HomeMy WebLinkAboutTruss00
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On
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21'-4" 4'-4" 14'-0"
Ile
39'-8"
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES ENGMERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
ESTE ES UN PLAN BE WLOCACIaN TRUSS ESTA DISERA➢O PAM AYUDAR EN LA INSTALACI6N ➢E TRUSSES. LOS ➢IBUJOS Y AROUITECTURAS DE INGENIERfA BE INGENIERIA SUPERAN ESTE DOCUMENTO.
NarlD
nmrC,
ISRTS-PLT aQDQE NdECTG41
ALL PLOS SHALL BE FASTEN➢ T➢GEDfR (BATS. NABS. AND W SOEVS)
as .1 OUT Qt ALTER md1SSES VITI®1T @SQIr Is, TIaS OTICE HPDC
-- Val Mor BE AQEPIm Vr-srr PRDR WRITTBN APPRaVAl BY
—
,� HEARiNa VN.LS MST BE AOAMTCLY ➢ESOME➢ la fiUmY TIE L➢Aa$
PR➢R 1B BSTAU1TalE AND HTalE ANY LW1S A)E APFLED. PER TIE
smBt® Ers➢EETmc aEErs
ac, a —Teats AT aAriENTETE —TA c OS 6 AM]eG. I!G
-zsa-s•eT
DFOSED BY T1E TRUSS aR TASSES. AND MIST BE BMPIZ AID m
EEFOEE TIE (ASSES AAE SET m ORDER
ATa S, S RPAIRS
Nai➢@1maN ➢[ VmA NdTO'lEs
rNo,.
MNI ALIEFE LaS TR— Sm EL CDSENTOIFJfm ]E FSTA
TT ID" tAS PAASES DEBEN SER mSERA➢AS A➢EON➢AMmTE
laaAS lAS G- SFRdN RAPAN .IRTrAS (TOaml-. CLAVos Y TPI ➢S
ANRS ➢E lA OSTN.ACIOE Y ANTES ]E APLIGR CUALRI➢EA CARGA PI lAS
Na SE AIFPT— aARfR ANIEAIISES SW APR➢BAtleN PIEVIA PM ESLR[m
tlE MIES1Ra LEPARTAIeama D= SERVftla EN CNBFMER aDDRACTDEs
PAW LLLVAR LAS —1--AS POE laS TRUSS a IA.WFS. T ODEN
Y EN OE L65 1A65ES SE C06I
RAR EN tJl➢AR ➢m ANTES DE
IDJAS ➢E IMiFMEIaA SVDIISfRAOS
AM"RILA. DL e77-e'A918)
IA
PAW EVITAR LAS REPAPACmRACD3,6'
cc
0) I
to
REFER TO EN
PACK FOR
CONNECTION.
cJs
1
� cJB
I
1�
2._0.
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
f•`E. t.. ?1 sd T..
M`A4e4 kvw� ole�
1i1 L A-P-0 D 17'IS o r
SHINGLE ROOF
PLUM
—IO
12
Reviewed for Code
Compliance
Universal Engineering
Sciences
Total Truss Quantity = 60
Labeled End Mark
A
>. W
General Notes
1) All parallel chord trusses, flat trusses and flat
girders have the tap chord partially painted green
to be installed green side up.
2) All hargers to be Simpson HUS26 unless otherwise
noted.
3) M truss spacing is 24' D.C.. unless otherwise
noted
4) Per Trues Plate Institute BG9-111 recommendation
permanent X-bracing should be placed at a
maximum spacing 15' O.C. across the span, to
be repeated at a maximum of 20' bet— each
X-brace throughout the structure.
Please refer to BSI-B1 for any MU-1 bracing
det.l .
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Truss member desiggn & connector plates
are dash ed for ,AS 7-10 and maximum
forces trm both comp.... and claddings
and main wind farce resisting systems.
• These truces have bern awed "My
an
additional 10#psf—a currentbottom chord&&
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL PSF
01 ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
r.. 1
s
LOAD# DESCRIPTION INIT. DATE
WCARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. V.
WINTER HAVEN FLORIDA 33880
PHONE, 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEKSIDE
MODEL 1528/CALI/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ED,F
ALT DES03345 Trinity Circle
OTC
LOT 82 BLOCK
DESIGNER
PAGE
RFS
1
DATE
3 17SC
#31
'N#334502L 1
1A4 "=1'
Builder:
ENGINEERING PACKAGE
CDR HORTON /STATEWIDE
Project: [7:A:5��2 - CRE
Model/Building: 182ED,F
Lot Alt:
Lot.µ__._.
Address: 3345 TRINITY CIR
................................................................................. _.......
JobNumber: N334502
...................................................................................................................................
Block:.
Unit:_.__
Revision Date: New Load #: RH01
Reviewed for Code
Compliance
Universal Engineeffff0
Ly Sciences
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
r
ALPINE
March 1.3,2019 ALPINE
Mr. Bob: ichaelis
Carpenter Contractors of. Am&ncia, Inc..
,3900 Avenue 0, NolihWesi.
Winter Haven, :FL 33880-6201
Re: Alter.natiVib. Instillations for �i single ply carried
ridd truss with a. width Jess than the hanger width,
wood. .blockii full do I d g fa pbhieV6 Sigh loa 'VOlue*fdr face!-rTIouhtdd.hgnger att ac6 hm,ent 'O"h. a oh-e ply
Supporting girder. (Reference detail WMM2)..
Dear Bob,:
Fora ,§ihgl6olydatri'edte.u�s'w'ith 'a width less than the* hanger. width ih�,!ajl'a a P a
n pref bri ated jack
Scab truss(.* for wood.filler blockihgi.-The, chord: sites-,chOrd,grptes, and -A.lpine:connector plat s) to.
be the. same as the single: ply carried truss. The Prefoib"Cidatbd.jO'ck:*sdi4b'trUi3s have
-a.. minimum
.length of 48"a ded1russ shall have-g reaction of
and will have a minimum pi. dh-:of,5fI.2-..., The single. ply car
'
3,500# or less. Attach prefabHot3teid.jack:scab.tr.uss. with2) rows. of 0.1 28"x3.0"GUn Nails it,2"
two.
O.C. Per- row, -staggered I ":(See Flgiur6 I belb*). P16ase'.,fef&r to the Simpson Strong. Tie Catalog
2 0 1-A). Page ?I 6�. rigqr0.-3.Jq.r more Information.
Figure I
Fora siqgle, ply''Oder'that requires Wood blocking to,achievefUll design load value forface-mounted
hangers -attach one wood- block to the back face of the single_ ply girder with the same size: and
grade. as the bottom. chotd.. of the. single. -ply girder. The,-Wo6d: block length to be such that **the wood
blocking- -extends to each. adjacent t m chord intersections): Attach wood
jpcen pane points 0
block: rows. -Qf,O.12*Tx3.0 'i Gun Nails at.6"; O.C., perrow, staggered
3.0" applied to the
6760'Forum Deive Suite 305, bTiand.o; FL 3282.1 _ MOM 6?_.IA700 42278685
-wwmalpineitm,com
ALPINoE
single plygirderfbce; With -an additional (20) 01:28'x3-W GunRails *,each; panel pplint'applied 'to the
wood. blodk-ftce ($6e FigtrcZ below)..Please ndbr to the Sihosdh SteohgwTie:C6t4Iog' C-C. 201,91
-page 216i ROY're.1 for more information.
Fjo.ute%Z'
... . . . ..... I ........ ..... . .. I ...... . ..... ... .. .. __...._ ..... .... .... . ........ ... .. ...... 1 ...... ....... .. ... ......... .. ... .......... ... .. .... ............ . .... ..... ... ..... .... .......... .. . . ........ .. .... .. .... ..............
The application of - prefabricated jbdkt§6,ibtruss for wood fillet:blocki'ngo*rwood blocking to; achieve .full.
design load value lue for face -mounted hangers Must be approved by thehardware manufacil
urer.,
All edge and end distances, and tpaidihg4otall nail connections must. be. suffici6ritto'OreVentsplitting of
If. I canbe. of any further assistance, or if You have any: q upstion.s; please -give me a cal . I
k-
STATE tf-
Williain K Kri* kRE...
Chief Engineer
.Alpine an ITW Compan' y
Engineering Department.
Orlando; FL
6750* Forum DfiV&.-Su-it6'306',;O'*rla*n-d6,.FL.32821 - (800)-6.21-9790 - (863) 422-8685
PM
ALPINE
MITWCOMPMY
April 26;,.:2019-
Mr. Bob Michaelis
Ca enter Contractors -of America, Inc.
390.0 Avenue G.; Northwest
Winter Havem FL 33880,6201
Dear. Bob,.
.R6- Stroingback bridging on roof.trusses.
I understand -there is some concern over our fecdmh - iendati6m for strongback bridging on r'o* of1rus"ses,
'8irongback bridging for roof trusses is pqt.p:.reqqjrement p.f:ANSljPl 2014nor is it a requirementofthe
Building Component Safety, Information- -(13tSf). - , But strongback bridging
on roof trusses is
recommended by Carpenter Cohtr6dors of. America: Stronigbadk bridging serves the. following two.
-.9
functi6**n.s:.,
- One, bridging aligns the bottom chords after they pre- set so - the are uniform along the ceiling
line* and helps"with
Two; bridging reduces eiiliativd d6flecti6n .of. adjacent trusses::
Strongback: briddind'.doe's hotipr6Vent..or reduce -overall indiVidual deflection, especially any' roof trusses,
.............. .. oft _g. mArp . . .. . ..... . .............. .. . ... . ... ...... St trusses does not serve a :temporary e oerft.
rongback. bridging in roof. ae e s rary o anent: bracing land is not
.intended to.distribute. or share design loads- -between trusses. Consequently, no de$idh lbads have:
been accounted forWith this.detitiil and dontinubLis'str6figback -btidgiho should 'hotbdi -Aftacihed betweencommon and :girder trusses.. The use :of s naback bridging :_ging% shall not. Interfere h other, design
wit
consideratibns as, specified :by the Engihebrb.f Record or the Building, Designer.
The outer ends of 8trorig .. back bridging shall be: -attached .10 a wall _or anoth6rsecure end. restrain . t, -or
a.sspeciflied'by the Engineer of Recofddrthd Buildino.Ddsidhdr.
Strdfi beick- bridging shall. be a minimum 2X6 nominal lumber oriented with the depth-vort;
9 ical* Attach
withfed common nails (0.1'62x&5) nails at each intersecting membet. When -extending the -
strong . back bridging overlap by at. a.mini .minimum of . two . 1. trusses., The .location. . im of. the: strongback: b(idging..
maybe specified .by" -the Truss Mahidfaduha.,. Ehgihe& of Record,. or Building Designer: -Please referr-to
BCSI "StrangbAcking Provisions" or . detail for more. information. The qraphid
shoWfi -(FidUr-6-1) is for illustrative generic `ilu&dt purpose . o . NY.
,6750 Fbrum DriveSuite 305, Qrl6ndo, FL.32821 - (800) 5214790.- (863) 4212-8686
Vu�, , E . k . [pine . itw . com
I -, -'; U L- 6;.1-1 -L L. `A I . I :. J )
O(A.-SL Aot JD
Figure ,
If Vcan be of any further assistance' or ifyou have: any questions; ple.asq give. me a call.
Willi6t- H.,Knck- 01E.
Chief'.Eng'knper
Alpine an ITWCoMpany
Engineering'D6pattrnefit
-Oelan.do; - FL.
