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HomeMy WebLinkAboutTruss39'-8•
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Total Truss Quantity = 57 I 00 N DO NOT CUf OR ALTER TRUSSES WRHOIff CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT BE ACCEPTED WITHOUT PRIOR WRffTEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
RUM TO EN L
PACK FOR
GMECTM.
TYPICAL 7' SETBACK
CORNERSET LABELIN i
AND SPACING
Labeled End Mark
General Notes
1) N pwdd dyad bmsm tld ho3m w Ilot
O*m h" tM top dad Pat* Pdntrd Vssn
to bs k*WW 9'm dds ,p
2) mtsd _ to bs Y p m M!^a!6 mko otMrta
3) � W n9 Es 2e O.C. w6m ot.
4) Ptr Ttr, Plat n,6b& BM -al ao. —&Sm
P.mmnt X bmb stw,Jd bs P.W of a
mmino yo&q f5 O.C. aoor 8m ym, to
bs Ispsobd. d a Inmdmin A 2Y bobs/ rode
X-t aa. ttr, ,t IM reamm
Rbeass'td� fo BL9�1 tar o 7 oddl8asf tmdp
ROOF LOADING SCHEDULE,
CD = 70 PSF
BCDL = 10 PSF
DURATION - 1 26 X F
W9ND SPD/TYPL= 100
ENCLOSED
BLDG EXPOSURE — C
USAGE a RESIDENTIAL CAT R
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA,
FBC 2017
TPI 2014
T,assm<mbcrBairn&ma '"plates
J.,��m d fur ASCE 7—lO:md macimmn
fmccs fiom both conrtpun.... and cladJing.
and saafa _d fo srsisaogs)3trms.
•'f 6ese wsses h—been —io d m tarty as
odditioaal 10." psfooa<oa.a tboaemchmdhs.e
Imd.
FLOOR LOADING SCHEDULE
TCLL = PSF
TCOL = PSF
BCDL a PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL RSAClY0N8 AND UPL]FTS
ARE BHOIIN ON ENG[NEEWc;
l
WALL KEY
'1000 0EMCRPTION Mr. DATE
va ry .m ,nw vws
w ,.ss s.m s.r 1 &TA,
Itwpmc , •AAs
oWvm•"totnm = nsua
� Is. snsn,
Y1 � rrni/Y
str Imosea.surre .s varo
OAD/ DFSCPoPHON mr. DATE
_ an 11s� ..1 vriu I
sen rv, rot ,terra +. vans
I I
CARPENTER
CONTRACTORS
OF AMERICA
39(30 AVENUE G N, Y.
WINTER HAVEN FL13RIDA 33880
PHI1tFa (800) 959INS
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEME
PROJECTCREEI=E
MODEL 1828/CAId/4EBB
CCA PROJ/MODEL/ALT
7A6/ 182EC,E
ALT DESC
OTC 3230 TRINITY CIRCLE
LOT 43 BLOCK
rLIGNER PAGE
R��FS17 1
i 334496R Si LAN 7 44 "=1'
iC'—R"
Go
I
cH
U3
14'-0" 4'-4" 21'-4"
39'-8"
THIS IS A TR16S PLACEMENT PLMI ITS iMEN➢ED M AID DI THE DW&LATIM W TRUSSES E16DEDEED TRUSS DRIW➢GS AND
M�OTECTURA S SrPER= THUS ➢OLUIENT.
ESTE ES HR PLAN DE Cd.OTACION TRUSS ESTA DISEMM PARA ATUDAR EN LA DWALAM15N DE TRUSSES. L.DS BIBUJ13S r MOIIITECRRAS
DE IHCi7161tlA DE D187�R/A SUPERAN ESTE DOgAEM6
N�initr � mwxrs
ALL RIFs 9WL E EASSOO NiT1R!• m15. IMIi NB Ot SQSVD
m Hor ar Q r.Tv Tersaz vmorr mHmN s Ms
OMRir VDL IGf E AGRPI® HDINf RD6t VRDTd AM'd71lAL ]A
: AmwTaT avam m a®r M tam
�® D6T �IOIIE NIP tIIA� AE AIrLI[l PERM
AT tliRRPPIm mPl@ALTms E AAFN4 Dc
1➢�® 1D M TAYSS a 106>3i. NY N6T E IIHIAI AIm IM
p� M TNISES Ns ST d � ID AV® RBARi
ImA
A
IpfA
iL
Dolmm
m�H E v1fA 16lotEi
T®AS LAS G1AA2 TDI4 RfAIDAt JMPAt awvN r
(aflE K N.r[E lID: tA� m EL m@MD�NID E ESTA
E A�fARAI WG� ANIp✓� m AFgMWM 1 POiEVp M 6IItP0
lm�s RAH: PMAt= E ImwmnR I®1 m /Og11NNM2 A>ELTMDAIINIC
IAM LL AR LAS CARM D"MAS KR Um V D Tm6TES r ENAI
16Y t ���SDMD MVfIIR OMLYAEN CAVA 17)R LAi
IAQ � SAV®4 GRiiME• 001RKfDAS Q
ISM CVpIfM�IAS �1VA� Nrt6 E 0E tD5 TOAfQ E
REFER M
PAO( FOR
CONNECTION.
0
fi
PLUA
r-Hr
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF
-fU 0
Reviewed for Code
Compliance
D-1Universa{ efices edn9
°i - Seances
Total Truss Quantity = 60
Labeled End Mark
0�
REFER TO 1TI:SI�B1
T� wst r rt DN i!L
A'iAtt ywtr� ��s�EN q
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLU?TS
ARE SHOWN ON ENGINEERING
WAIL KEY
® 0
r �> 0
S
�
t♦
�
V
�� CARPENTER
�' j� CONTRACTORS
L0 OF AMERICA
3%0 AVENUE 0. N. W.
WINTER HAVEN FL1RIDA 33880
PHONE,(800) 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEI/IDE
PROJECT CREEKSIDE
MODEL 1B28/CAIJ/4EBB
CCA PROJ/MODEL/ALT
7AB/ 320/1 %.F
ALT DESC
OTC 3318 TRINITY CIRCLE
LOT 43 BLOCK
DESIGNER
�� CARPENTER
�' j� CONTRACTORS
L0 OF AMERICA
3%0 AVENUE 0. N. W.
