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A4 K118F
TRUSSES
AFLORIDACORPORAnON
Important Notes /J'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 Responsibilifles in the Design Process Involving
Metal Plate Connected Woo4Trusses7, 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.
2) All temporary and permanent bracing design, connection, material, and labor by others.
3) Truss designs are for an ind I Mclual component, not for a truss system. Reactions and uplifts may
vary from building clesiigne calculated loads- The building designer is ulfimately responsible for
clarifying any discrepancies.
4) If proAded by truss manufacturer, any engineered beams provided have been sized using
informatlion design guides 01 r 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 th�an 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 poncling.
7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and
plumbing runs to assure tiiey do not interfere with the truss chords. (Roof and floor-) Truss chords
and webs cannot be cut.1 Attic access opening should'be located between trusses unless otherwise
noted-
8) Unless specified, valley framing design, connection, matedal and labor to be supplied by the
I
builder.
9) Attached drawings are standard details that cover most installation standards. Structural details
provided by the buildinIg designer supersede any attached details.
10) Trusses are not design I led 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 t I a carry the structure above all loads and uplifts MUST be verified by building
designer. Connectioni of structure to trusses must be provided by the building desligner.
11 ) The specific engineerled truss drawings are subject to other terms, conditions, and details a n* the truss
placement plan and/or indiVidual truss design drawings-
12) Trusses are -designed to carry ONLY the specified loads on the engineered draVings. Point loads
for matedals, erecloln personnel, equipment, whether temporary or permanent, are -not allowed
unless specified on sealed engineered drawings.
Any questions� or comments feel free to contact A- I Roof Trusses at 772-409-1010.
4451 St. Lucie Blvd., Fort Pierce, FL 34946
772-409-1010 Office 1 772-409-1015 Fax www.AItruss.com
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Name: i
Address:
STRUCTURAL
CONNECTORS'
Customer
A MOW Company
Contact Number.
- Fastener Comparison Table
NEW 5. ZON WE 20
1-11080
-
TI.
JUS24
4 - 10d (H,'eader)
LUS24
4 - 10d (Heade4
2 - 10d (4olst)
2 - 10d (Jobo
-
TIO
THDH26�2
20 - 16d,(Face)
HGUS26-2
20 - 16d (Face)
8 - 16d (Joist)
8 - 16d (Jnw)
-
TII
THDH26-3
.20-16d(Face)
HGUS26-3
20 - 16d (race)
8 - 16d boist)
8 - 16d (id"
-
T12
THDH2R-2
36 - 16d (Face)
HGUS28-2
36 - 16d (Face)
10 - 16d (Joist)
12 - 16d (Jd8o
-
T13
THDH28-3
36-16d (Face)
UGUS28-3
36-16d(Facw
12 -:LGd (Joiso
.12-16d(lo&o
-
T2
JUS26
4 - 10d (Header)
LUS26
4 - 10d (Header)
4 - IOA Qoist)
4 - 10d (Joist)
T3
MSH422
22 - Ibd (Face - Face Max Nailing)
THA-122
6 - 16d (CaTfied Member - Fam No on t)
I
6 -10 d (Face -Top Max Nailiruj)
6 - I Od (rhrded Member - Top Flange)
1
6 - lad (joist - Face Max Nailing)
. i
22 - 16d (F�m - Faw Mount)
d
G-10 (JoIst -Top Max Nailing)
I
2 -16d glare - Top Range)
4-10d (Yop-TopMaxNailing)
4 - 16d (rop - Top.Flange)
T4
THD26
3.8 - i6d, (Face)
HTU26
11-10cfx1-112(CanriedMember)
12 -2.0d x 1-3/2 (Joisio
20 - lodx I-W (Cwied Member -
Max Naillng)
20 - 16d (CM7Yk7g Member)
20 - 16d (Can*g Member - Max
Nailing)
TS
THD26-2
IS 16d (Face)
HHU526-2
14 - 16d JFace)
,z L 10d Quist)
6 - 16d (16"
T6
THD28
281- 16d (Face)
HTU28
26 - lad x 1-112 (Carried Member -
16 - lad x 1-1/2 (Idist)
Max Nailing)
26 - 16d (Canying Member - Max
Ninting)
T7
TH028m-2
29 - 16d (Face)
HHUS29-2
22 - 16d (Face)
16- lad Qdist)
8 - 16d (JoW)
Ta
TH1346
IS - Ifid (Face)
HHUS46
14 - 16d (Face)
�2 - 10d Qoist)
6 - 16d (JoW)
T9
THD48
�8 -l6d (race)
HHUW
22 - 16d (Fi7ce)
16 - lod (joist)
1 8 - 16d (Joist)
USP Structural Connectors
20,21 Co STANDARD PIGGYBACK TRUSS ST-PIGGY-PERP.