6760 Forum Drive Sulte.366, Orlando;'FL 32821 ; (800) 521-9.790 - (893).4224685-
www . a pinh ' 'tw
- . .e.1 ...com
STRONG3ACK 'BRIDGING RECOMMENDATIONS
BUTT STRQNGBACKOGETHER
0- All sca'b77on blocks shall, be: .-(x. minimum-2k4
:BRIDG ING T
'stress graded :lumber'.
0-A1.1 -strqngback bridging- and bracing shaft ,be ::OL-
min 2x6 'stress
s! q&6le-d' luribor-
.4,
The purpose 6f strop
* dback b'r11cIg'1hg as.: -to
ATTACH SCAB WITH 10d:BDVGUN �
devesharing load sha ng between' Ud. trusses,
p
4f N6. 0,128!0-V-) NAILS3W2 RQWS;AT
:SCAB' O.C. .
res�J.Atlno In 'an -b,�*rqL( In, . the
.6'
NOTE, 1N LIEVOF SPLICING AS, SHOVN,
floor system, -23c6
LAP':STRnNGBAdk---BRII3GING MEMBERS-
Fok:AT`LEAST ME .TRUSS SPACING
strop back bridging, Po'kI:tIohed- idoi;. i!�.hb,wb In
STRONGBACK.'BRIDGING :SPLICE DETAIL
cietai'llse, Is recommended .at 1100 =01* .0.c. (MOLXI>
oterms- lbridbIrid' and 1b.rac. noV are sometimes
NOTEi Details J. and 2. are 'the prpferreddtto4hmeht Me-thbols
ATTACH STRONGBACK 70
-WEB V/ M' 10d. COHMM ;D-
:(0,148fkw).
mls,�akenVy •usecl: -Interchang eab(�... * `Trad(hg.'- Is. .,an
kpq�.--.ton`*t� :structural r;eq Ulrel�ent- of floor
NAILS'OR
Mx3.0'X NAILS
.4ny
or roof ' system, Refer Ao.- the Truss. Resloh
M.rq*Jnq (TDD) for 'the; 'for
.1ormt1no r'equVbments
each IndIVIclu.ca .truss component, 'BrId'91 g'
particularly, 'strongbct.c�k.'*�.b:rl..dg!t)g,' Is..t.c..
recommiehoIa.tJoh. for 6 truss' system t o, help
*
con-tr.o(, vIbroLtIot).*
In: adbh.iichtb-olding In the
distr1bution of poInt toads betwe'eiei adjacent
truss, strongback br'1d*qInp. serves 'to reduce
. ......
UM) STREINGE . AC .
6-K
).AT EACHEND.1
STRONGBACK BRIDGING.
P C QUIRESENTS
PuLmu-&-_ or re.5iclual vj1Dro6.*MPnI 'rgsUx.tjng: tron
Moving point loads; sqch PL-s foots.t.eps.
Th-e Performance. of all 'floor -.syst-ems -are
enhanced by the. Ins0t.ailiat... 6�11 ws+ronghacf�
e 0
bridging pxid th0rforiE?:Is. strongly, recommended
to IV
Mbnw requtred i
Wio%271
M:(d cudw bF
V to .40
STRONGBACk ]AIMING ATTACHMENTALTERNATIVES
ALTtRN'ATI:V
AN 1TWIMMPAN( f- ` - 7 -, W.". =, — — — --p" ra 0, my wtr. t.: btA . " j ormr-w,imh 0MIM9.1. or fcr')
kwtxftVcn t. b_r=lrg of ArV
--A act avv"'o-swo ce,covoi. PC 4-b'%V *ft *Qwko. kwkniez,accoplum or
j3713flW*A1Ddva "*SPWd.M =Y for IQ � Idwo, ; Tho.6UftM11Y-wW'Uz* Cof 1h
SiAto 260
MR1q%wH*ghtk,MoMw2- I . . Rwz,
by Alpine.
For additional InfOrmatl6h V�ebq)i-�dlhg strongbac*
I?rlclolng, refer t' -*-.B!�S'1'(1iuILcIIng. Component
Safety' Information),
t
V_
Tj iL
4 . ,
'PSF REV -STRONGBACK
N6. 708,61.
T&UL
PSF DATE,
11COL
P8 F- URWG STRBRJBR1014-
D,
PSF
FAC,.
Loo,
19PACING,
0RE -iFr 0:4cEtsi OF -c-ON'S.-TRUCT N -40'-dATAL 'W51414INS M
a ARE�- To R-Lkd�-a-d J, 001.4. �,Aws§�t. slion-ma
.4
F -A�
7NTRA TEQ - L.0 -:0 .:!T "97-C-RIAL. ..MAXIMUM
-Roy, m-*a 0 CL
-A Ve- -9 f�,, rl OVEFf SWJFT, -W-:A PA
'AST t?- TiRIJ
AT
TO' Sft -AJPPMQPR'ZA TPR-': 4-0.44t.-mi. r* FanL.Wena -PLAME'S AND.:
-Q.THER PATA
.1luff-divaWOU'loi tL. M'.-I 92-1-A-L AN' 0, L-AaQP,'
, ".r 14
-Tu'.12NIALL Al D.TD.
go, R-ATqFl"TO
�-.,'--h W. HU PL11H
bd, 2-.8 ,
.0y ---K - 0: At
:
.. 1. :, ...
k 1. 9
:2
Imum -
EN T RF�WoR UN 68AL40
7-777T�
.... ... ...
..... .. ..
z
R U S
P09TSL
IS, POW 8
'S'ALE. NO N-S
- dre,
.-AARE.
LP
i RID s
Cracked or Broken
This drawing specifies repairs for a truss with broken chard
or web member.
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members. No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance an each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face,
Minimum side member length(s) _ (2>(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered,
Nall Into 2x6 members using three (3) rows at 4e o.c., rows staggered,
Nail using 10d box or gun nails (0.129'x3', min) Into eaoh side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 41 'and MSR grade 1650f.
This repair detail may be used for broken connector plate at
Old -panel splices.
This repair detall may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
Meriber- Repair Detall
Load Durattlon = 0%
Member forces may be Increased for Duration of Load
Maxlmum Member Axial Force .
Member'
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12,
620#
635#
730#
800#
Web only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
10551t
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
4e, .
3460#
35404
4070#
4445#
Web or C} ord
2x6
5165#
5280#
6095#
6660#
Hlnhum
L Hlstanc.
Nail Spacing Detail L
saVARWNWw. READ AHD rMLDV ALL NOTES ON THIS MVINat REF MEMBER REPAIR
wwn ORTANTww rLWaSH. THIS ZRAYHG TO ALL CONTRACTORS INUMING ME WTALLERS,
Trusses equtre iwtrent cart InfabrteatMa, handtrq, SNP In■tau and braetno. Refer to and DATE 10/01/14
fattow the rawest rdltlan of )CSI (EL410g Cmpoewnt Safety In armada% y TPI and SBCA) for safely
prvetkts prlr -to per9ornln0 iMt function■. Installers shalt provl.M tenporory lraea: per 3CSL
esa noted otherwise, too chordshalt have properly attached structural shea and bottom chord DRWG REPCHRI)1014
�. shall have a properly attached r1oW ce14,y Locations shown Poi- permanent lateral restraint of webs
"It have bracing Installed per I u 33. V or 71a as applloabin ACdY pintts to eoa, face
Q �� of truss and posltlen as shown above and on -the Wmi Deto4s, wiles note ottwrvlsa
Rrtar to drovings ISOA-Z for standard plot, posltlans,
Alpine. a dNlalon of ITV IUSdM Conpanenis are Inc, shall net be responslhle for w devlatlan iron
AN RYVQJMPAN`f this draving, any failure io biLINhe truss In con romance Oth ANSI/TPI 1, or for hand g. shipping,
MstaOatian 4 •bract/D of irusses.
A seol•en this drdit or cover Pape IlatMp ihlL drawly. Itdeates acceptance of ProPeswbnd A
n,ph,esr;r,o r�■pnnslbiH .. solely for itfe 6e1pn shown TFw eultobpty .nd use of tN■ drawIng S
133Sg LskeUonl OAW for any s3 uct+re Is tiro rffsjx Aky of. 1Fw Imu" Doopner per AHSLiR I Sect,
eedholly,M093645 rer plan Infortiatiom set this Jobs general notes ppippe and these web sltts, SPACING 24,0' MAX
ALPINE www,al nt1tr,aont TPI, vte.tptrrt,orpl Wr* wwvebelndustrycrgl I= wwvJccsafssorg
MIN-G.&BRACING QE TAU,
Lumber Size and G'rade--Minum,'um Requimmients
•, i M_ tk . Swihia; P16-ok4fumir,
. V42.:D02-ifr6ettcr
'F g2artieaer
Purirn! *5PF#T*R# 'D
... .... .. ..
BOARD
COLLARSEAK-EVERY MRCL (2X' FAIROF RAKERS
11'
EE c 13M .-
"P T2:
0 'sf LIOCKI 8TE T
1/2 Haight*•
OPPLES-1
--.8
olvOles 1� P.-.9 M�%X_SPACFNC3 4W'-.T-Y.PfCAL
twfierq
;U4!4Cwk s I TRUSS -
TRUSS UNDER VALLEY FRAMING
VXLL6 RAMP -OR RIDGE
+I;ripoleb-40-0'."ldr.30psf(TL)'gt;id-26p8f(TD)Maz.
IN-Aand'tvorlting:hi�Xaid'to''E!i'a';rldgc•15iSarra'so thatcrlpple locations are
ALE.EX PLAA
4 llid't&-i
pirtfirbugh,v.
*.Ctlttl ng
Ewa
by. -others)
90.
3.
Ciloole.tcutAw.
-4164,toonails
(114) a 160-fab-nalls
bh)6 sttaa.thjn�
4.
blbtklhg_
sa6citoe-u3ifs
mfti�.two-296 Sleepers.*
426dtoe-ealfi
S.
-sidepa w.trwi.
4X6dtd&ftalls
a -led tdgnaijs,eagh sleeper. .Atruss
A 16d toe-nWgs
* 2fAl ia.tr.057
S.
.-Fruffiri to (TYPI.
:Tr6s!fo,6lbzkftki
Truwtd;olppte.
11.
Crlop1LLfh.p4lln...
-
.4 Idd•t0g.is
sARU USED)
Ilar to-:Mfw
4 i6d'We-nalls.
N0TE-,104j0AS:!2W--5�1d0MM(W
NA11-4
of 6"r.entl nisi(
0 ra
g wlih a or upw.14,1
fq�4 l.dtag,.a'a.
0�rtprq. al;,thib frQP Der gy
In S a ft er,tkum -rijalis a!e
ris as
iT.rif Spans S
r
9(�wheavq4quwv. less
Wfti-valley&(gfit: 4-0' .Apply ply all i I ialli "I" '' b-f4&mvq,t6.6urrent NDS vr!vRni.
s.
-M-Imum aft0p0if height: 30.1vet P1
7 ,140
Mphi.Er4bsed, 4-
k
mph; gndlokd, -Exp 13y yzt-41.0
(A Mil��Tu
"0*".vbhw_.
AM; At' -so 40 54 RV NkLtY WAING
—Tw - - 1 " 1 N-0. o B. 6. ZPAV= M-"
C DL- It ZO 7 '? DATZ j0/q'j./I,4
L. ckv -y ippha'asm, _sl ii r of T
Ple'd :Pt
to lb
uo"Ail 6aiw. avwrw,%4, up..~d- have ke-W.. .BC. DL 0 -0 0 0 DRW..G V. qw-1801015
f
M_11! !rA.
-`TAM OF
krstalled Pr:.