WINTER HAVEN FL1RIDA 33880
PHONE,(800) 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEI/IDE
PROJECT CREEKSIDE
MODEL 1B28/CAIJ/4EBB
CCA PROJ/MODEL/ALT
7AB/ 320/1 %.F
ALT DESC
OTC 3318 TRINITY CIRCLE
LOT 43 BLOCK
DESIGNER
PAGE
RFS
1
DATE
33117IN
k334502R
1A4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR HORTON / STATEWIDE
7A5/320 CREEKS IDE
1182ED,F
-Lot:
4 3 ....�.�.�.��
Block:
_____�_�
F
Address:
3318 TRINITY
CIRCLE
............._........... .................... ............................ . _.. ........................................
JobNumber: N334502
_......__....__........................................................................................................
Revision Date:
Unit:
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
FRI-101
R� ed /or
Univec,�,�
S
ALPINMarch 13,1010 R rWCOMMAEM
Mt. Bob: Michaelis
Carpenter C0htrAct6t8 of Ambriba,lrid.;
QQ Avenue, q-,,N.orihw,esf.
Winter Hdven,: FL 33.880-6201
'Re: Alternative Ihst6llatiofisJora single ply carried truss with a width Je4s; than the hanger width, and'
Wood blocking lo: achievo full designJoad 0WO fg'ce-nio.untod.'heirig6r'.;�tttibh- 6'
... I . � I ... ; . d ... � I ... . . M 0 - he ply
.suipportino girder (Reference detail 111/M7=02)...
Dear Bob,:
For a single ply carried truss with avidth 16§s than the hanger "width you c:;aP..instcjj);a prefabricated
ated Jack.
scab truss: for wood.filler bl66kihg.:. The chord sizep,:chWd..grqOes, and:Al . ke(s to
pinOtonnej connector b
.be the-. same e as the single ply carried d truss. The prefabricated Jack scab truss have a. minimum
jepgfh, of 4W.pnd will have a. minimum pitch. of 5112, The single. ply :carried 'truss shall have .a reaction of
3,500# or"Iest, Aftach.prefgbn'c8ted,jack,*sr-.ab:trussv4tti two (2) rows 'of,,0_128"x3.O"'GUn Nailga,t..2'
t red V (Sed.'Fid'ure:I'b6I6 .-.PI6' .refer to Simpson Strong. Catalog C-C
...perrowmagde ase
2019, page 216 Flgurg:�Jpr more information:
Fora single p1y,gltder,.that requireswoodblockth9 to,adhI6V6-fUll desigh load value for f4qp-Poun(ed
hangers. attach one wood. bloqk (*)to the back face of the s'9I.jy girder rpin le:-p with the: size and
-
grade as the' bottom: chord Qf ttie srrgle ply girder. The. wood block length to
tie such that the'W66d
blocking -extends to each a'djace.nt 1p.ahol Odi'hts (Webs and bottom chord intersections),; Atachwood
block . I'with .two'(2)'rows: of 0.120x3.UG"is atE�OO.Perrow,staggeted3.0":apphed to. the
676q Forum [).nye Suite 305.. Orlando; FL 4 - 821 _ (8061,621-9190 -.(863)_4422-,685
vwmalpineft.com
ALPINE
.ANOWC%-
single. pjy, .9.iro er face, with an qd0itiprial 8 . t
_(29) 0J*2.F*,3 0' OwN Nails, ateac -panel point applied 4othe,
Wood: blo&fade (See 17110.00t Z . Well . Ow. Please refer to the -Si , rbpt6h.StrohOwT1e-C'ataIo0 C�G'201'9'
-page 216, Fij�ure. 1 for more ii-firmaition.
Figure 2'.:
... ..... .... ... ------ . .. . ........ ......... . . . ................. . .. . .... ... ... . ... ........... - .. ... ... ........... . .. . ... ..... -..: ... .
The application of prefabricated jack scab truss for'W6od filler blockifig.br wood.blocking to; achieve full
Oesigp load, vpjue;forface=mo.unted h.angers_ must beapprovedby the: hardware.m.anufac"Wrer..
All 6dbib.-and end distdrices, and spacingfor all nail bbnnebt.ibns must. be sufficient to Or6V6ht1-§pIifting of
Wood.
If I can.be of any fOrth.er assistance.or if vou have any.qu stiom please7g* me a -call.
q .. . .. . .. . tye
- . S E. TAT
William H. Kr1cK:.VJ--.
Chief Engineer.
Alpinean
I. ITIVV CompanyEngineering Pe .partm * ent,
QdaPoo-' Fl-
6750 FOfUtb DOV& Sdite:'306;:O"riand6.,.FL.32821 - (800)*:521-.979Q - (863) 422-8685
ALPINE
M 7w COW~
April 26',.2019-
Mr. Bob Michaelis
Carpenter Contract6rig -of America, Inc.
30.00 Avenue *G, Northwest
Winter Haven, FL
L 33860-6201
Dear Bob.
Rdt Strdnoba"ck bridgirig..6h tb6f trusses.
I understand there is some concern over our teiddmim'endatidns f6r.str6bg back bridging on*: tdoftrutses..
Stron g- back bridging for roof trusses is not, a-reqqirp.ment of ANSkTPI 2014 nor is � ita reqdiremant:ofthe
. ..
BLiildihq Component Safety: Information- (5CS.1).. But sirorigback budging ;t on roof trusses is
recommended by -Carpenter Contractors. of America' ' Str6hgba''ck bridging. -serves the, following two.
functions:.
- On aligns the- bottom chords zfter they are. setso, the are uniformalong the ceiling
One, alig. . . .... . p
y
line and .h6lps.,with'-c'eiling'�service . a i ity''
Two; 'bridging reducete6ititive'deflection :ofadjaid6ht,teussds.
Strq.ngbqqkbridding".doesnot: prevent or reduce overall indiViddal d0flecti6h, especially any roof trusses.