FEBRUARY 14, NNEC nON DETAIL (PERPENDICULAR) I I
G
IViTek IndusWes. Inc.
DETAIL IS NOT APPLICABLE FOR TRUSSES .
TRANSFERING DRAG LOADS (SHEAR TRUSSES) -
ADDITIONAL CONSIDERA-TIONS BY BUILDING
ENGINEERIDESIGNER ARE REQUIRED-
PIGGY43ACKTRUSS
(CROSS-SECTION VIEVe--�
Refer to actual bims design drawing tot
addrtkmal piggyback truss Wormation.
NEARSIDE
W1 ek Indus-Zies. Chesterfildd. MQ Page I oi I
MAX MEAN ROOF HEIGHT= 30 FEET
BUILDING CATEGORY 11
WIND EXPOSURE B or C
WIND DESIGN PER ASCE 7-98, ASCE 7-OZ ASCE 7-05 100 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 140 LBs MAXIMum AT EACH CONNEGTION POINT. BUILDING DESIGNER
IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMMATION AND/OR IN
OTHER DIRECTIONS.
ATTACH PIGGYBACKTRUSS
TO BASE TRUSS WITH
(2) - 16d (0-131- X3-5-) NAILS
TOENAILED,
/FAR SIDE
R TOPCHORD
AT
OF BASE TRUSS
BASE TRUSS (SIDE VIEW)
Refer to actual truss design drawing
for adcritional base truss information.
NOTES FOR TOE44AII -
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES
WITHTHE MEMBER AND STARTED IM THE LENGTH OF THE
NAIL FROM THE MEMBER ENGAS SHOWN.
2. THE END DISTANCE� EDGE DISTANc-F- AND SPACING OF
NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING
OFTHEINOOD.
NOTES FOR TRUSS:
I- THIS DEIAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY:
2- THE CHORD MEIVIBER OF PIGGYBACK AND BASE TRUSSES
MUST HE SOUTHERN PINE OR DOUGLAS FIF14-ARCH LUMBER:
3. THE SPACING OF PIGGY13ACKTFIUSSES AND RASE TRUSSES
IS 2 FT OR LESS.
4� THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO
BASETRUSSES.
S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS
OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT
AT CONNECTING POINT-
S S.
N 34869
=-u
�u LU z:
STATE OF wz�
*---ftORIIDN
110-9 COASTAL BAY
BOYNTON BC,FL 33435
'10/1-5/12
�F�BRILIARY 14.2-012 Standard UWle Itna Detail SHEET2-
I I i I
0 i M1TekIndusWe.-,Ch2A-prfLeKM0 Page2Uf2
ALTERNATE DIAGONAL BRACING TO THE BOTrOM CHORD
EVI
Trusses 0 247 ox-
HORIZONT�L BRACE ZYS DIAGONALBRACE SPACED e4r O.C.
UvL U--U (SEE SECTION A -A) ATIACHEOTOVERMALWITH (41) -1 sd
athing—i COWON WIRE NAILS AND ATrACHE)
MFI ek Industries, Inc. Roof She TO 13LM41NG WITH M) - 111d COMMONS.
1,-3- 11 :
: RESPONSIBILRYOFTHEBLDG DESIGNER OR j
I
NAIL DIAGONAL BRACETO
jEcr r=NGjNEERiARcHTEcTTo DESIGN T HE
-PuRLIN VM'PJVO i6d NAILS
RH
DIAP14RAGMAND ITS ATIACHMENTTOTHE
Y
STO RESITj-ALL OUT OF PLANE LOADS THAT
-ULTFR-OM THE BRACWG Or -THE GABLE ENDS
ZX 4 PURLN FASTENED TO FOUR TRUSSES
VOTH TWO M NAILS EACH. FASTEN PURLIN
TOBLOCMGWITWO lEd NAILS (MIN)
Diag. Brace
113
PROVIDEZC48LOCI%INGBETWEM THET RU ES
Uppow"',
S THE BRACE AND THETWOTRUSSE
at points
"'ON
it needed
EITHER SIDEAS NOTED. TOENAILBLOC)ONG
TOTRUSSEE;W nii (2) -1 Od NALSATEACH END.