4, Qd Bc- u, .0 -0. 0
A- fw ke P.05 4! Aw
dr 'Ac . f.,
Fat. b"t M#msft W. de TOT. LD-3075 47 61.
AASsm C—co. llv� vh-u mjb
mrfwox~ AtiNR,;z am c&woqhdmir wft `i�Wrfl L
",.Usc b
Pii. wmnK. I
�LB.qVF
Face-MountH Hangers I Joists Glulam ndSCL
.. .............................................................................................................. ............................................................................_.............................................._.
.
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
rtI
0
IUS2.56/16
• - 25/s 16
2
Min.
(14) 0.148 x 3
-
7?
1,660
1,805
1,805' 1,42511,555' 1,55S
Max.
(16) 0.148 x 3
70
1:`r;5
' 85
1,805 11,555, 1 1 555 11005
21/z x 16
MIU2.56/16
• - 29/16 157%
21/z
-
(24) 0.162 x 3'/z
(2) 0.148 x 11/z
230
3,455
3,920
4,045 2,970 3,370 3,480
U314
✓ 29tia 101/2
2
1 -
(16) 0.162 x 31/z"
(6) 0.148 x 11/s'
970
1,945
2,205
2,375 1,675 1,895 2,045
1u. yQ
HU316 / HUC316
`MIU2 56j„8, a. „ .,
• ✓ 29/1a 141/s
• j 2sfial 171 a
21/z
;21/z.
-
-
(20) 0.162 x 31/z
, .,(26) {31,E2„fit 31/z
(8) 0.148 x 11/z
(J;Oi7t8 x 1?/z -.
1,515
234 ,
2,975
3,7d5
3,360
4 095',
3,610 2,565 2,895 3,110
,4 045 3220) 3 4130 i 3,480,
IBC,
LA
21/z x 20 I MI1_12.56/20 I I Is I- 129tia 1 197/a 1 21/z I- I (28) 0.162 x 3'/z 1 (2) 0.148 x 11/z 1 230 14,030 14,06014,060 13,465 13,495 13,495
29/a x 91/4
to 26
29A6" wide joists use the same hangers as 2'/z" wide joists and have the same loads.
MIU31�%5
, 3.�1a
9 ya
2�/z-
(16j (� 162 x 3�/z
(2) 0 t48 x'lz
', 230 2135
2 61 2 820 180; 2,245 i 2 425'
3x91Jz,.;HU21021MlC2102
• ✓ 3'/s
8'34a''
2Yz;Max>-{18)W162x31/2
(10)�0148 x 3
7 , 2,fi80
3 02t}3,25D 2305. 2,605 2,800
IBC,
MIU3.12/11
- 31A
111/a
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230 2,880
3,135 3,135 2,475 2,695 2,695
FL,
3 x 117/e
HU212-2 / HUC212-2
✓ 31/e 1
10%
21/z
Max.
(22) 0.162 x 3'/z
(10) 0.148 x 3
',795 3,275
3,695 3,970 2,820 3,180 3,425
LA
HU3.251t61
•
in'
(20j 162=x 31Jz_
(8) 0 48 x 3
1515 2,975
3,360 3 610 2 560 t`2,89013,105
3y/d
1311AGr
21JzWd25T
0.16_3'2
U
, r
3 330 35fi 4,040.
5,
_
gaHUCd2
-SDS
/
Ja/
JXSDS
S ?,
5.3,,15..4ah
.: ,i't{
FL
_HGUS3,25/10-
•
3fja
.(46)4.162,x3'iz',
1�0.62X31Jz°
4,�95. 9,00
9,1Q0( 9100 T825 7�85; 7:825
IBC,
HGUS3.25/12
3'ja
105Js'
. 4
-
;{56) 0.162 x 3'/z'
(2(3) i7:162"x'3'Ji
T� 040 9,400
9 400 9 900. 8t185 8;U85.8,0$5'
FL
LGU3:25- SDS
`31/4
8 to 30
41z
.=
,(16)1/4" x 21N' SDS
(12);1/4 x 21W SDS'
S 555 6,720
r 1 _ r, 10 4,84fl 5,2£ 5 5,265'
HHUS46
•
•
- 35/a
51A
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320 2,785
3,155 j 3,405 2,395 2,715 12,930
x 51/4
HGUS46
- 3%
434,
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155 14,360
4,885 j 5,230 3.750 14,200 14,500
HUS48'° '
•,
:•
- 39+6
_ G15lts'p
2` .
-
{6j 0162 x 31h-
= (6)0,162 X31f a
4320-,95
1,815 1,960 1;368' } 1,555 11680
n1G�v71A
WWINAAR . •
� -
- ig5,6i.
71k,
Z%"
..._;
:,6j1itiF9v'3'l',`�
/R1n'�i��v.^,-7I-."75�ri
A9I ,
d.77n` �,3nhl�:fii�.IAnaGlrtitl�l�
IUS3.56/9.5
•
- 35/1, 91/z
1 2
-
(10) 0.148 x 3
-
70 1,185
11,34511,455 11,020 11,160 1,250
M11.13.56/9
- 39/a 81Y,a
21/z
-
(16) 0.162 x 31/z
(2) 0.148 x 11/z
210 2,305
2,615 2,820 11,980 12,245 2,425
U410
•
✓ 139/1a 83/s
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970 2,015
2,285 2,465 1,735 1,965 2,120
HUS410
- 39N 815/ie
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2,990 2,125
2,420 2,615 11,820 1 2,070 2,240
HHUS410
- 35/a 9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/2
3,565 5,635
6,380 6,445 4,845 � 5,486 5,54.5
31/z x 91/z
HU410/HUC410
✓ 39/1a 8%
21/z
-
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235 7,460
7,460 7,460 6,415 6,415 6,415
HUCQ410-SDS
- 39A1a 9
3
-
(12)114" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265 4,500
j,500 4,500 3,240 3,240 j 3,240
HGUS410 •
- 35/a 91/1a
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095 9,100
9,100 9,100 7,825 7,825 17,825
IBC,
LGU3.63-SDS
- 35/s 8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/z" SD�5.555
720
6,720 6,720 4,840 4,840 4,840
LA
MGU3.63-SDS
•
- 35/s 91/4 to 30
41/2
-
(24)1/4" x 21/2' SDS
(16)1/4" x 21/z" SD450
9,450 9,450 6,805 6,805 6,805
1- 46'S3.56/11:88
(12)0.148x3
420
1,615 ? 1,745 1:220)
46 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
.See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/s" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
131i for
THAC422
for
122-2
126-2
THAC422
Face nails Top nails
per table per table
13/i typical
21/2' for THA422-2
and THA426-2
THA418
2i` �'�I
t N
,i c
W.E 2yi
091*'THA29
Double 4x2- 2face nails
Use full table value (total)
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps maybe installed straight
or wrapped over with tabulated
face nails installed into top
and face of head
® Double -Shear
Double Nailing
Double Shear
Shear Side View; Nailing Side View
f Nailing Do not (Available on
Top View bend tab some models)
Single 4x2-
See
nailertable
4 top nails
_ (total)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
tyNwaf 1 nmzv
Top Flange Installation
fer to
tnote 5
p.187
86
i
THA/THAC
Adjustable Truss Hangers (cont.)
® These products are available with additional corrosion protection. For more information, see p.15.
0
0
Dimensions Fasteners DF/SP ;
(In;) Mm Mm (In:) Allowable Loads
Model Top Header.
`IIn lira `Phnnn-llnntk _ ".rARlllnn1k"har _ _ ..-. _ Ri
THA29
18
1s/a
9'1/16
5'/e
11/z
—
1 (2) 0.148 x 3
(6) 0.148 x 3
1 (4) 0.148 x 3
525
11,750
1,7501
1,750
450
11,330
11,330
1,330
27/is
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,6101
2,610
450
1,985
1 1,985
1,985
THA213
`18
;15/a
1MA,,
5'/z
2. ,
`4. -°
44 048x3.',
�(2)0.148:0
(4)0.148'x h
°'
1'45G
1,-6G
1460 .;
(7U
1,5:�0
1�€10
THA218
5'h
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11h
—
1,460
1:460
1,460
—
1.110
7 110
1 ,1 10
IBC,
THA218-2
#31/a
8 ':
2
— .
(4)11162•x3Yz.,(2)
0.762 x3'h
(6)0.148 x 3
—
1,960
Al
1,995'
' 1,995
45G
t i`"
1,515-"FL,
THA222-2
8
2
—
(4) 0.162 x 3'/z
(2) 0.162 x 3'/z
(6)0.148x3
—
1,960
1,995
1,995
—
149U
1,ti 15
1,515
THA418 1 16 1 3% 117'/z 1 77/a l 2 1 - 1(4) 0.162 x 3'/z1 (2) 0.162 x 3Yz 1 (6) 0.148 x 3 I — 1 1,96011,9951 1,995 1 — 1 ':4901 1,5151 1,515 1
THA426 1 14 13s/a l 26 1 77/a l 2 I — I(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z 1(6) 0.162 x 3'hI — 1 2,435 1 2,435 1 2,435 1 — 1 2,095 1 2,095 1 2,095
FL I
THA426-2 114 1 71/4 I26'tisl 93/4 1 2 1 — 1(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z I(6) 0.162 x 3'/z1 — 13,33013,3301 3,330 1 — 12,865 12,8651 2,865
THA29 118 I 1 % 911/65'/a — 191146 I — (16) 0.148 x 3 (4) 0.148 x 3 I oh 12,265 � 2,265 I 2,265 1450 1 1950 1 1950 1 1950
THA218
18
1 s/.
173/i6
51/z
1
173i6
1
(18) 0.148 x 3
1 (4) 0.148 x 3
855
12,450
2,450
2,450
735
12105
2.105
2105
THA218 2116'
' 3Ya
17%
6
—
14fis
(22) bk x 3'h
{6} 0.162 x 3jh
1 j865
3, 10
""310
3 ava
IBC,
THA222-2
16
3Ya
223/1s
8
—
14'/6
—
(22) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
3,310
3,310
3,310
1,595
2:845
2,845
2,845
LA
TtiA413
18
.35/a
13%
4'h
— -
1331a
—
(14) 0.148 x 3
(4) ()'148 x 3
"S i
2,046<1z340'
, ,450
73'
lib
2,01[?
2;105
THA418
16
3%
171/z
77/a
—
14'/is
—
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3:310
3,310
3,310
1595
2,845
2,845
2,845
THA422» -
16°
31/a
-'22`
77/a '
1`4'/t6
—
(22),0162,x 31/z
(6) 0162 x 3'Iz
�1 855
3 �1C
,
3 '
1 ` 9
2 3
2 8
6 835' '
THA426 14 3s/a 26 77A — 161/�s — (30) 0.162 x 3'/z (6) 0.162 x 3'/z 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855
THA422-2, 4 T/4 22"tis 83/a — fi�4s (30) 0.162 X 3'/z (6) 0.I62 x�i/a 855. '5170 �6,520 5,520 1595 4445 4;745 4;745 FL
THA426-2 14 71/4 26'/s 93/4 — 18 1 (38) 0.162 x 3Yz (6) 0.162 x 3Yz 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 11/z° min.
top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° naib in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried aoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
LUS/MUS/H US/H H US/H G US
Face -Mount Joist Hangers
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from The light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two poinIs on each joist nail for greater strengdi. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
C J Do not bend tab
a
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2"
1'fifi' for 4,'
m:
l0 H
LUS28
HHUS210-2
W
VV,'—c
MUS28
a:
a4%
>ti
24
HUS210
(HUS26, HUS28,
and HHUS similar)
it
Y
B"
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong-Tie'5 Wood Construction Connectors SIMPSON
Face -Mount Joist Hangers (cont.)