-d than 1/4!! inch
... ... . ..... .. .... . . . . ............. I ........ ...... -- -- -- ---- - -----------
St trusses does not serve 6 1 :temporary..6r'p6t.m 66ht bracing
�pngbpqX- bridging in roof. t s rve s a and is, not
intended to . dist;buie. or share design. ibads.'' between truss..es. Consequently, no design. loads have
been accounted -forWith this detail and dontinUbUs- stroii§back'bddgihd'should notbe:attachdd between:
common and ;girder 'trusses. The usa!of strongback bridging: shall not..interfere with designer oth.
.
considerations as specified :t yINe Ehgihoer.�Qf Record 6rthe Building besigner.
The outer ends of the stron4back- bridgingshall . . be. attached. . to. awall or another secure end. restrain . t. or
asspecified'.by.-thb Engineer of Redofdbr. the Building .Designer.
Strorigback bridging; shall be a% r7ii'nimu'm.0f 2X6 nominal lUmbdr oriented with.
the depth vertical'. Attach
i member.. When extending the - with .co nails (Oi 162N3.5") nails at. each intersecting riiern
'bat bridging stron I f* .g k bridging overlap: by at a minimum of twotpusses. The location of he. strongbac.. ri gIng
A
maybe: specified'by .. the Truss Manufacturer,. Ehoifie6f 6f Record, or Building Desigjier. Please refer to
BGS . I "St - r6ngb.4ckiogPr.pVisions"'ortoApin' 8T 9ROA1.014 detail Alpine::. R I for more. information, The graphic.
8hoWh (Figure- 1) is for generic illustrative 'purpose
6760 Forum DdveSuite'8051 OrlMdo, FL.82821- (800) 5214790..- (863) 422-8685.
ALPINE
Figure I
If Lcan'. be of any further orifyou have: any questions, please;;give. me kcall.
.4
-L Ll
Williat: H,:Kndk
'STATE -0,
Chief 'Engipepr
Alpine an IIW..Company
A
- '' '-ttmen
D
Enginngepa
Oflanda, FL.32821
IN AV
676.0 Forum -Drive Sulie.3.05, O'd6n*d6, FL 3282'1 (800).521-9.790'- (863).422-8685
www.a
aTRONGRACK, 3RIDGINGRE.C11MMENDATIDNS
BUTT.STRONGBACK
lo-A(l sc b7-on blocks shall. be :a. mlnimum,.�i�x4�
a
'stress
BRIDGING TOGETHER
gradedf
'bs-Atl
s:trongback bridging and bracing shall :be 'a
minimum 2x6 'stress graded, lumbor.
The p'urp.ose of stronbb.ack:.br1C1d1hq Is -.to
ATTACH SCAB WITH" 10d:BDX�GUN
.
load sha
-develop'ti d -r1nq betweenl 'IndividCOA trusses,:
04! --0' P�6. (0.128'X3.0. RAILS-IN':R ROWS' AV
D.C.
r?SL;ttlng In an �o6rai.C.1kcr4 1* "th'
...ras? n". f?
SCAB
NOTE, :IN LIEUXF SPLICING AS SHOWN,
st[fPneigsof--the. floor systepi. .2k6
LAF17$TRDNGBACK'9RIDGING MEMBERS
FDR-,AT'LtAST ONE .TRUSS
strongbac''k brad in Oosttlondd- dL shiowh In
. .. I . S'..
STRONGBACK BRIDGING 'SPLICE DETAIL
details, 'Is' recommended at 101 "0' o.c. tmax,).
*_The tkerms:b"HbU Ind' and :'be- cin ` g .,pre. som et1mes
. .
.N0.TD -Details I and .2..qre the attachpieht meithods
-ATTACH
STRDNGBACK TO
*WEB
mistakenly' usedInterchange;abty. "Bracing', Is pLn
1//'(3) 10d COMMON
0.148?x3')- NAILS'DR
1'mpb�tant' :structural t,�eqUlrement of an floor
y .
.(4)104 IdVGUN
O 285x3,0'X NAILS
or roof . system. Refer to the Truss lesigh
-Drawing MP fot�-- the.,bradno* req `L
. . r the:.,bracing . 'ule �merit's •f6t
each IndIVIdUal truss component, I'Brlolglngt'
s ar a.
p ticuLar-�ly, "stroqgbac!k--".bp�idgln*g'.1'
i
recoM On for truss: system to help
�.q .4at!qn
control Vibration. In: addition -to: alcling.-.1n the.
C11stribut1an of pdnt loads bdt*4&6 adjacent
�truss, strongback ]bridging. serves_ to reduce
(6 iOd COMMON:(0149fx3.01) OR
BOX/GUN (0128'ic3.0'),NAILS. AT
713P-AND.1137713M�rDF 2X4
_,r.'A11-nN*1d:r1r.1r._ -ATIrArw
9TRO
y.
AN FiWCDMWW
0MVV8qxAD&a
Sulla 2N
Meryland Haighf5jM0 R043
ww
STRONGBACK BRID GING.
'SPACD G' REQUIREMENTS
L100AW None' rigub-ed 1
yuynLt.- or rusiauaL vior .3jon- resurving: from
moving point -:;�;Uch as footsteps,
TRO 51 ) :� : NTACK,
U NCHEND.
10' iD M I M (d wrkr of $DO
V to 0 3 rm 0 d wh
Dwr,401* Ualva at.T of MZ
THe Performance of all *floor -sysiems -are
enhanced by. the. installation bf. dtr . o . ng6ack
bridging - and 'th&,?^. f ori� : ls.� strongly recommended
ER
by Alpine.
For a6Ickion&L - In - fOWma:tioh VebqrCift stro6gbqqk
bridging, ref6r to BCS1 :Building Component
Safety Information).
-2
VI— ...jjF -t* k-'
LL:'
'PSF F
N6..70861
T 1) L
P9F .1
C SiDL
KI
PSF ILL-
T
Az.