ATI]ACH DIAGONAL.BPACETOBLOCIONGWITH
M - I Dd COMMON WIRE NAILS.
End Wall
-rj I - CEILING SHEAT HING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRU=RALGABI.ETRU':nF MAYBE BRAGEDAS NO -rim MUCTiURAL
ME-1 HOD I :AT TACH A WATCHING GABLETRUSS TOTHE INSME GABLE T RUSS
FACE OFTHE ST RUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAILING SCHEDULE. I -
'li VEFITICAL
,'A1�THQp2:ATrACHZK SCASSTO-1HEFArEOFEAL SCARALONG
MENBER ON -ME STRUCTURAL GABLE PER T14E FOLLOW ING VEFRICAL
NAILING SCHEDULE. SCABS ARETO 13E OF T14 E SAME SJZ_F_ GRADE
AND SPECIES AS-RiE TRUSS VERTICALS
RAUNG SCHEDULE-
FORWIND SPEEDS i2a MPH (ASCE7-98. 02,05).1513 MPH CASCE7-10) OR LESS. NAILALL
MEMBERS WITH ONEI-10W OF10d �131' X3') NAILS SPACED S' O-CL
FORWIND SPEEDS GREATER12a WH CASCE 7-68,02,04 150 MPH (ASCE 740) NAILALL
MEMBERS WITH TWO ROWS OFIGH C131- X31 NAIb'3 SPACED S' O.C. (2X 4SMDS MINIMUM)
NMMUM STUD LENGTHS ARE LISTED ON PAGE I -
ALL BRACING METHODS SHOWN ON PAGE 1 ARE
VALIDAND ARETO BE FASTENED TOTHE SCABS OR INLAYEDSTUID
VERTICALSTUDS OFTHESTANDARD GABLETRUSS
ON THE WTERIOR SIDE OFTHE STRUCTURE.
AN ADEOUATE DIAPHRAGM OR OTHER ETHO
?P%ffo g%CING MUST
S RUCTURAL BE PRESENT TQ PROVIDE FULLIATI=L
GABLE R li_�� a, RPORT
CHORD TO RESISTALLOUT CF PLANE�dAt INGPOTToti
"OWN
VkIN THIS DErAIL IS FORTHE VERTICAL& 'v.- -
EN
N 34869
N 4hCSUr_J1FUL1b IOBEUSEDONLYFOR
STRUCTURALGAmEsm-H wLAYED
STUDS.TRUSSESWITHOUTINLAYED
aim
STUDS ARE NOT ADDRESSED 14ME -.9 12
STATEOF
O-Z
J'CORID
STANDARD
GABLETRUSS
-&'ON M-
1109 COASTAL BAY
BOYNTON BC,FL 3343S
4
STANDARD PIGGYBACK
FEBRUARY 14,2012 TRUSS CONNECTION DETAIL ST.PIGGY-PLATE
Mri ek Indutiries. Inc.
This detail is applirtable for the following wind conditions:
ASCE 7-98, ASCE 7-02- ASCE 7-05, ASCE 7-10 Wind Standairls under
all enclosure and exposure mridffiom as long as no upfift exceeds 3777 lbs.
Refer to actual p-mjgyba&.t=s design drawing 410rup ft,.
NOTE:
This Detall is validibroneplytiusses spaced 24:oc. or less.
PIGGYRACKTRUSS
neier to actual truss design dravving for
additional piggyback truss inkirmation-
I
SPACE PUF"4S ACI iNG TO THE W4MUM
spAcm ONTHE TOP CHORD DFTHE BASE
TRUSS (SPACING NOT TO EXCEED W O.C.�
A PURLINTE) 1RE LOCATED AT EACH BASETRUSS JOINT.
W,T,k ke,,� ch;,�Id, mo Page 1 of I
Attach piggyback truss to the basetruss with 3'xB'TEE-LJDCK
Muld-Useconneetion plates spaced 48-c.r- Platesshallbe
pressed into the piggyback Vuss at 48- o.c. staggered from each
face and nailed to the base Iruss with ibur (4)- 6d (1 _Tx0_099')
dails in each plate to achieve a maximum uprift capacity of 3TT lbs-
at each 3*xB' TEE -LOCK Multi -Use connection plate-
(Minimurn of, 2 plates)
Attach each purlim in the top chord
of the base truss.
(Purfins and connection ble othe rs)
BASE TRUSS
Reier to actual truss design drawing
for additional base ttms himmation.