These products are availibie with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
t with Strong-DriveQO SD Connector screws.
See pp. 335-337 for more information.
1. See table below for allowable loads.
Mode["
OF Allowable
Loads . s
SP Allowable Loads
SPF/HF Allowable Loads
No.
llpliftl
Floor:
Snows.
Roof: �;
Wind,,'.'
°;Uplifts
{160)
a Floor `'
, (100).
°Snow :
"'(115) �
, Roof
' (i25)-
Wmd
j160)
; Upliftl
"::.(t60) ,
Floor
(100)' ,
Snow Roof
" "(116) (125):
Wind
; (160)
Code.:
Ref.,
Single 2x Sizes
LUS24,
670
765
820`
1,045
435
__.725
825,,,
. 990
1,720-
,495
605
77,0
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26r
0 , ,
1,295 "
1,480:,
1,560
1„560
1,465
, 1,560.0.
;; pv "
, 955
1,D90
1,1K
_.
; 50,''
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
3:280
3,280
1,150
2,350
2,660
2:780
2,780
HGUS26
4,340_,
4;850 ;
, 5,170�
`5,396 ,
875 ",
4,690,
5 220
';5',390, a5",`390
�ji0°�'
° 3,225
°3;670`
3,87fl
19135.
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1 1,725
1,165
1,195
1 1,360
1,465
1,730
865
810
925
1,000
1,270
MUS28° °
=-1I 20
' 7,730'
1,975
2,125
2,255
1„32', ;
..1,875
2,135
2255 .
2,2 m
'.. ,150 ,'
1,270s
°1;455
1,57�a ,
j g55`'
IBC FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,095
1,480
3,520
3,520
3,520
3,520
HGUS28 _
f; 0
275,-
7,275.
7,275
7275.,
1. DO
' 727i�
' 7,275,.
7,275""„7,275'
�1:325
',670
3,820
3;915 ��
4,250
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
113C, FL,
HU5210
,11
63&,
5,4,50
5. 95
5,830 <
, ti,830
- 2,635
' 5,395
5 783, ,
:5�930 .
° ;630
' 2 220
2,330
2A55
9,535.
2,835 !
LA
HGUS210
2,090
9:100
9,100
9,100
9,100 1
21090
9100
9,100
9 ,o
9,1t7t7
1,545
6,340
6,730
6,730
6,730
0C, FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45o and/or sloped to a maximum of 45°
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
/Acute
side
0°
Specify angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong -Tie® Wood Construction Connectors
A
SK
SS
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. ID steel fasteners, i with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 45A6 14 35/16 1 53/6 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 3'/z 11,320 1 2,830 13,190 3,415 1 4,250 1 1,135 1 2,435 12,745 1 2,935 1 3,655
HGUS26-2 49/i6 12 1 3-5i6l 5346 4 1 (20) 0.162 x 3'/z (8) 0.162 x 3'/z 2,155 4,340 4,850 15,170 15,575 11,855 13,73014,170 14,445 14,795
IBC, FL,
LA
LUS210-2 67/6 1 18 1 31/a 1 9 1 2 1 (8) 0.162 x 3'/z 1 (6) 0.162 x 3'/z 11,445 11,830 12,075 12,245 2,830 1;245 11,575 11,785 11,930 12.435
HHUS210-2 83/e 14 35A6 87/a 3 (30) 0.162 x 3'h (10) 0.162 x 3'h 3,550 5,705 6,435 6,485 6485 3,335 4,905 1 5,340 1 5,060 1 5,190
HGUS210-2 89A6 12 1 35A6 93A6 4 1 (46) 0.162 x 31/z 1 (16) 0.162 x 31/1 1 4,095 9,100 1 9,100 9,100 1 9,100 13,520 7,460 17,825 17,825 17,825
Triple 2x Sizes
U1
=...r-T
-1�cu�u.
,. r-A 1
,-_�v)u.�uen Jle'
G,I.JJ
Y"J'4U
;'t,OJU
"J�1-JU°
J,J/J
-1,8."3.7
0i(au
I '1J4U-
"fA1+3
I4,I
IBC, FL,
HGUS28 3
613f6,
12 '
415h6
7'!<
. 4;
(3f) 0162 x 3'/z
"(12) 0162? t 3'A
3 235
s .,. ,
,7A60'
746D
�.
7"460.
7,460
2,Z80;
-
6 415'
- ,
6,A15
6,415
; 6,415 ".
LA
HHUS210-3
83/6
14
41%6
87/s
3
(30) 0.162 x 31/z
(10) 0.162 x 3'/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
8'3A6
12
415f6
91/4
4
(46) 0.162 x 31h
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
17,825
FL,
LA
Quadruple 2x Sizes
I IBC. F
HGUS28-4 71/4 12 69fi6 73/i6 4 1 (36) 0.162 x 31/z {12) 0.162 x 31/z 3,235 1 7,460 7,460 1 7,460 17,460 2,780 16,415 1 6,415 1 6,415 6,415 1 LA
HHUS210-4 83/6 14 61A 87/e 1 3 1 (30) 0.162 x 31h (10) 0.162 x 3'/z 3,405 5,630 6,375 16,485 16,485 12,93014,840 15,485 15,575 15,575 1 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/a
1 18
3IA6
63/4
2
(6) 0.162 x 3'h
(4) 0.162 x 31h
1,060
11,315
11,490
1,610
2,030
910
11,130
11,280
1,385
1 1,745
1 IBC, FL,
HUS48
6'/6
14
31Ai
7
2
(6) 0.162 x 31/z
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
71A
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1,760
1
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
61At
12
35A
7'/i6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS41p"„ 8h6 x 12 ° 35/6'91f6 4- _ `(46) 0 162 z 3Yz `(16) 0.162 z 3'h 4,095 91UQ, ';9100 `9;700. 9;lOp 3 520 :7-0 7,825 -7,825A."."
IB LA
HGUS412 10% 12 3% 107ti6 4 (56) 0.162 x 31h (20) 0.162 x 31/z 5,695 9,045 9,045 91045 9;045 4,900 7,780 ?,780 7,780
HGUS414 117/i6 12 35/e 127i. 4 (66) 0.162 x 31/z (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190
Double 4x Sizes
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie° Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2112.° nails in the header
and 0.162' x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1112" nails in the header and 0.148" x 3° in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/8". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
W Finish: Galvanized
L
vInstallation:
Use all specified fasteners; see General Notes
CCan be installed filling round holes only, or filling
U round and triangle holes for maximum values
N See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
-a for additional uplift capacity
Options:
�. • HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
HTU26
1., .
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 112" maximum gap,
use Alternate Allowable Loads.)
it Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
('Pllin. Dimensions (in.) Fasteners (m.) DF/SP AIIowabie Loads„ �" SPFIHF llllowable"toads
Model . , Code
Heel ,
N0' Height "W[i . g Carrying Carried 1 Uplift Flotir Snow, > "Roof Wind _Uplift ,Floor ' Snow: `Roof" Wind Ref.
Member ;Member 060) , (106)i x ,(115) (125) , (760) . (160) (100) ;1 (115)
Single 2x Sizes
I.I .,Gw\1VIan.J;,
HTU28 (Min.)
'V.lL;a'
37/s
I "Ibl-Ono
15/a
T&
1 074
31/z
.,14VJV.luc1.o.T2" VGw/V.1-toA",k2
(26) 0.162 x 31/2 (14) 0.148 x 11h
' I,000j
1,235
3,820
3,895
3,895
1giylU
13,895
.1,31iJ'-
1,060
4"DaU
2,865
} (".x"u7 1
2,920
0,ii?,V
2,920
10,20!L
2,920
IBC, I
FL,,
HTU28 (Max.)
71/4
15/a
71/e
31h
(26) 0.162 x 31h (26) 0.148 x 11/z
2,020
3,820
4,315
4,655
5,435
1,735
3,285
3,710
.1,005
4,675
LA
HTU210 (Min.)
37/z `
'i %
91AG
31h:.
-(32)`,6.162x:3yh_ (14) Q.1'48 x 7Yz
1,330 `
4,300
4,
11
,300
4,30v
1,145
3;225
3 22 ":
,2L5=
3;225
HTU210 (Max.)
V/4 ,
1 Sh
:9-11Ao
31/z
;, (32) 0162 x 31/z i (32) 0.14$ x 1,1h
° 3,315
Y,4,Z05
31€1
5,995.
2;850.
4,045
oii5
4 30 '
, 5,155
Double 2x Sizes
HTU26-2 (Min.)
3'!a `. "
V,
5M
"3Yz
(20) 6.162x311z"
"'(T4) 0:148 x'3
-1,515
- 2,940 ,
, f ,
.i30
3;910 �
1,3p5
i,850 a'
2,090 ,
2"255:.
,2;465"
HTU26 2 (Max.)
- .51z' '
3,5/a
; 57/c
31h
(20)_0.162 &31h
(20),0�148'x;3, -
,?,175 .
2,940
' 3 3 i ,
3,580
" 4 8
.1,870
2,530
18 4,
;�,3 98;
3,8155 ".
HTU28-2 (Min.)
37/8
3N6
71A6
31/z
1 (26) 0.162 x 31/z
1 (14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1 1,315
2,865
13,235
3,235
3,235
18C,
HTU28-2 (Max.)
71/4
3-A6
7Mr,
31/z
(26) 0.162 x 31/z
(26) 0.148 x 3
3,485
3,820
4,315
4,655
5,825
2,995
3.285
1711 ;
��43S
510113 '
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Upift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are Fisted diameter by length. See pp. 21-22 for fastener information.
96
HTU
Face -Mount Truss Hanger (cont.)
ii Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carryi
Member
v ro
HTU26 (Min.) 37/e (2) 2x4 (10) 0.162 x 3112 1 (14) 0.148 x 1112 1 925 1 1,470 1 1,660 1 1,790 11,87^, 795 1 1,265 1 1,430 1 1,540 1 1,615
HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 3"h (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220, 1065 1,265 11,430 1,540 1,910 IBC,
r:. .
� °raps ntF� � s,� .r�Fi n_ti�st,Y,i7i `,ad ='.4an A ._ �r�""� z or, i iaq .� ah, x'. _ s d �.� n . FL, L�
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Single 2x Sizes
.
IBC,
HTU28 (Min.)
37/e
15/s
7"fie
31/2
(26) 0.162 x 3"/2
(14) 0.148 x 1'/2
1,110
3,770 3,770 3,770
3,770
955
2,825
1 2,825
2,825
2,825
FL,
LA
HTU28 (Max.)
71/4
1 %
7"fie
31/2
(26) 0.162 x 3"/2
(26) 0.148 x 11/2
1,920
3,820 4,315 4,655
5,015
1,695
2,865
3,235
3,4 90
3,765
HTU210 (Min.)
3'!a
1 e/a
9Ye
31h '
(82} 0162 x"3'12
(74j D748 x 17ha
1,250;617(1g
3,600 ; 3,604
3,600_
1 f375
_2.700
2,700
:.2700
2,700'
.HTU210.(Max.)
9�%4
1 e/a ..