19 LD.
PSF
-PSF
S 'FI Q�FiAC[i:
13't14,':�}1J. Td1�:13PP`�%' :. cdlt,airurrrr 7i,GE�YkL ._
f-AR
QM. A6
! 7 CL
SZE -APPROPRTATR,, P l :':1� TNi Fan, �..F,��ov, PLATES AND.:
irildSrr r� tt• L�. N :.: S tl 1 R, IAL A A —a Lwt: ii
T t-STJI-LL. het 0 _` O. VC THIS
astirtEEB �tN 13ha1 a'. At
ji
�.
mum
�
• .. .. �.1�-' gip,-�-, ., 751
�^��P� ..,IS• , �.i i'1t.i
xxt R.
AXA2A
.:i'ALA.Sr-AN
C'E
� NONE''..
'w:.+ :�r� i �o . t� • r� .,fit : .. � , � .. .
XP6
Orm
n.; dr--. i!
:-,..LP
Taus `
Cracked or Broken
This drawing speclfles repairs for a truss with broken chord
or web member,
This design Is valid onlyy for sin le ply trusses with 2x4 or
2x6 broken members. No more tan 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 detall,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or, two 2x6 side members, some size, grade, and
species as damaged member. Applyy 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 4' o.c., rows staggered.
Nall using 10d box or gun nails (0.12810', min) Into each side member,
The maximum permitted lumber grade for •use with this
detall Is limited to Visual grade #1 and MSR grade 1650f.
This repair detall may be used for broken connector plate at
mid -panel splices.
This repair detail 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.
L we L
41 �
O.0 Typicai
+ O + -O + O +O
O + O + O + .O +
Stagg21 er
+ = Back Face 10d Box (0,128' x 3', min) Nails,
0 = Front Face 2x4 Member - Double Row Staggere
2x6 Member - Triple Row Staggerec
Member- Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member;
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12''
620#
635#
730#
B004
Web Only
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
24
975#
1055#
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
Web or Cord
2x4
2x6
42
29754
3045#
3505#
38354
439541
4500#
5225#
5725#
Web or Chord
2x4
'48'
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
1 6660#
Nall Spacing Detail
ssVARHINW+s READ AND F0.LGY ALL NGTES Gil THIS DWIVINGI
WIVORTANT: FURNISH THIS DRAVW TO ALL CCNTRACTCRS 14CLUDIM TIE INSTALLERS,
Trusses re4u4•r extrmr care In PabrleatlnG, handlho, shlppku, Installei and bracho. Refer to an
foUaw the latest edition or ICSI mdt.p uoComponent Safety In/ornotbn, y TPI and SDCN for safrt
owetkac prior to perfardnl those funcilonc Installers shell provide isnpornryy ��braeN per If=
unless noted otherwho, top chord shall haw property attached structural sheathlrp onbotton ch
.,,, shall have a properly oitaclkel ripId cr}IDn,pp,, Laeatlans Shawn far permanent lateral rastrotlt of wrl
ALS�A
shall have braehp hstalled per 13I Etct(afNt 13. 17 or 330. " oppllcablr, Apply plates to each Fac
of truss and positlan as shorn aboveand an the Joint Detalw, Wess noted otherrlse,
Rehr to droelnos 160MT for standard plate pasitlanc
Alpha a dNblon of ITV Buodlno Components Group Inc, shall got b rrsponalble for a devlatlon I
AN IT1N COMPANY ter drawlnp, any Failure to build tlwr truss In confDenance with MS�/TPI I, or for harA 9, ahlppYd,
hsiallmip= A •braetna of trusNs,
A aal'sn 4hls drowho ar cover page Ustlnp thlc Ameba, hdcates accepianca of proPaasfend
.nohrr.ir,o raepane1A ,, so I Ior iM clesyle�nr been. TN s+dtahGty and use of iHa drashg
133a0 Lekeryvnl Drive far any strl+.0 Is ilw rnpans�RFky of `._ Wtaafp Dastpner per ANSIRPI 1 Sect.
Esdh La . to 63➢45 Pop flora Infornailon see this Job's penaral notes p000Dr and these web sltes.
Y ALPIN6 e-Adnelt—on, TPIi wwr.tollrt.oral SIrA, rww,sbclndustrvcral IC7 wwwkcsafmara
WAIMUfl
L Dlstance
8
L
S
HY lnun D p`C\
L ;Distance �/ �
L
Nlnlnufl 8
L Distance
SPACING 24.0'
L
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
11�s
VALLE. F I N ZA C I R G- 'DETAIL.
f e- Qeye and IM;rada-Mintimm Renuimingnts
1i if 1. 11 11 11 If . 11 11 11 H
-t ;,!V'jjVog;-00�2:�r fittar
#` * Fp. #i . . Afarbatter
purlr*l"t yA&W_ 1APJ%F#4'I4F#Z;Dk•V.'4V4ttPr
FPCOE OqUARSEAK-EVERY MRO,
BOARD
PXG) PAIWOF RAFTERS
ft
0i vogwby�l`
B�OGKING NOTE
4!-.V'.MAXSPACINQ
TYPICAL
4W Irf
*4-0 *PfCAL
TYPfCAL
4ryPicAQ*c.ommoHs
4.Ppril.-24-d.11 likrI N.,:( ,e;�
gX4st ?ppl6j
"
In Absa4W
tru*ses-%4ihaui s6uthlng.applje,4mu$1,be
•hilW i0i 1-4J)u-(0:48"
COOP ez.&Af, Jb
In:casv ft� mlifiratim
or
nA4VVkr". AteopHifi
rrll91m Cfs "01
pp
;�06nq i6i . thapropermi
Ett4
e
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In under :'CI
-A" 'lj itil"Aalliri$f. d a&b
30-feet
ys1�s die �bfnmon wire"
..p A-. -afASCF7-10, X-80. friph;9ndloted'Up Di Kzt,-I.B
.. ..Mq)�Tur�
NF4ers)
are
-TRUSS
TOU4% UNDER VALLEY FRAMING
VAL4KY RAFTER.OR RIDGE
+Crfp0Ieb*-41-01!'1dr-3d psf(,TO a' jid '20' Pof (TP) Mjjx,
Spaao3Re-cdPpdf.:fLr mloh rowstair4nd frdm tht valleys br-sloopers
irfalwarkje�g:Ui' idfiPl 'ridijol6aid i�c.ihat cri;igita locations are
sksq'§GrO'bqtwe�qn rq%ys..