CEN
Ae
N 34869
LU
$TATE OF
r-ZORIDN - Qj
'f; 10NAL
'11,111110,
1109 COASTAL BAY
BOYNTON BC,FL 33435
10 / 1.9 /1-2
"FEBRUARY 14,2012
TRUSSED VALLEY SET DETAIL
ST-VALLEY SYP
MiTeklndwties�Chestfidd.100 Pagel&,l
GENERAI-spEcir-taxnONS
i.NAILSIZE=3.5'X0.131*=16d
i 2. INSTALL VALIZEY TRUSSES W O-C- LWItAUM AND
SECUREPERDEI`AILA
M7iak Industries, Inc. 3. BRACE VALLEYWEBS IN ACCORDANCEWrM THE
INDIVIDUAL DESIGGN DRAWING&
GAELE END. CONWON TH LISS 4. BASE TRUSS SHALL SE DESIGNED WITH A PURUN SPACING
ORGIRDERTRUSS EQUILiVANTTO THE RAKE DfUlENSION OF THE VALLEY TRUSS SPACING.
S. NAIUNG DONE PER NDS - DI
& VALLEY STUD SPACING NOT TO EXCEED 4B"O.C.
7. ALLUJMBER SPECIES TO BE SYP.
VALLEY TRUSSTYPIM
p I F12-
SEE DETAL -
A BE -OW (TYP.)
BASETSUSSES
VALLEY TIUMSTYPICAL.
GABLE END. COMMON TRUSS
OR GIRDER TRUSS
SECURE VALLEY —I RUSS
W/ ONE ROW OF 1 Sd
NAILS 6"O.G.
WIND DESIGN PER ASCE 7-K ASCE 7-02. ASCE 7-05 12D MPH
WIND DESIGN PER ASCE7-ID ISD MM
MAX MEAN ROOFHEIGHT- 30 FEET
T
A rFACH 2x4 CONTINUOUS NO-Z Syp ROOF PITCH - MINIMUM 3112 MAXIMUM 1DA2
L11,2x
To 0
TOTliERO,OFWI'TWO 15d(0.131-X3.5-)NA!LS CATEGORY it BUILDING
INT H
INTO EACH BASETRUSS- EXPOSURE C OR B
WIND DURATION OF LOAD INCREAS,%. ljq0j I j I
MAXTOPCHOROTOT,.-
kATA
MAX SPACING - Z4! O-C. CRAEP9��Wl -es
MINIMUM REDUCED DEAD kpDMK-ftF.:..-.
ON T14E TRUSSES
4-
34869
()
1-0 1-9/3.2
tTATE
I
S T OF
N,
DETAIL A
ID
.1 p- 0
...... \,v
(MAXIMUM 1-
SHEATHING)
N-T.S.
1109 COASTAL BAY
BOYNTON BC,FL 33435
I OCTOBER 1. 2006 1 LATERAL TOE -NAIL DETAIL I ST-TOENAIL SP" I
==1 (g)
rv-u
M7iej( Industries. Inc-
MT.ekI.&mti.s.CheStwfieW.UO- P*qe10f1
NOTESt
1. TOE-14MLS SHALL BEDPJVEN AT AN ANGLJE OF45 DEGR WITH THE ME10BER
AND MUST HAVE FULL WOOD SUPPOR (NAIL MUST BE DRIVEN THROUGH AND
EXT ATTHE BACK CORNER OFTHEM&BER ENDASSHOWN.
2. THE END CISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THEWOOD_
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES
FOR MEMBERS OF DIFFERENT SPEECIES�
TOE -NAIL SINGLE SHEAR VALUES PER WDS 2001 CIb1h6I3
DIAM.
SYP
DF
HF
SPF
SPF-S
- 131
e8j]
B0.6
69
1539A
59.7
.135
93.5
858
74.2
-nu
63.4
_m
i aus
sg.s
a r..4
S4.5
733
CIA
z
74a.
