIGGY PLATE I
I� LJIJ O
moo
�� 00
a
MI i ek Induslries, Inc.
This detail is applicable for the following wind conditions:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under
ap enclosure and exposure conditions as long as no uplift exceeds 377 lbs.
Refer to actual piggyback truss design drawing for upt.
NOTE:
This Detail is valid for one ply trusses spaced 24' o c. or less.
PIGGYBACKTRUSS
fiefer to actual truss design drawing fcr
additional piggyback truss information.
SPACE PURLINS ACCORDING TO THE MAMMUM
SPACING ONTHE TOP CHORD DFTHE BASE
TRUSS (SPACING MDT TO EXCEED W O.C.Q.
A PURUN TO BE LOCATED AT EACH BASE TRUSS JOINIE
MTek Industries, Chesw&wd, MD Page 1 of 1
Attach piggyback truss to the base truss with 3"xe' TEE -LOCK
Multi -Use connection plates spaced 48" o.c. Plates shall be
pressed into the piggyback truss at 48' o.c. staggered from each
face and nailed to the base truss with four (4)- 6d (t TxO-099")
i
nails in each plate to achieve a maximum uplift capacity of 377 lbs.
at each 3"x8' TEE -LOCK Multi -Use connection plate. i
(Minimum of 2 plates) _
Attach each puriin to the top chord
of the base truss.
(Purlins and connection by others)
BASE TRUSS
Refer to actual truss design drawing
for additional base truss information.
N 34869
--U) rY�
-� 03 Luz:a • STATE OF ��
"'CORVDN --' Cj��
A%-
1109 COASTAL BAY
BOYNTON BC,FL 33435
10/19/12
FEB RUARY 14, 2012
EMIED
zoo
UPI
MiTeklindustries, Inc.
RE VALLEY TRUSS
IE ROW OF 16d
6' O.C. .
TRUSSED VALLEY SET DETAIL I ST VALLEY SYP
[. of—
GA5LE END. COh•61r1ON TRUSS
OR GODERTRUSS
Mirek Industries, Cheshe fizid. Mo Page 1 Oi 1
GENERAL SPECIFICATIONS
1. NAIL SIZE = 3.5' X 0.131"=16d
2. INSTALL VALLEYTRUSSES (24- O.G MAXIMUM) AND
SECURE PER DETAILA
3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS_
4. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING
EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
S. NAILING DONE PER NDS - Di
S. VALLEY STUD SPACING NOT TO EXCEED 43' Q.C.
7. ALL LUMBER SPECIES TO BE SYP.
GABLE END. COMMON TRUSS
OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-95. ASCE 7-02. ASCE 7.05 12D MPH
/ WIND DESIGN PER ASCE7-1Q 15D MPH
ATTACH 2x4 CONTINUOUS N0.2 SYP MAX ROOF PITCH ROOF
ITCHMINIMUMf2 MAXIMUM 1GA2
TO THE ROOF W/TWO 16d (0.131- X 3.5") NAILS CATEGORY It BUILDING
INTO EACH BASE TRUSS. EXPOSURE C OR B
WIND DURATION OF LOAD INCREASE : 11EDI I 1 I
MAXTOPCHORDTOTALLOAD-Gp%W /I!!
MAX SPACING - 2V O.C. (BAS1;-A)1Q�V��,
MINIMUM REDUCED DEAD `O D FtvLT19F- •.: ���
ON THE TRUSSES �?
AIL A
KIMUM 1" SHEATHING)
.T.S.
# • N 34869 '
�' 1D 19/lz w�
STATE OF
1109 COASTAL BAY
BOYNTON BC,FL 33435
a•,
OCTOBER 1. 2006
iJ
a
MTek Industries, Inc.
Z
O
is
M
1tD
z
0
Z4
cfi
VALUES SHOM AF—;= CAPACITY PER TOE -NAIL
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED
v
LATERAL TOE -NAIL DETAIL I ST TOENAIL SP
MTekln&mtries,Chestwfleld,MO Page 1 oF1
NOTES:
I. TOE I4MLS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND
EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN.
? THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOI D UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OFTHETWO SPECIES
FOR MEMBERS OF DIFFERENT SPECIES.
wTOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (ibinail)
SYPI
DF
HF
SPF
SPF-S
.131
BB.O
00.6
69.9
MA
59.7
•135
93Z
056
74.2
726
63.4
.162
108.9
99.6
SBA,
64.5
7313
.128
74-7
67.9
50.9
57.6
503
.131
75.9
59.5
603
59.0
51.1
.148
H7 4
74.5
64.6 1
631
52S
EXAMPLE.
(3)-16d NAILS (.162" crmm.x 3S I WITH SPF SPECIES BOTTOM CHORD
Forluad duration increase of 1.15:
3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5lb Maximum Capacity
ANGLE MAY
VARY FROM
30' TO 50'
45.00'
ANGLE MAY
VARY FROM
30° TO 60°
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEVS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
(2Ga, 2^4)
2 MLS
NEAR SIDE
NEAR SIDE
45.00°
SIDE NEW
(2"b7N.41 3 LS
x x NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY I
VARYFROM30° TO 60° I
45.00°
`,�11t1It111����r i
�`�♦�J��vs Etv F
N M869
Eli
`p'• 10/1s/3.2
STATE OF
1109 COASTAL BAY
BOYNTON BC,FL 33435
ER 1, 2006
� ' ^ LJL I
0 00
a od
� a
MTeli Industries, Inc.
SIDE VIEW
NEAR
i
I
FAR.. SIDE
UPLIFT TCR&NA - DETAIL . I ST-TOENAIL UPLIF
MI-rak Industries, Chesterfield. MO ' Page T of 1
NOTES:
1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER
AND START ED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER. VALUE OF THE BOTTOM CHORD SPECIES
OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOI
OF
VIERS SHOWN ARE FOR
ILWSTRAl1GN PURPOSES ONLY
TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail)
CWV1. I S(P
DF HF
SPF
SPF S
O
131 59.5
45.1 1 31.6
29.9
20.3
J135
I 60.3
47.5 I 32.6
30.7
209
in
.162 I 72.3
57A 39.1
35.9
25.1
ai
z
.128 53.1
419
29.7
27.0
18A
OJ
131 543
429
293
27.7
18B
N
148 51A
4B_3
332
31.3
21,3
m
0
.120
45.9
�4
Z3.4
159
O
Al s
49.11
38.6
26.5
25A
17-0
o
.1,31
50.1
1 38.5
27.1
25.5
17.4
.143
55.6
4q 6
30.6
26.9
19.6
VALUES SHOW4 ARE CAPACITY PERT01= NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE
ForlM1ind DOL of 1.33:
3 (naifs)�X36.8 (Ibinail)X 1.33 (DOL forwind) = 146.81b Maximum Allowable Uplift Reaction Oua To Wind
For'vMnd DOL of 1.60:
3 (nails)X 36.6 (lb/naa)X 1.60 (DOL for wind)=176.61b Maximum Allowable UpGftReaction Due To Wind
If the upl'ili reaction specified on the Truss Design
Drawing (s more than 145.8 lbs (176.5 Ibs) another
mechanical uplift connection must be used.
USE (3) TOENAILS ON 2A BEARING WALL
USE (4) TOENAILS ON 26 BEARING WALL
END VIEW
10/19/12
111litt/7/
` �JN." • 4�cEIvsF
* ' N 34869
"FT CZ
• _ STATE OF • ���
i •'• fi�ORf1�p'.-'• 1�` t�
1109 COASTAL BAY
BOYNTON BC,FL 33435