& b" 0-c:(Typ)
Ooyfi4i- 66n R-'6c[Lilrament-t (qtn
A 16d*tdZH
ailu.
red , t
Cjlpole.tdl,&64.
'416due,nallt
sheatltltlg
(*4) a 16d.fate-nails
4.
5-i6dtoe-nalls
Mft6r1t&.TW0-2X6 Sleepers.'
426dtve-nfalli
5.
"51deodi td-trxws,
416d tdi-ftft
3 -160 tb4Aa9Us-.eajch slaeper-P.Truas
.6.
RIdga:bohrd.,ia-r.00f bltJck
4 16d toe -Mils
rAORVTM
-7.
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41.fjd.t6gai4JL:s
S.
.-Pudirf to (TY0).
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Triu£tp'Fil'ocking
4*160.toa-6*bIl$
am A
410410 C-."dM
USED)
.13.
C411gruarn tbjwft6t
4 iuTtct-nalls.
NOTE :16d•(0.162NEt3
MAILS
r
-30 46 54 W NkLftY 'I ftA3�iTNC>
WAVD4 Ta." CO rm.mmk -*�rl 1 No., -08.61
Yruxsei Ban' ''t TC DL- 1 7 7 DATZ 10/qljl'4
A .0 ZO
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ft . * y Odt'
kk id w wow ,,,rs& Irm.4 ifo.4 orgh y
ti. Pei f 44.('r R
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Y! -0 0 0 DRW.G V-Aq -1801015
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m t Wt�rral W
O..q. hwe wo 114d Pier, sltcii�EF �y. .4.
cr.Qr/ Bc- U, 0 .0 0 0
Refer UZZ.- lag W7 34.1.i-d Xte•• 16T. LD.-3705b 47 61
any f"wN1k=tw=-w,' =41k.4, U w-vre,
roap. Ire- 3*14u. wt. be rc*pma-te, t—
L vr
Yid(AVA" A
cro tssiwoL
44),fir Not-buty 4s* �&C- VU. dm
i
tU �1*
c JA's sp AB20VE
Simpson Strong-TieO Wood Construction Connectors SIMPSON
• • - •Mare� R
i h
741
u
1=
................. -- --- ._.....__...----.._.._.-_.._........................ ................ __......... ....................
....__._...------ --- --.._...._.._.._.._._.__..__......__
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Actual
Joist
Model"",
Size
No,
(in.)
IUS2.56/16
21hx16
MIU2.56/16
U314
HU316 / HUC316
nu3io>i-�u�310
21h x 20
MIU2.56/20
2'hx'22
to26
MI1.12.56/20,
29Ar x 91/4
to 26
3 r, 9'h
MIU3.12/9. '
HU210-21 HUC210-2
3 x 111A
MIU3.12/11
HU212-2 / HUC212-2
HU325112/ HUC3.25i
HU3.25/16 /
Carried l
Member.
- 2% 16 1 2
- 29Ar I 15N 21,
✓ 2% 10% 2
✓ 2Q/,6 141/a 21,
till./
Face
Joist
(14)0.148x3
-
(16)0.148x3
-
(24) 0.162 x 31h
(2) 0.148 x 1112
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
(20) 0.162 x 31/z
(8) 0.148 x 1112
Allowable Loads'
Roof I
(125)
IBC,
FL,
LA
,-
•1
-Z1`16
'4'A
Z%z
---
T (ZUJ'U:.1bZX3Yz"_:
(b)U.IiSX1Y2'
.101b.
leHWO
0,dbUTAbIU-[Z.5b5
I Z,tf`J)]60IU.
• -
29A6
197f6
21h
-
(28) 0.162 x 31h
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
• ✓
21 %
19346
21h-
= .
8
{28) 0.162 x 3'h'
(2) 0.1,48 x 11/z
'230
4 030
�..
4 060`
4 O60
;
3,465
3,495
3,495
29A6' wide joists use the same hangers as 21h" wide joists and have the same loads.
-
• -
31/s
9%6
21h
-
`�(16).0.162 x 31h
(2) 0.148 x 11i2
^230
2 305
2 fi15
2 820
1,980
2,245
2,425
• ✓
;31/a
8135e ;:
2'h
Max.
• (18p0.162 x 31/z:-
. (10) 0.148 x 2
179a
2,666
3,020
'3 250
2,305
2,605
2,600
IBC,
• -
3%
111/a
21h
-
(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,
• ✓
31/a
109A6
21h
Max.
(22) 0.162 x 31h
(10)0.148x3
1,79 5
3,275
3,695
3,970
2,820
3,180
3,425
LA
in t°n yan.. o,r_:'.
f iirn ir,rno".,o `
:?i.ma.
`0 r7f)
A non
as oor;
O nay
� ern
o.�oc
HUC3 25/16
.
.Max.
(26) 0.162 x 31h
(12)�0.)48X311,
;1 E35.
3,870
4,365
4,695
3,3r40
3;755:
4,040
3Jagiul2m,
HUCO2102SDS--SDS
•'
3'/4
i -9:
3
"-
(12)°'/4"x211z"SDS
(6)'14"z`2%WSDS
'2 �1.•.'4<31"
4,373
4,a15
3,600
3?.0
3,710
FL
HGUS3.25110 - r
31/4
8%
4 ,
=
(46) 0.162 x31h
(16) 0.162,x 31h -
;4,095.
9,10.0
9,101)
!91Qp.
7,825
7825
7,825
IBC,
HGUS3.25/12
•�
3'/a
lO le_
: 4
�'-
(56) 0.162 z 3'h
(20) 0.162 x 3'h
�5,040'
9,400
9'400
`9,400
8,085
8,085'
8 085
FL
LGU3.25 SDS .':
•
- i
3Y4
8 to'30
Al
(16):1/4" x 2'/z" SDS
(12)1/a' x 21/z' SDS
5 555
6;720
7 310
7,310
4;840
5,265`
5;265
HHUS46
-
35/8
51/a
3
-
(14) 0.162 x 3'h
(6) 0.162 x 31/z
1,320
2,785
3,155
3,405
2,395
2,715
2,930
31/2 x 51/4
HGUS46
-
35A
06
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48,
•
-
3A6
- 61A4 . "
2.,
:-
(6) 0.162 X 'h
(6) 0.162 x 31/z , ,
':.,20.