9Y+b
3"h
(32}g0162 it 3"h
(32}� 1d8a 1'h':
3 55
9 7 5 5,(320. 5,02Q
5"Q2{t
2800
'3a530
'; 3,/6a
3 7fia
3 765
Double 2x Sizes
�20} 0162 x 3"f2 (jet) 1148 X 3
1 515
2 940 32t� 3,50Q
3,50E ",
1305
2 205 . ' 2,205
2;205 2 205 ;
HT1126-2 (Max.) `
5'/2 .,
. 3 is „5%e
31l2
(2Q) 0162'x3"/2`.. (20) 0.148 x 3
1910
2 94p i - 1 g3,50(I
3,500
1645
'2,205 2.205
2;205
2x2d5
HTU28-2 (Min.)
37/a
3Y1e
7"fie
31/2
(26) 0.162 x 31/2 (14) 0.148 x 3
1,490
3,820 3,980 3,980
3,980
1,280
2,865 2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
35/1e
71fie
31/2
(26) 0.162 x 31/2 (26) 0.148 x 3
3,035
3,820 4,315 4.65 5
5,520
2,610
2,865 3,235
3,490
4.,140
FL,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/15" at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with'/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A' x 2?44` Titen. 2
screws (Krodel T1 TN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E MP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/a' x 23/4" —
Model TTN2-25234H) and for concrete ('/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/V5 -diameter hole to the specified embedment
depth plus'/z".
• Afternatively, drill the 3/5"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool IGts are available. They include a
3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15" x 4'/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 1 1/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for full uplift load.
• \A/here no uplift load is required, a minimum end distance
of 1 ?h" is oe n ,itted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
11'"
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson- ... Construction ConnectorsI •
HU/HUC/HSUR/L ! =`
...............................................................
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
HU26
HU26X
(4)1/4 x 23/4
(4) Y4 x 13/a
(2) 0.148 x 11/z
335
1,000
335
1,545
1Ja x- l�/
(4) 0148 x. h
45
15Q4 "
760' 1
2 40Q
HU24-2
HUC24-2
(4)1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
NU26 2 (Mili }
;(4j 07
0HUG26.2
HU26 2{Max}lU2fi
_
(12} afa (12) l4'13Jd
(6}0i43,z3
"'1135 3f700
113 ."ti•
""39D
HU26-3 (Min.)
HUC26-3 (Min,)
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU2Min
{ } ""
, HUG28-4 Min) ,,
(
Y 1 .
(19) 1ax231n `_ �0 taX 1 °la
„
(4) 0.148x3
760 �50p,..':
7C
3 2
s
HU282{Max)
'HUC284(Ma4,"
(14}11a03Ja(6}0,148x'3
z7
1�35
3r50D";
1]3
SF,
,92(i
HU210
HU21 OX
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU2102(Min}
HUG210"2(Min) :';
(14)?1ax23/4 (14�Y4x1�J4
(B�0I48£X
113 ;
350(1--
7,35
492Q
HU210 Max Z )''
HUC210 2 (hfl1X }-
(18} 1Ja x 23J4 {1$} 1la Xi
(10) 014$ 7C 3
„
f 1800
4500
800�
3.. 5 085
L
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210 3 (Max.)
HUC210 3 (Max.)
(18)1/4 x 23/a
(18)1/a x 13/a
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212 sx>
HU212X
(1D)?7a x 2Ya :"
(10} 1fa13Ja
{6} 014$ '11,13
2,5pQ
1,135
s2 665
C
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
V
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
a
L
HU212 3 {Min )..,,
HUC212 3 (Mm }
(16j"lax 231a (16)'la x 1314
= {6} 0148Qx 3 r
. , 1135
4 00)3 ..
1,1354
92p
C:(22)1Ja
x 23Ja (22)1Ja is-l3la
{10} 0 i4$':7 $
1,80D
5 0851
„
1;8q0
5 085
(�
HU214
HU214X
(12)1/4 x 23/4
(12)114 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU2142{Min}:,
HUC21g2(Min.).
(1$)ax23la
(18)1/4K13/a
;.'{$}0;148x3„7515
4,00:`;
1,51
�.5i18
HU214=2 (MaX } ",
HUC214fL (MaX )` ,
(24}4fa x 3Ja (24)11l" YT-Ya `
.- } Q t4$x
0,2 015
5 08 ,.,
E 2,015
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18) /4 x 1 3/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUG214-3 (Max.)
(24)1/a x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216=°
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{1$} 1Ja`X 3%a
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2,9213; '
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2 J2A'
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) (12)114 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 1 2,980 760 2,980
HU7 (Max.) (Not available) (16) % x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 1 3,485 1,085 3,485
HU11 (Min.) (Not available) (22)1/4 x 23/a 1 (22)1/4 x 13/a 1 (6) 0.148 x 11/2 1 1,135 1 3,230 1 1,135 3,230
HU11 (Max.) (Not available) (30)1/, x 23/4 (3 0) x 1 3/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735
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13
AOL,
ALPINE
AN ITW COMPANY
Alpine, an I.T.W Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alp'ineitw,.com
,Customer.- Carpenter Contractors of America
Job Number.- N334502
Job Description: 7A5/320j182ED,F RH01/18281CALI/4E.BBELEV,D/F
Address:
Design Code: FBC 2017 RES
IntelliVIEW Version: 18.02.01A
JRef#: 1VVXQ89750103
WindStandard., ASCE7-10 Wind Speed (mph): 160
Roof Load (pso: 20.00-7.00-0.00-10M
Building Type: Closed
Flaor Load jpso: None
This package contains general holes pages, 21 truss drawing(s.) and 2 detail(s),
091
224,20.1,559.,59513
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3
224.20.1600.08400
A2
5
224.20.1600,28720
A4
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224.20.1600,21650
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224.20j601.06430
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224.20,1601.11627
A8
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224.20.1601.16963
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224.20.1601.26650
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A16015ENC101014
I
Florida Certificate of Product r Approval #FLI 999 Printed 8/11/2020 5:09:54 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each, truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the.truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2of3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.oro.
2. ICC: International Code Council; www.iccsafe.ora.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust_!y.com.
Page 3 of 3
SEQN:101714 COMN Ply: 1
FROM: RWM Qty: 16
6'1"7
6'1"7
Job Number: N334502
,7A5/320 ,182ED,F ,RH01 / 1828/CALIAEBB ELEV.D/F
Truss Label: Al •E
12'11"15 + 19,101,
6'10"8 6101 6'10"1
= 5X5
E
39'8"
Cust: R 8975 JRef:1 WXQ89750103 T10
D nvN o: 224.20.1559.59513
KD /'WHK 08/11/2020
33'69 39'8"
6' 10"8 617
�1'+ 10' + 91101. 9'10" i 10, +1'�
10' 19,10" 29'8 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
D
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (PO,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999,240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.616
Max BC CSI: 0.982
Max Web CSI: 0.527
VIEW Ver: 18.02.01A.0205.19
08/11/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1709 /- /- /961 /308 /445
H 1710 /- !- /961 1308 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1488 - 3151 E - F 1102 - 2027
C - D 1387 - 2871 F - G 1387 - 2872
D - E 1102 - 2027 G - H 1488 - 3153
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2756 -1187 K - J 2276 - 889
L - K 2276 - 863 J - H 2757 -1187
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 539 - 206 K - F 485 - 745
D - K 485 - 744 F - J 540 - 206
E - K 1361 - 646
•'WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
1 Safety Information, by TPI and SBCA) fsafety practices nor to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
e. AppTy plates to each face oT truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
!vision of ITW BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
iformance with ANSIITPI 1, or for handling, shipping,. mstallapon.and bracinclof trusses. A seal on this drawin or cover pa4e
jrawing indicates acceptance of professional enC neenng responsibility solely -for the design shown. The suitabiliffy and use of this
any sif'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
AN RW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101705 COMN Ply: 1 Job Number: N334502' Cust: Ra975 JRef:1WX089750103T25
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23724
Truss Label: A1A �KD /• WHK 08/11/2020
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
NOTE: Bottom chord filler indicated by hatched
areas may be removed as required.
13, + 1T1'122 �0I 318150"14 4
7 11 2
= 5X5
F
39'8"
4'811 2'1"tp 6'B" 8'0"11 7'11"5 1'
12'10"4 + 14'111"14 23'8" 31'8"11 39'8"
17'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.979
Max Web CSI: 0.988
VIEW Ver: 18.02.01A.0205.19
e�� ���a•aaa oee•@ •�
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s
COA iIi3 JONA
08/11/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 A /- /961 /308 /445
1 1556 /- /- /961 /308 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1431 - 2748 F - G 1352 - 2068
C - D 1829 - 3524 G - H 1201 - 2104
D - E 1428 - 2553 H - 1 1445 - 2776
E - F 1514 - 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1108 L - K 2402 -1133
Q - M 3085 -1311 K - 1 2405 -1134
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
512 - 993
M - F
1687
- 881
C - Q
771 - 228
M - L
1746
- 618
S - Q
2594 -1210
F - L
520
-425
Q - D
1079 - 502
L - H
458
- 686
D - M
646 -1221
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r satPety practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections 133, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ]CC: www.icGsafe.org Orlando FL, 32821
SEQN:101706 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T9
FROM: HMT Qty: 1 7A5/320 ,182ED,F ,RH01 / 182g/CALI/4EBB ELEV.D/F DrwNo: 224.20.1600.08400
Truss Label: A2 �KD ! WHK 08/11/2020
6' 1 "7 12'6"15 19,
6'1"7 6'5"8 6'51
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 16.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
27'1"1 33'6"9 39'8"
6'5"1 6'5"8 6'17
e5X5=5X5
E F
39'8"
9110" + 9110"
19,10" 29'8"
10, 1'
39'8" i
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA
CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA
Ce: NA
VERT(LL): 0.172 L 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.321 L 999 240
B 1556 /- /- /964 /309 /428
Snow Duration: NA
HORZ(LL): 0.066 K - -
1 1556 /- /- /964 /309 A
HORZ(TL): 0.123 K
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
FBC 2017 RES
Max TC CSI: 0.480
1 Brg Width = 8.0 Min Req = 1.8
TPI Std: 2014
Max BC CSI: 0.856
Bearings B & I are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.669
Bearings B & I require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 18.02.01A.0205.19
B - C 1511 - 2800 F - G 1123 -1779
C - D 1415 - 2521 G - H 1415 - 2521
D - E 1123 -1779 H - 1 1511 - 2800
E - F 1093 -1559
H. �f
fF
�p �*16gdfAOo bp®
b°
S
COA #t0" t tri
°u��ess1l:¢asots°�
08/11 /2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
ter BCSI sections B3, B7 or B10
11ess noted otherwise. Refer to
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1206 L - K 2030 - 941
M - L 2030 - 911 K - I 2444 -1216
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
508 -192
L - F 548 - 381
D - L
482 - 683
L - G 482 - 683
E - L
548 - 381
G - K 508 -192
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,Installation and bracin4of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org
ALPINE
ANMCOWMY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101707
FROM: RWM
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
COMN Ply: 1
Qty: 1
6'1"7
6'1 "7
Job Number: N334502
,7A5/320 ,182ED,F ,RH01 / •1.8281CAL114EBB ELEV.D/F
Truss Label: A3
12'11"15 F 19'10" 244"
6'10"8 6'10"1 4'6"
=5X5
E
20'8"
B3
11104
Cust: R 8975 JRef:1 WXQ89750103 T2
DrwNo: 224.20.1600.21650 '
KD /'WHK 08/11/2020
33'6"9 39'8"
9'2"9 i 6'1"7
5'8" i13'4"
1' 10' 9110" 4'6" 5'4" 10, 1'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
THIS TRUSS MUST BE INSTALLED AS SHOWN
AND NOT END FOR END.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or*=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.042 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- /- /627 /188 /445
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.013 J - -
N* 323 /- /- /150 /67 /-
HORZ(TL): 0.024 C
Creep Factor: 2.0
H 508 /- /- /445 /164 /-
Wind reactions based on MWFRS
Building Code:
FBC 2017 RES
Max TC CSI: 0.968
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.797
N Brg Width = 68.0 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.550
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
FT/RT:20(0)/10(0)
Bearings B & H require a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 18.02.01A.0205.19
WAVE
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 636 -1330 G - H 255 - 579
C - D 532 -1037
08/11 /2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 554 K - J 847 - 668
M - L 743 - 371 J - H 484 -153
L - K 861 - 695
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 558 - 225 K - F 861 -1602
D - L 512 - 723 F - J 573 - 306
L - F 785 -304 J - G 408 -484
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propenrN attached structural sheathing and bottom chord shall have a properly
attached r1 id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall notbe responsible for any deviation from this drawing, any, failure to build the ANMCONUAW
truss in conformance with ANSI/�PI 1, or for handling, shipping,installation and bracing of trusses: A seal on this draw(nq or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional engllneering responsibilittyv solely -for the design shown. The suitabllify and use of this
drawing for any structure 1s the responsibility of the Building -Designer per ANSI(TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN:101708 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T8
FROM: RWM Qty: 1 7A51320 ,182ED,F ,RH01 / 1828/CALIAEBB ELEV.D/F DrwNo: 224.20.1600.28720:
Truss Label: A4 �KD /' WHK 08/11/2020
7'10"14 17' 22'8" 31'9"2 39'8"
7'10"14 9'1 "2 5'8" 9-1-7 7' 10"14
r�
b
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
D
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
=5X5 =5X5
D E
39'8"
9110" 9110"
19,10" + 29'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): 0.149 J 999 240
Lu: NA Cs: NA
VERT(CL): 0.279 J 999 240
Snow Duration: NA
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Building Code:
Creep Factor: 2.0
FBC 2017 RES
Max TC CSI: 0.760
TPI Std: 2014
Max BC CSI: 0.863
Rep Fac: Yes
Max Web CSI: 0.629
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
{4�r'
\ 1 ®C�WOOODg4
ep r
08/11/2020
io
m
48.8"
10' 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /387
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1532 - 2755 E - F 1559 - 2561
C - D 1559 - 2561 F - G 1532 - 2755
D - E 1205 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1221 J - 1 1695 - 768
K - J 1695 - 738 1 - G 2393 -1250
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - K
404 -448
J - E 389 -234
K - D
770 - 462
E - I 770 - 462
D - J
388 - 234
1 - F 403 - 448
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, in%alling,and bracing. , Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary.