9
57B
593
0
-.131
7519
�
M.5
60.3
59D
51-1
a
.148
A14
74.5
84.6
M.2
52-5
Cd
VALUES SHOMIARE CAPACITY PERTOE-MIL
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIM
EXAMPLE:
(3) -16d NAILS (.167 dam-x 3SI WITH SPF SPECIES BOTTOM CHORD
Forload durarmn increase of 1.15:
3 (nails) X 84.5 (IbInal) X 1.15 (DOL) = 291.5 Ib Maximfim Capacity
ANGLEMAY
VARY FROM
30, TO 50*
45-00*
ANGLE MAY
VARYFROM
30'TO 60*
THIS DETAIL APPLICABLE TO THE
THREE END DETAILS SHOWN BELOW
VIEVNGSHOMAREFOR
ILLUSTRAMON PURPOSES ONLY
SIDEVIEW
2 tWLS
----I NEAR SIDE
---I NEkR SIM
45.OW
SIDE%4EW
t2Q
a NAILS
x---i NEAR SIDE
i NEAR SIDE
----i NEAR SIDE
ANGLE MAY
VARYFROM
30* TIj So'
45.000
xx%kA I I I I I I III"
3481339
MIX=
U1
S 10/1-9/12 Z:
STATE OF
N
1109 CO-ALSTAL BAY
BOYNTON Br -,FL 33435
r
I%-dvo- C-TOBER 1, 2006 UPLIFTTOE-ML DETAIL I ST-TOENAIL UPLIFTJ
L3vL-0 _U
MiTek Industries, lnc�
Mi-rek Irduslzies, Ch---qPAFId. MO . Page I of I
NOTES--
1. TOE-J�WLS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREESwrmTHE MBvsER
D STARTED 113 THE LENGTH OFTHE NAIL FROM THE IviErvIBER ENDAS SHOWN.
2- THE END USTANPE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS To AVOID UNUSUAL SPLITTING OF THEVIJOOD-
ALLOYVABLE VALUE SHALL 13E TFIEE LESSER VALUE OF THE aoTrom CHORD SPECIES
OR TOP PLATE SPECIES FOPI MEMBERS OF DIFFERENT SPECIES -
END NAEVV
SIDEVIEW
N EAR
FAP SIDE
TOE
OF
SIDE
VOAS SKOVW4 ARE FOR
ILWSTRA-11ON PURPOSES ONLY
jTOE-NAIL\MTHDRAM.1,-L
VALUES PER NDS,'20011 (lb/nall)
DIAM. SYP
----F-s-PF--FSPF:-S
M HF:
.131 59.5
4S.1 31.5
2ill
.135 69.3
47-5 32.5
3b.7
-0.3
20-9
Jv_ 72.3
57A 39.1
25.1
.128 53.1
413
70-7
19.4
z
0
j
-131 543
428
29.3
�73
113.8
&3�
148 51A
483
33.2
j31.3
21.3
0
A211
453
14
123A
15-9
o
.128
49.0
38.15
2 BE 5
125. a
1 .0
:.j
131
50.1
39-5
27 1
25.5
17.4
.148
55-S
443
30.5
283
19.5
VALUES SHOVW4 ARECAPAaYYPERTOSML.
AFPUCASLE DURATICIN OF LOAD INCREASES MAY BE APPLIED.
EXAMPI F-
(3)- 16d NAILS(.16Zdiai-mx3.5")11VlTH SPFSPECJESTOP PLATE
For%ind DOL of 1,33:
3 (nails)X 36.8 (1b/na1i)X 1.33 (DOL forvdnd)l= 145.81b MaximuMAJIDwable Uplift Reaction Due To VVhd
For'vMnd DOL of 1.60:
3 (nalis) X 36.3 (Ibfhail)X 1.60 (DOL forWind) = 176Z[b Maximum Allowable Uplift Reaction Due- To Wnd
Me uplift reaction specified on the Tiuss Design
DravAng Is more than 146.8 lbs (176.6 Ibs) aii. offier
MeehaKlcal uplift connection Must be usscL i I
USE P) TOE -NAILS 014 2x4 SEARING
-UsE (4)TOE-NAILS ON 2)6 BEARING
10/3.9/3.2
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STATE OF
1109 COASTAL BAY
BOYNTON BC,FL 33435
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J��O, 2015
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TYPICAL HIP/
JACK CONNIFECTION
ST- CORNERSET
GENERAL SPECIFICATIONS
1. NM LOAD: 55 psf Roof Load, 170 mph,
-;. jjjjjjjjT.'- TRUSSES CE 7-10, 25-0" Mean Height, EXP C.
AS
:A-:'FL0RID'A- it'6006PLATION
Attach King Jack w/ (2) 16d Toe
Nails @ TC & 24" Strap w/ (6)
Attach End Jack 10d x 1.5" ea. end @ BC
(4) �6d Toe Nails TC
(3) Toe Nails BC
Attach Corner Jack's
w/ (3) 16d Toe Nails TC &
(2) 16d Toe Nails BC (TYP)
CD
Attach Cbmer Jack's w/ (2)
16d Toe Nails TC & BC (TYP)
a
M a n u e
Mar lr�F�;�T`q-