1 595
1;815''1,968
1;365
1,5551,680'
31h x 71/4 -
,HHUS48 '- -- . -
• �`
° -''
35/6
; 71/6 ...
3 .E
=
- (22)0.162 x 3Yz .
`(8)9162X 31/z'
780
4,210
4770'
;5140.
;3,615
4,095+
4,415
.HGUS48 . ; = =
•_
-'
Bh
71hs
4
(36)0.162x31h
(12)0d62x31h
-3,235.
7,460
-7,460
:7,460
6,415
6,415
6,415
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
3'/2 x 91/2 HU410/HUC410
HUC0410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
31h x 117A
• -
3%
91h.
2
i --
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1,020
1,160
1,250
•
-
39ti6
873/i6
21/z
-
(16) 0.162 x 31/z
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
•
✓
39ti6
1 8%
2
1 -
1 (14) 0.162 x 31/2
(6) 0.148 x 3
970
12,015
2,285
2,465
1,735
1,965
2,120
•
-
39ti6
8"A6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
21070
2,240
• •
-
3%
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,565
5,635
16,380
6,445
4,845
5,486
5,545
•
✓
39/16
8%
21/z
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6.415
6,415
6,415
•
-
39A6
9
3
-
(12)1/4" x 21/z" SDS
(6)144" x 21h" SDS
2.265
4,500
4,500
4.500
3,240
3,240
3,240
•
-
3%
9'1A6
4
-
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
•
-
3%
8 to 30
41/z
-
(16)1/4" x 2'h" SDS
(12) 1/4" x 21h" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
•I
-
35%
91/4 to 30
41/z
-
(24)1/4" x 2'h" SDS
(16)1/4" x 2'h" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
-
• -
35/e
"1? .,
,`2
r
=
1,, (12) 0148,x,3°_
= .
Lim]
�'p .,1,420
1 615,
1745
1220
1,390
1,485
• °+I
-
39ti6'
101h
2
=
" (10) 0.162 x,3'lh
I (10) 0.162 x 31h'
/HUG412
•: •
-
39/6
10�4e
21h
-, -
Min.,
(16)0.162x3'h °�
v)j0.148,0
Max.,
(22) 0.162 x3'/z
(10) 0.148x3
12 S_DS= . '
• •,�
-
39ii6
. 11
-
(14)'/4" x 21h"SDS
(6)1/4"'x,21h" SDS
12
•
-,`
.3 %,
_,10 `tie - ,
'4 "
=
(56) 0.162 x'31h
(20) 0.162 x'31f 1
3-SDS ""
•"•'
-
35/e-
8 t6:30
414
-�-
(16)?/.i',x 2'h'SDS
(12)1/1' xV/i'-SDS
SDS
3
9/-/a
x21h"SDS(16)1/<x2i3
16 D$
3 SDS . "- "
• �.
-
"15/e
01 to 30
W7h°
I
(3%'/4" x 21h" SDS
(24)'A<' x'21/i'.SD:
146 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
9�
e
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 112" 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
3-1/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
1 "/l for
THAC422
for
122-2
126-2
THAC422
Face nails Top nails
per table per table
typical
for THA422-2
THA426.2
THA418
Double 42 — 2 face nails
Use full table value (total)
Single 4x2— 4 top nails
See (total)
nailer table
' 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 may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head
m Double -Shear i
Double Nailing Dome Double -Shear
Shear Side View: Nailing Side View
Nailing Do not (Available on
f Top View bend tabs some models)
'Aa,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
lyplcai I nn.a
Top Flange Installation
'er to
tnote 5
p.187
186
SIMPSON
THA/THAC
......................................... _.... ...... _.......... .......................................................................................................... .........................................................................................
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
0
11/2
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
4750
11,750
1 1.750
450
11,3130
1:330
1,330
THA29
18
15/a
911tia
5118
27A6
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,610
450
1.985
1,'985
1,985
THA213
5'lz
2 "
"'t
(4) 0148 x 3
; (2) 0148" 3
(4) 0.148 x Ph
1450
19
1r0
THA218
18
1 %
173A6
51h
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 1'/2
—
1 480
1,460
1 `6()
1.110
i,110
1110
IBC,
THA218 2�
16 _
: 3Ys`
17 1ha�
r8
2 .
-
(4) 0162 x 31/z
(2) 0.162,x 3I,
�.
� .(6) 0.748 x 3
—
1 °�ti
y a ,
,40
515
1,515 .