Ser BCSI. Unless noted otherwise, top chord shall have proper), attached structural sheathing and bottom chord shall have a properly
ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracingof trusses. A sea! on this drawing or cover page
1is drawing, indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of This
drawing for any structure is the respon
For more information see these web sites:
TPI: w2_ tpinst.org; SBCA: www.sbcindustry.com; ICC:
ALPINE
AN IIW COMVANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:101607 COMN Ply:_ 1 Job Number: N334502 Cust:R8975 JRef:lWXQ89750103T11,
FROM: RDP Qty..
1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F. DrwNo: 224.20.1601.06430
Truss Label: ASGE KID /'.WHK 08/1112020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�12'11"16 11°4
23"1$ 4
r 6'1'7 + 9'10" , 1q'6" r 'I't0° 21'10" 23.10° 26' �K'6 3 6T 39'6"
6'1- 3'B"9 T1�" fi'1P1 2' t 2' '1F 2'06'1°7
j-iTrj
10.6' 1'2I -5K6
A
21' i S -i 13'6°
2fi' 29'9' 8 +
10' 21' 32'6°
i 21'11"12 i3'10°8 -I 13712
Wind Criteria -
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97-ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 96 plf at 10.67 to 96 plf at 32.67
TC: From 56 pif at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98). (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.115 AE 999 24
VERT(CL): 0.228 AE 999 24
HORZ(LL): 0.049 1
HORZ(TL): 0.097 1
Building Code:
Creep Factor: 2.0
FBC 2017 RES
Max TC CSI: 0.870
TPI Std: 2014
Max BC CSI: 0.902
Rep Fac: No
Max Web CSI: 0.970
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
THIS TRUSS MUST BE INSTALLED AS SHOWN
AND NOT END FOR END.
it
�v � �lamam�aa»o
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
ter BCSI sections B3, B7 or B10
Hess noted otherwise. Refer to
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 768 /- /-
/510 /331 /445
AB 2344 /- /-
/923 /1010 /-
Z 1089 /- /-
/506 /358 /-
T 516 /- /-
/407 /224 /-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 3.3
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 476 -1085
I - J 395 - 201
C - D 373 - 809
J - K 395 - 206
D - E 413 - 753
K - L 551 - 272
E - F 427 - 751
L - M 613 - 304
F - G 417 - 669
M - N 511 - 252
H - 1 377 -189
S - T 254 - 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-AH
918 -486
AD -AC
528
-304
AH-AG
528 -304
AC -AB
404
-327
AG-AF
528 - 304
X - W
483
-157
AF-AE
528 - 304
W - V
483
-157
AE-AD
528 - 304
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
AH-AI
519 -280
AB -AR
283
-523
AI-AJ
557 -300
AR -AS
380
-561
AJ-G
515 -283
AW-Z
277
-756
G -AL
492 - 941
A W- N
241
- 683
AL -AN
474 -922
N -AX
678
-347
AN -AP
494 - 960
AX- X
687
- 342
AP -AC
518 -995
X -AZ
291
-477
AC- K
794 -491
AZ -BB
277
-470
K -AB
570 -1384
BB- S
305
-454
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI/l PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawlnq or cover pagge
listing this drawing indicates acceptance of professional engineering responsibilittyv solelyor the design shown. The suitabilityy and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcinduslry.com; ICC: www.iccsafe.org
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 101710 HIPS
Ply: 1
Job Number: N334502
Cust: R8975 JRef:1WXQ89750103T7
FROM: RWM
Qly: 1
7A5/320 ,182ED,F ,RH01 / 1828ICALIAEBB ELEV.D/F
DrwNo: 224.20.1601.09310
Truss Label: A6
KID / WHK 08/11/2020
7'10"14 15, 24W' 31'9"2 39'8"
7'10"14 7'1"2 r 9'8" 7'1"2 r 7'10"14 1
6X6 = 6X6
D T3 E
12
6 C 5 5X5
F
o -
-
bo
W ao
W1
B G
t
A H
4'3
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
10' 9'10" i 9'10" 10,
+1'�
+ +
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 I - - Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width q =
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g dth = 8.0 Min Re 1.8
TCDL: psf
5.2 G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.913 g q —
P
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.572
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per.Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber B - C 1547 - 2729 E - F 1568 - 2537
C - D 1568 - 2538 F - G 1547 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1287 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1228 J - 1 1847 -899
member design. K - J 1847 -870 1 - G 2363 -1257
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - D 628 - 363 E - I 628 - 363
9144ft86t9�ft4t8 rf Fjjf
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08/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall -have bracinQ installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
in ANSI/TPI 1, for handling, A drawing
truss conformance with or shipping,, installation and bracingof trusses. seal on this or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2.
For,more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: WvfWJcC;saf1e.orq Orlando FL, 32821
SEQN:101711 HIPS
Ply: 1
Job Number: N334502
Gust: R8975 JRef:1VVXQa9750103T6
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 224.20.1601.11627
Truss Label: AS r`'
KD / WHK 08/11/2020
6'94 13' 19,101, 26'8"
32'1012 39'8"
6'9.4 6'2"12 6-10" 6'100
67' 2 6'9"4
5X5 III 2X4 = 5X5
D E F
12
6 � �2X4 W
/2X4
C
o
G
u'
io W3
M
r`
B
H
A
=4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
1' 10' i 9'10" 9'10"
10,
10' r 19,10" 29'8"
+1'�
+ 39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U _ / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 f716 /305
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL):, 0.065 J - -
H 1556 /- /- /953 /716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br Width = 8.0 Min Re 1.8
9 q =
Soffit: 0.00 BCDL: 5.0 sf FBC 2017 RES Max TC CSI: 0.502
p
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.431
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
Lumber
B - C 1617 - 2780 E - F 1504 - 2289
C - D 1545 -2523 F - G 1544 - 2523
Top chord: 2x4 SP #2 N;
D - E 1504 -2289 G - H 1616 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1306 K - J 1982 -1003
member design.
L - K 1982 -973 J - H 2421 -1335
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 535 - 255 K - F 425 - 251
D - K 425 - 251 F - J 535 - 255
E - K 306 - 391
}gyit3btt3t8�gltrto DtJtOt
0
2 q o.708 I
v v
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COA' AIL�`ie`"°°
4vantwMIta+e�'
(9/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, TPI
of BCSI (Building
by and SBCA) fo'r sa practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildingp�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANO COMPA
truss in conformance with ANSI/TPI 1, for handling, installation bracin trusses. A this drawin
or shipping,, and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLs ,eering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building Designer, per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpins,.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN: 101712 HIPS
Ply: 1
Job Number: N334502
Cust: R8975 JRef: 1 WXQ89750103 T5
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01'/ 1828/CALI/4EBB ELEV.D/F
DrwNo: 224.20.1601.14243
Truss Label: A10
KD / WHK 08/11/2020
5'9 28'8" 33'10"12 39'8"
5'9"4 f" 5 2 -12 i` 8' i 9'8" 57"12 S'9"4
.5X5 =_ 5X5 5X5
D T2 E T3 F
12
6 �2X4 W �2X4
T
C
M G
�
O
Cn W3 0
B H
1
A
4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10" 10, 1'
+ 10' 19,10" i 29'8" I 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CS1 Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 [718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 it
Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 FBC 2017 RES Max TC CSI: 0.628 H Br Width = 8.0 Min Req 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.975 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
B - C 1669 - 2804 E - F 1722 - 2695
Lumber
C - D 1547 -2533 F - G 1552 -2539
Top chord: 2x4 SP #2 N; T2 2x4-SP #1; D - E 1785 - 2775 G - H 1663 - 2797
T3 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind B - L 2449 -1362 K - J 2163 -1133
Wind loads based on MWFRS with additional C&C L - K 2146 -1090 J - H 2440 -1384
member design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 470 -163 K - F 628 - 373
D - K 743 - 465 F - J 466 -151
E - K 421 - 538
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(8/11/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI
and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the M W[OWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 8750 Forum Drive
listing this drawingq indicates acceptance of professional en sneering responsibilit�yr solely -Tor the design shown. The suitability and use of This Suite 305
drawing for is the the Building -Designer ANSI/TPI 1 Sec.2.
any structure responsibility of per
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.orq; SBCA: www.sbcindustry.com; ICC: www.icrsafe.org Orlando FL, 32821
SEQN:101713 HIPS
Ply: 1
Job Number: N334502
Cust:R8975 JRef:1WXQ89750103T4
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 /.1828/CALI/4EBB ELEV.D/F
DrwNo: 224.20.1601.16963.
Truss Label: Al2
KD / WHK 08/11/2020
9' 17' 22'8" 30'8" 39'8"
9' 8' S'8" 8' 9'
=5C5 =5XD5 =4E4 =5F5
T2 T3
12
6 T
T
b (a) W (a)
W5
B G n
1
A H I8,8
4X6(A2) =_6X6 =6X6 =6X6=4X6(A2) 1
39'8"
10' 9'1o" 9'10" 10' 11�
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- !- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 I - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 FBC 2017 RES Max TC CSI: 0.939 g q =
BCDL: 5.0 psf
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19
B - C 1595 - 2705 E - F 1607 - 2478
Lumber
C - D 1608 -2478 F - G 1595 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2001 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint B - K 2330 -1246 J - 1 3176 -1733
to be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -1732 1 - G 2329 -1275
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) C - K 718 -313 E - I 529 -834
scabs for (2) CLR'S where shown. Scab K - D 527 - 832 I - F 718 - 314
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun �4;;}}trtr}�}tJ87P l�tPjgj
nails @ 6" oc.