FL,
THA222-2
1 16
31/a
22,M61
8
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/2
1 (6) 0.148 x 3
—
1.960
1,9C51
1,995
1—
1,490
1,515
i,511
LA
THA418 116 1 3% 1171/z 1 77/a 1 2 1 — 1(4) 0.162 x 31/z1 (2) 0.162 x 31/2 1 (6) 0.148x3 I — 1 1:06011,9951 1,995 1 — 1 ' ,4901 1,515 1 1,515 1
THA426 114 1 3% 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 31/2I (4) 0.162 x 31/2 1(6) 0.162 x 31/21 — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095
FL I
THA426-2 114 1 71/4 1 261/�si 93/4 1 2 1 — 1(4) 0.162 x 31hl (4) 0.162 x 31/z 1(6) 0.162 x 31/21 — 13,330 13,330 1 3,330 1 — 12,865 12,865 1 2,865
THA29 118 1 1 % 1 911/61 51/a 1 — 1911/ie I — I (16)0.148x3 I (4)0.148x3 1 525 12126512,2651 2,265 1 450 11950 11950 1 1950
THA218 18 1 % 1173/i6I 51/2 I — I17'A6'1 1 (18) 0.148 x 3 (4) 0.148 x 3 1 855 121450 12,450 1 2,450 1 735 12105 12105 1 2105
THA218 2 16 (31/s 1 PM61 ' 8 41ti6 = ; (22) 0.162 x 311z (610.162 x 31/z 1;`;855 K � >1 C1 37�i 1595 2 9 o t n4 h < 2 A,4 IBC,
- 1 �. ,. FL
THA222-2 16 1 31/e 122�Ys 8 1 1141116 1— (22) 0.162 x 31/2I(6) 0.162 x 31h 1,855 3,310 3,31D 310 1,595 2,845 2,845 2,8145 LA
THA418 116 1 3% 1171/21 77/a 1 — I 141ti6 I — 1(22) 0.162 x 31/z1(6) 0.162 31/z1 1,85513,31013,3101 3,310 1 ?595 12,84512,8451 2,845 1
THA426 114 1 3% 1 26 ( 77/a I — 1 161ti6 1 — 1(30) 0.162 x 31/z1(6) 0.162 x 31hl 1,85514,415 14,4801 4,480 1 1,595 13,79513,8551 3,855
THA426-2 114 171/4 I261/s1 93/4 I — I 18 I — I(38) 0.162 x 31hl(6) 0.162 x 31/211,855 15,520 15,520 I 5,520 11,595 14,745 14:745 I 4,745
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads 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 bads for the THA29 with 1 W 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" nails 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 toads.
6. Refer to installation instructions regarding fastener installation into carried (joist) 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.
FL I
LUS/MUS/HUS/HHUS/HGUS
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 frorn the light -capacity
LUS hangers to the highest -capacity HOUS hangers, feature
innovative dcuble-shear nailing that ois": butes the load through
two points on oach joist nail for greater strength. 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
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2xs
1'/s"for 4x's�
�aa
T
W �/ B
LUS28
HHUS210-2
MUS28
Wo
� a
c ;
0 0
a o
a
d;
8
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
4
193
LUS/M US/H US/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
d
1. See table below for allowable bads.
Model
Nd
"
Min
,Heel
Height
Ga.
Dirtiensions (in',)
fasteners.
W ",
H BGarrymg
;-
Member :"
'
Carried
"Member
Single 2x Sizes
LUS24
' LUS2& _
25Ia
4?/a
18=
1 9/6
43/4";
,1.13�
14); 0148 z 3"'
O=0148 x 3_'=
"
`(2)"0. I'48 z 3
_ (A) 0.748 x3 , s
MUS26
4'146
18
1 9/16
51i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
41A6
16
1 %
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31h
HGUS26,',49fs
_
= t2, ";.,y6/a.
(20)0,762x31/a
„(8)0.1E2"x3'/z'
WS28
� , !3/fi....`
18'-_ '
"" 1 ais :
6%
1 4
(6p.'! 48 x 3 '
..:(4) 0.148 x 3
MUS28
66/16
I 18
19/16r'7141k
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
3
(22) 0.162 x 31/z
(8) 0.162 x 3'h
HGUS28
61A6
12
1 %
5
(36) 0.162 x 3'/2
(12) 0.162 x 31/2
L'U8210 "
'"4l/4. `
. 18'"";
: 19'
3i
__) 4;
( 8)0.148x3" :."
4:6148x -
( )
HUS210_
83/a m
16-
_ i 6ls)
_ ;3 '
"(30)0.162 x 31/z ;
,(10) D.1$2 x 31/z89A6
°I`
12
1%�
: 5'
(46)p,162x31i1;`":(16)0.1�62x3'h=;
Single 2x Sizes
These products are available 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
8 with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
e
1,165 865 1 990 1,070 1 1,355 1,165 935 1,070 1 1,150 1,475 865 635 725 1 785 1,000 IBC, FL,
3 t, �1,295 1,48(1 , ,,,1 ra60i ,,,(, hF" 9�0 ' 7405_. ` },560 Y�,5fi1i 1C.. .:$1P , 955' 1;090; " 1180 < LA
1,32t} 1 2,735 1 3,095 1 3,235 3,235 12320 2,960 3,280 3,280 1 3,2r0 1,150 2,350 1 2.660 2;7$0 "2.780
5390 fro:.="4,690-=5,220 (5390 `5;390 �.'80 3,225., ;3,610, 3870? ,3,985i' IBC, FL
1:725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270
MUS28
zG
173(1"
" i,9"75
2125"" ,
2 2u5
3rti:';';,
1875
; 2135_.
r2,255
_ _2 _",
_17 C `,
" 1,270
1,455`,
, 1;575'-E
,965
IB L� L'
HUS28
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
-HGU828
1 f50
>�,? z,.
7275
•7,275":.
"7,275.
601.
" 7,r?;i
7,27„"
:,. Z275
-,7275.
"_1,,325..
3..>7U:
3,824
.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 11,120
1,215
1,500
IBC, FL,
HUS210.
.,r $....
' 50._..
„r98.
:,3,:?8
�;530"
.?,b3 :
5?5
u,t80,.
58 3
�;+33
2;220; '
2,33J
? 55",
?,5ss `'
,825":'+
LA
I"GtJS210 > J90 9,100 9,100 9,100 9,100 2090 1 9100 1 9,100 1 9,100 1 9.1011 1 1,545 1 6,3?(} 6,730 6.730 E;,7's:l 113C, 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 45' and/or sloped to a maximum of 450
• 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 nairing
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 bad 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
opecuy anyie
Top View HHUS Hanger
Skewed Right
Qoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
194
'Simpson Strong -Ties Wood Construction'Connectors
These products are available with For stainless Many of these products are approved for installation
19 additional corrosion protection. ED steel fasteners, with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
SS'
l 9
is
Double 2x Sizes
LUS26-2 . 4si6 ` 1& :31/s 4?/e _ 2 -l(4) 0:162 x 31h (4) 0.162jX 31h ,',1 ;1;030 1,170•�� 1;265 ,1,595`` 910 . 885 .. '1,005 1,090, 7,370
HHUS26-2 4�ie 14 3% 53/a 3 (14) 0.162 x 31h (6) 0.162 x Th 1,320 2,830 1 3,190 13,415 4,250 1,135 2,435 2,745 2,935 3,655
HGUS26-2 I 06 12 35A6 5 tie 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 14,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795
IBC, FL,
LA
LUS210-2 ' 6'/a 18 31A 9 2 (8)'0.162 x 31/2 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1.245 11,575 11,785 11,930 12,435
HHUS210-2 PA 14 31A. 87/a 1 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,550 151705 6,435 6,485 6 485 3,335 1 4,905 15,340 1 5.060 15,190
HGUS210-2 89116 12 3N6 9%1 4 (46) 0.162 x 31h (16) 0'62 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 1 7,825 7,825
Triple 2x Sizes
:YbUAGb=3 'i 4,';18°
IL
R'�'7s
D%2
R--.(LUJ�1dL
X.i%2
(fSfV.IgLX'J.%2,
L, kJ9
4,34V
4,23D1i
L�;I /U;
.D,9/�
1;2S0,D>3}I3U
4,L/;U
4,{48-4,1`JJ..