`
Wind
Wind loads based on MWFRS with additional C&C �. sa�,°y
J
member design. , •r "ti ° y
o
s
e •
•a p pq
s f o V » R'`
as e
o
® a °.'
r
COAT
08/11/2020
**WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
r
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a
properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANO COMPAW
in
truss conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibilitty� solely -for the design shown. The suitabilioy and use of this Suite 305
drawing for is the Building -Designer
any structure responsibility of the perANSI/T 1 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN: 101725 HIPS
Ply: 1
Job Number: N334502
Cust: R8975 JRef.* 1 WXQ89750103 T31
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 224.20.1601.24603 '
Truss Label: A14G
KD / WHK 08/11/2020
i _ T 13' 1 19' 28'4"
32'8"
7 6' 6, "{' 9 4„ {"
4 4 7 1
%6X6 =4X4 =8X10 =—H1014
�6X6
12 C D T2 E T3 F
T4 G
6
T �
T
(a) W
(a)
B
H v
T A
I
�
I , 8'8"
SX5(A2) ==4X4 =6X8 5X5K
H0510
B3 1
-4X6 =3X6(A1)
28'4"
11'4"
1' 8' 1O'10"4 5'1"12 4'4"
4'4" 7' 1'
8' 18110"4 r 24' 28'4"
32'8" f 398..
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 1- /- /- /60 /-
Mean Height: 15.00 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 sf
Soffit: 0.00 p FBC 2017 RES Max TC CSI: 0.846
BCDL: 5.0 psf
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE, HS VIEW Ver: 18.02.01A.0205.19
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint
Chords Tens.Comp. Chords Tens. Comp.
to be equally spaced. Attach with (2) 8d Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
N - M 3815 -1821 K - J 786 -1874
support by erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
Maximum Web Forces Per Ply (Ibs)
scabs for (2) CLR'S where shown. Scab
Webs Tens.Comp. Webs Tens. Comp.
reinforcement to be same size, species, grade, and 96itSttii7li
80% length of web member. Attach with 0.128x3" gun t¢tj�fd/pj� f
` fir
C - N 1089 -274 L - F 3047 -1224
nails @ 6" oc.
,{
N - D 440 -430 F - K 2007 -4053
D-M 568 -883 F-J 1889 -778
as*�e®aeaaa®
Loading �a ��+ v'+ ca . l %p
o®
M - E 834 -67 G - J 344 -528
#1 hip supports 7-0-0 jacks with no webs.` �a•
9
E - L 1423 -3051
Wind ffi E3. +
Wind loads and reactions based on MWFRS. W
a �
THIS TRUSS MUST BE INSTALLED AS SHOWN : a
AND NOT END FOR END. s
•
ONAL
COAL
08/11/2020
*"'WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and sa practices"prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properl)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Aline, a division of ITW Buildin$QComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
tr in ANSI 1, for handling,
ss conformance with or shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabilil9y and use of this
drawing for is the the Building -Designer ANSI/TP1 1 Sec.2. - Suite 305
any structure responsibility of per
For more information see these web sites: Alpine: www.aipineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: ww.v.iccsafe.org
Orlando FL, 32821
SEQN:101715 COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T20
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.26650
Truss Label: Bt KD / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
5'7"4
5'7"4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
10,8"
5'0"12
=4X4
D
21'4"
15'8"12 21'4"
12 T 57"4
5'4"
13A"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Building Code:
Creep Factor: 2.0
FBC 2017 RES
Max TC CSI: 0.433
TPI Std: 2014
Max BC CSI: 0.617
Rep Fac: Yes
Max Web CS 1: 0.260
FT/RT:20(0)/10(0)
Plate Type(s):
I VIEW Ver: 18.02.01A.0205.19
WAVE
08/1I /2020
8'
21'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- /- /396 /360 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1226 -1344 D - E 1201 -1152
C - D 1152 -1146 E - F 1286 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 995 G - F 1161 - 996
H - G 795 - 554
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 428 - 284 D - G 394 - 374
H - D 383 - 355 G - E 433 - 289
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply Oates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, installs ion. and bracinccl1of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.lpinst.org• SBCA: www.sbcindustry•.com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN:101716 GABL Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WX089750103T3
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.28720
Truss Label: B2GE KD / WHK 08/11/2020
10'8" 21'4"
10,81.
4-8" 2,
(TYP) =4X4
F
ro
P3
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN0118 for
gable wind bracing and other requirements.
=axo
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 R 999 240
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.005 L
Creep Factor: 2.0
Max TC CSI: 0.228
Max BC CSI: 0.176
Max Web CSI: 0.086
VIEW Ver: 18.02.01A.0205.19
08/11/2020
♦Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 A /- /137 /106 /244
J* 72 /- /- /35 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint o>ywebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z far standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccttComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANR COMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses: A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Suite For
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry•com; ICC: www.iccsafe.org Orlando FL, 32821
SEQN:101717 COMN Ply: 1 Job Number: N334502. Cust:R8975 JRef:1WXQ8975Q103T19
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 A1828/CALIMEBB ELEV.D/F DrwNo: 224.20.1601.31023
Truss Label: C1 KD / WHK 08/11/2020
o_
[M
4"3
7' 14'
7' 7'
1114C6
14'
7' 7'
1 7 '}
7' 14'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
BCLL: 0.00
Enclosure: Closed "
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
BCDL: 10.00
Risk Category: It
Snow Duration: NA
HORZ(LL): 0.009 E - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.013 E
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 2017 RES
Max TC CSI: 0.761
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.542
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
08/11 /2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- /- /371 /272 /158
D 527 /- /- /304 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 777 -740 C - D 809 -739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 536 E - D 598 - 536
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** -FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached r"i4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPA-
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engqsneering responsibili((�� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www_tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 J
SEQN: 101718 GABL Ply: 1 Job Number: N334502 Cust: R8575 JRef:1VVXQ89750103T1
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.33093
Truss Label: C2GE KD / WHK 0B/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN0118 for
gable wind bracing and other requirements.
T
7'
5' i 2'
(TYP)
4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 240
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.277
Max BC CSI: 0.196
Max Web CSI: 0.137
VIEW Ver: 18.02.01A.0205.19
♦ �w fir �►
08/11/2020
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- /- 138 /30 /13
F 268 /- /- /205 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 461 - 238 H - E 461 - 238
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingp handlingshipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions-. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Applgy plates to each face oT truss and position as shown above and on the Joint9Detalls, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the-coravnur
truss in conformance with ANSI/TPI 1, or for handling, shipping,. mstallatron.and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of this Suite For
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org• SBCA: www.sbcindustry.com• ]CC: www.iccsafe.org Orlando FL, 32821 i
SEQN:101723 EJAC Ply: 1 Job Number: N334502 Cust:R8975 JRef:lWXQ89750103Tl5
FROM: RWM city:
14 , A5/320 ,182ED,F ,RH01,/ 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.35523
Truss Label: EJ7 KD ! WHK 08/11/2020
C
12711
12
6
m
o LID
"v
B
13 A 8-8"
D
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
1, 7
7'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.713
Max BC CSI: 0.527
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 331 /- /- /259 1117 /173
D 127 /- /- /101 /20 /-
C 171 /- /- /91 /133 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper y attached structural sheathing and bottom chord shall have a properly
attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildingq Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the Ar�MCOWA-
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawing or cover pale 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2.
For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.org• SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 12821
SEQN: 101729 JACK Ply: 1 Job Number: N334502� Cust: R8975 JRef:lWXQ89750103T23
FROM: RWM city: 2 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.37793
Truss Label: EJ2 KD / WHK 08/11/2020
12
N
T 9'8"4
M
Ln
_T_ 0')
4"3 C� 81QVrr
A
D
2X4(A1)
1 � aTe 2'
2'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: N/
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 2017 RES
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.114
Max BC CSI: 0.029
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
Ov
@,.00
�y 4
o r \\\ $y IV e
08/11/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /144 158 /42
D 32 /- /- /29 /5 /-
C 34 /- /- /12 /17 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. App�y plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQ_Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIITPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use Nis
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
LAMEMN6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:101719 JACK Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T18
FROM: LPM Qty: 4 7 A51320,182ED,F ,RH01 / 1828/CALIAEBB ELEV.D/F DrwNo: 224.20.1601.39990
Truss Label: CJ5 KD / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SIP #2 N;
r
11'2"5
12
6
co
9)
cV cM
Cl)
B
A $,$N
D
1 + 4' 11 "4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.411
Max BC CSI: 0.254
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /207 /95 /128
D 89 /- /- /68 /13 /-
C 118 /- !- /61 /92 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
�id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
le. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
lformance with ANSIf�PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover page
Drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use Nis
any structure is the responsibility of the Building -Designer per ANSIITFI 1 Sec.2.
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:101720 JACK Ply: 1 Job Number: N334502 Cust:R8975 JRef: 1 WXQ89750103 T21
FROM: LPM City:
4 7A5/320 ,182ED,F ,RH01 ! 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.42883
Truss Label: CJ3 .. t KD / WHK 08/11/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SIP #2 N;
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
C
2' 11 "4
211 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Building Code:
Creep Factor: 2.0
FBC 2017 RES
Max TC CSI: 0.206
TPI Std: 2014
Max BC CSI: 0.115
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
aR �0. 7,08 1 =J
10'2"5
rn
CV
81811
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /160 /75 /84
D 50 /- /- /41 /6 /-
C 63 /- /- /29 /50 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
COA Q�1AL
"potent6449��' fit,
08/11/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
lent Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord -shall have properly attached structural sheathing and bottom chord shall have a properly
0 ripprd ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
cable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawing or cover page
us drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of This
I for any s r'ucture, is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org
ALPINE
AN nW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101721 JACK Ply: 1 Job Number: N334502 Cust: R8975 JRei:1VJXg89750103T22
FROM: LPM Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.45707
Truss Label: CJ1 KID / WHK 08/11/2020
V
F
12
6 C
Loading Criteria (pst)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord
truss in
listing tl
drawinc
For mor
1 �
9'2"5
M JJ
(7 81811
1, 11114
11114
Snow Criteria (Pg,Pfjn PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Building Code:
Creep Factor: 2.0
FBC 2017 RES
Max TC CSI: 0.196
TPI Std: 2014
Max BC CSI: 0.025
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
ea ���(�'��mo ��ata a�le�•ty %�
V \ 1♦
s 1 I
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- A 1148 179 /41
D 11 /-2 /- /18 /12 !-
C - /-15 /- /27 /32 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
P • m
a
p S /%T W a
s
p ® O
COA L ONAL
�aaengevtetasas
08/11/2020
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and'SBCA) fsafety practices nor to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have properPv attached structural sheathing and bottom chord shall have a properly
qid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
ile. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Buildingp Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover panne
drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use ofVs
any structure is the responsibility of the Building -Designer per ANSIIT I 1 Sec.2.
formation see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustrycom; ICC: wwvd.iccsafe.org
L N AE
ANRW COP
6750 Forum Drive
Suite 305
Orlando FL.,32821
SEQN: 101724 HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1WX1189750103T27
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01,/ 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1602.23420
Truss Label: HJ7 KD / WHK 08/11/2020
•
5'3"5
5'3"5
9'10"1
4'6"11
0
12'2"3
12
4.24 0 2X4
C
v
6
v
B
T
4"3
FE
2X4(A1) = 4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
1'5"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Provide (2) 16d Common (0. 1 62"x3.5") nails, toe
nailed at T.C.
Provide (3) 16d Common (0. 1 62"x3.5") nails, toe
nailed at B.C.
9'2"2
97'2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 2017 RES
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
1 9.0'1
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.040 F 999 240
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 18.02.01A.0205.19
4
a
0.7108 9
e
9
i a
COAL �,$' ONAIL .....
08/11/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- !- /- /154 A
E 364 /- /0 !- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANnwCOMOANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLineering responsibilit�yy solelyor the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/fP1 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
❑rl 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
n- 1?fl mnk Winri Tr,4 4 1S' Mu Hel, k+ Par+i,.l L, r'-f . A C.,. ... n v-,+ _ I nn
S
2x4 Brace
Gable Vertical
Spacing Species
No
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace wx
Q) 2x6 'L' Brace x
(2) 2x6 'L' Brace
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
U
S P F
#3
3' 8',
5' 9'
6' 2'•
7' 8'
77' 11'
9' 1''
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
Standard
3' 8'
4' 11'
S' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
r
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
QJ
0
�I
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' V
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4
14' 0'
14' 0'
14' 0'
Q7
D P L
Stud
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
0
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' S'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
I I [
Stud
4' 7'
8' 2'
8' S.
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I� r
Standard
4' 7'
7' 0'
7' S'
9' 4'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
113
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
--:
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8' 1
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
Aymm
About)
able Truss
Diagonal brace option,
vertical length may be
T
doubled when diagonal
18•
brace Is used. Connect
L
diagonal brace for 600#
•L'
at each end. Max web
Brace
total length Is 14'.
2x6 DF-L #2 or
k45'
better diagonal
7 tl
Vertical length shown
brace) single
8,
In table above,
or double cut
(as shown) at
L 1
upper end.
-
Connect diagonal at
midooint of vertical
AN ITW CO
\ \ 514\ Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
NN N111-1 Refer to chart ilk
■■VARNINGIM READ AND FOLLOW ALL NOTES ON THIS DRAVM g
"DWORTANT■■ FURNISH THIS BRAVING TO ALL CONTRACTORS INMLDDJG THE WTALLERSG
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing, Ref `t{
,Itow the latest edition of BCSI (BuOding Component Safety Information, by TPI and SBCA) fo sr
•actices prior to performing these functions. Installers shall provide temporary bradng pe B
,less noted otherwise, top chord shall have properly attached structural sheathing and bo ,
,all have a properly attached rigid ceiling, Locations shown for permanent lateral restraint f
,all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea
truss and position as shown above and on the Joint Details, unless noted otherwise. r,
rfer to drawings 160A-Z for standard plate positions 1
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviati,
is drawing, any foilure to build the truss In conformance with ANSI/TPI 1, or for handling, shipf
:taltation 6 bra dng of trusses.
A seal on this drawng or cover page UstLg this drawing, Indicates acceptance of professional
gineering responsibility solely for the design shown. The sultobRlty and use of this drawing
r any structure Is the responsibility of the Bading Designer per ANSI/TPI 1 Seca
For more Information see this Job's general notes page and these web sites,
ALPINE, www,alpineitmconl TPh www.tpinst.org) SBCA, www.sbcin dustry.org) ICC, wwwJcr afe.org
r
Bracing Group Species and Grades)
Group AI
S ruce-Pine-Fir Hem -Fir
#1 / #2 IStandard #2 1 Stud
#3 1 Stud #3 IStandord
Dou Las Fir -Larch Southern Plnemmw
#3 #3
Stud Stud
Standard Standard
Group Ill
Hem -Fir
#1 & Btr
#1
Do, u ins Fir -Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values ay be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Goble end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nulls.
)K For (1) 'L' brace, space nails at 2' o.c.
In IS' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones,
'L' bracing must be a minimum of 80% of web
member length,
Gable Vertical Plate Sizes
Vertical Length No Spill e
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail,
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
Less than 4' 0'
2X3
Greater than 4' 0', but
less than II' 6'
TOT, LD, 60 PSF
SPACING 24,0'
•
Gable Detail
For I Pt -in VPrtirnlcz
Gable Truss Plate
pproprlate Alpine gable detall for
:e sizes for vertical studs.
Engineered truss design for peak,
Ib, and heel plates.
vertical plates overlap, use a
Ite that covers the total area of
lapped plates to span the web,
el 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nails[
10d Common (0,148'x 3,',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsl
10d Common (0,148'x3',min) Toenails at 4' o.c. plus
'T' This detail to be used with the appropriate Alpine gable detall for ASCE
Reinforcing wind load,
Member
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
Goble Nalls A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
Truss' -,Spaced At ASCE 7-10 8 ASCE 7-16 Gable Detall Drawings
4' o.c. A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 M 1 ,
S11530ENC100118, S12030ENC100118, S14030ENC 30 10018jjJ�gr
4 Nall S18030ENC100118, S20030ENC100118, S20030EE Ol Qta Q�QP $�0• ]r/�ii11a
Ceiling See appropriate Alpine gable detail for max]
0 1: 4{�1�c;rc8 iipt'°3j �gnc
a
••VARNB1Cdn READ AND FaLOV ALL NOTES ON THIS DRAVDH7 xr-n q,
oDtP[IRTANT•a FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC p
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refee�gdt,�� n� a
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo�sa'F4ety •
practices prior to performing these functions. Installers shall provide temporary bracing pe SC •
Unless noted otherwise, top chord shall have properly attached structural sheathing and ho m cho1 y`�
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s'a :'11 V •
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply F
pt ppy plates to eact'� e
of truss and position as shown above and on the Joint Details, unless noted otherwise. •g o �fi
4ePI Refer to drawings 160A-2 for standard plate positions. 1
Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devlotlo r 6• • •*•�,,,1.S
this drawing, any falture to bullet the truss In conformance with ANSI/TPI 1, or for handling, shlppin ®•nn ••t"• 1 , 9
AN ITW COMPANY Installation & bracing of trusses. �w
\ \ 674\ Eanh\ Cit \ Expressway e A seal on this drawing or cover page listing this drawling, hdlcates acceptance of professional / �f f�1 11�
y P y nglrleering r•spons6Plty solely for the design shown The sultabuty ord use of tHds drowYg U�m'O"�f"+0°p',1�/11/2020
\1 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. Ov
\ \ Earth\ City,\ MO\ 63046 -Far more Information see this Job's general notes page and these web sites)
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - IN End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' relnforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
/.-.I- I - - -.LI- T._-._-_ _- - / - - _ _
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30 X
2x6
20 X
Example)
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
TOT. LD, 60 PSF
FAC, ANY
SPACING 24,0'
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
1t r r P
VALLEY FRAMING & BRACING DETAIL
t'
Lumber Size and Grade Minumum Requirements
Ridge board...
2x6 (min) #2 Southern Pine or better, '
Rafter spans 20'-0" or less...
(A) 2x6 SP #2, SPF #1/N2, DF #2 or better
(B) 2x6 SP #2, SPF 01/#2, DF 112 or better
Purlins/Lateral bracing...
2x6 SPF#2, HF #2, DF #2 or better
Sleepers...
2x(wldth of rafter seat cut) SPF #3 or better
2 parallel 2x6 SPF #3
Cripples and blocking...
2x6 SPF 12 or better
Truss Below...
See design -Southern Pine Material
RIDGE
BOARD
(2X6)
1/2 Height
of Valley
COLLAR BEAM, EVERY THIRD
PAIR OF RAFTERS
TYPICAL COMMONS- 2 EI OCKING 2x4 Purlin 24"
SPACED 24" O.C. (Where no sheathing
GENERAL NOTES
Purlins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
_Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14%0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
+Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
Space the crippes for each row starting from the valleys or sleepers
and working inward to the ridge board so that cripple locations are
staggered between rows.
TO" O.C.(Typ)
Connection Requirement Notes
1.
2x6 rafters to ridge
4 16d toe -nails
` Attachment can be made directly 2.
Cripple to ridge
416d toe -nails
or through plywood sheathing 3.
Cripple to rafter
416d toe -nails
by cutting a 2"x6" notch in sheathing
(**) 816d face -nails
4L 4.
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers 416d toe -nails
S. Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
6. Ridge board to roof block
416d toe -nails
7. Ridge board to truss
416d toe -nails
S. Purlin to (Typ)
316d toe -nails
9. Truss to blocking
416d toe -nails
10. Truss to cripple
416d toe -nails
11. Truss to cripple
416d toe -nails
12 Cripple to Purlin
3 16d toe -nails
^PPc�h (NOT REQUIRED IF SLEEPERS ARE USED)
CRIPPLE, BRACING, & BLOCKING NOTES NO Cold [0.16m to 5") C 416d toe -nails
NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples T-0" to 10' 1" long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripples over 10'-0' long require two CLR's or both faces w/'T' or scab. Use stress
graded lumber & box or common nails.
;Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NOS requireme
Nails are common wire nails unless noted otherwise. y�
i
(A) (B) (**)
WU1*aSH.T Rf.AD AfrD M AL Au. MUTES ON zx'A'r°'° $ : C LL 20 30 40 54 REF VALLEY FRAMING
�TANTar hllifaSH Ties DRAVUG 10 ALL mNrw,ctsts wcLunnrc THE DLS'TALLIRS. s �
Trusses require extrene core N fabricating, handing, sNppkV, Nstatthng and bmdng Refer is C DL 10 20 7 7 DATE 10/O1/14
follow the latest edtlon of BCSI tBlkdNg C-4—ent Safety Infornation, by TPI and SEW for C$fety
practices prior to perfomlrp these functions, Installers shalt pmvlde temporary bmcng per SI. •
Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottp$c u STATE 07 ; !� BC DL 0 0 0 0 DRWG VACNVI801015
shall have a properly attached r'101d ceLN . Locations shown for perrnnent lateral restraint of o •
shall have bracng Installed per BCSI seetiorts B3, B7 or B10, as applicable. Apply plates to each i ice •4 . A� A f• 4-2,
l� of truss and position as shown abovr and on the Joint Details, unless noted otherwise. /�
R~ to dmeirgc 16CA-2 for standard plate positions, row o P. ��.ix BC LL 0 0 0 0
�iT1NOO�APANY thisA wa oMsion of m BAAd p components Croup rrc shoo not be rraponslble for any deviation f �°� '••a+,r•°•' ��� w TOT. LD.30 50 47 61
Nstndmw Q1. 6ryadrl � trusses. � muss N confornance with ANSIRPI 1, or for handling, sh�pinp, Iof�
A seat on this drawing ar cover page UstNg this drawing, Indicates acorpto of professional 'yf/ `0 N A1. t\��dw
�rer;,ard�lHy solely far v,e design sham The suitabuq and use of this dna.r� �+,u IMNutattt DUR. FAC. 1.25/1.15
1J389 Lekelront Drive F•r °� k tY of ]kA*V Ibwiprrr per MfSI/TPr 1 See2.
Earth City, MO 63045 For wore Information see this Job's oenrrat notes page and these web sites,
a -PM wwvAIPNeltwx"u TPn .ww.tpnstorol SBC& wee,sbcl °ndustryorvi ICD .ww.kesaf@xwV �i 2 0- SPACING SEE ABOVE