IBC, FL,
"HGUS28-3 6t3he
12
41.a
'71✓a
4 �
(36) 0162 x3Yz
(12) 0.162.x 3'/z
3,235
7460
•7460
7,460,
7,460
2,780
6,415
6'415
6,'415''
6,415'
LA
HHUS210-3 8311
14
411fa
87/a
3
130) 0.162 x 3Y2
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210 3 1814ia
12
4t55e
91/a
4
(46) 0162 x 31.1
(16) 0.162 x 31h
095
9100
9100
9100
9,100
3,520
7,825
7825
7,825
7,825
HGUS212-3 l0%/ '
12'
4? s
104'4 -
4
:(56) 0162 x 31/2 (20) 0.162x 31/z .,E=9 z,
� O f n
9,ti4
..9,t?4.6
� 9.
`0
� ,78
T'?H T780;
?,780
IBC FL,
LA
Quadruple 2x Sizes
HGUS26:4-,;51/2_ .12']'80A6"-57tia; ; I (2b)Or 2x31/z` 8�D.162X31I 2;{55 4340 4850:,5170;"5,575 1,855 3,730-'4,170 4,445 `4,195 IBC,FL,
HGUS28-4 71/4 12 6ana 7 na 1 4 (36) 0.162 x 3% (12) 0.162 x 31fl 3,235 1 7,460 17,460 7,460 17,460 1 2,780 1 6,415 1 6,415 16,415 1 6,415 1 LA
HHUS210-4 I 83/e 14 6'/a 87/e 1 3 (30) 0.162 x 31/2 1 (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL'',
LUS48
43/a
18
31A6
63/4
2
(6) 0.162 x 31/2
(4) 0.162 x 31/z
1,060
11,315
11,490
11,610 12,030
1 910
1,130
1,280
11,385
11,745 1
IBC, FL,
HUS48
61A
14
3-A,
7
2
(6) 0.162 x 31/2
(6) 0.162 x 3Yz
1,320
1 1,580
11,790
11,930 12,415
11,135
1,360
1,540
11,660 12,075
1 LA
HHUS48
61h
14
35A
7%
3
(22) 0.162 x 31/x
(8) 0.162 x 316
11760
4,265
4,810
5,155 1
5,980
1,515
3,670
4,135
4,435
15,145
HGUS48
634e
12
35/a
71ti6
4
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460 17,460
2,780
6,415
6,415
6,415
6,415
HGUS412 107/ia 1 12 3'% 11061 4 1 (56) 0.162 x 3Yi (20) 0.162 x 31h 15,695 19,045 1 9,045 19,045 1 9,045 1 4.900 T780 7,780 7,78() 17,780
HGUS414 117r16 1 12 1 35/a 127/�a 4 1 (66) 0.162 x 31/2 (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 18,190 18,190
Double 4x Sizes
FL,
LA
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads 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 ANSVTPI 1-2014. Simpson Strong -Tee 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 21/2' nails in the header
and 0.162" x 31/2" in the joist, with no load reduction. With single 2x carrying members, use 0.148' x 11h° 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.
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 37/6". 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'/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/6" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
W
Finish: Galvanized
i
Installation:
V
C•
Use all specified fasteners; see General Notes
G•
Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
N
• See afternate installation for applications
using the HTU26 on a 2x4 carrying member or
It:
HTU28 or HTU210 on a 2x6 carrying member
'a
for additional uplift capacity
ROptions:
O.
HTU may be skewed up to 671/20. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong-Driv& SD fasteners.
Codes: See p.12 for Code Reference Key Chart
196
Min. heel
height
per table
Many of these products are approved for installation with Strong-Dr'iveO
I
SD Connector screws. See pp. 335-337 for more information.
Typical HTU26
Minimum Nailing
Installation
HTU26
"-% max. gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
Model
No.
Min
-Heel
Height
Dimensions (in.)'
z
W " .'H B
Fasten ers{m)
Carrying Carried
Member , _ < Member;
DF/SP Allowable Loads ..;
Upldt Floor ;Snow ,Roof �Wirrl;:
1(160), „(100)„ ;{115) ;i(125) ;j160)'
SPF/HF,Allowable Loads - .
Uplift Floor "� Snow, Roof Wind
(160)_ (100) (115) (125) :.(160)
Code
Ref..
Single 2x Sizes
HTU26 31h
1 sle.
`5t/e
31/2
(20) 0.162 x 31/2,
(11) 0.148 x,1'h
640 "'
2,nT,u'2;'0
,C7..
50-:
11630 '
-,003
10
1,680 '
HTU26 (Min.), 3?%-.
11/8
-5'!e
31h ''
(20) 0.162 x 31/2
(14) 0.148 x 1;1/z
-1.25b:
,2,940"
' 3 200
3,200
3;200:
1,075
1,852
2,015 .i
:2;015
2,015
HTU26 (Max.), ,� • Thl,
,.1 %
"57/1a
3112."
(20) 0162 x 31h
(2d)=0.148 x 1'l2
-1,555-
.2A40
-4;01'0 ;
1,335
2,530
2,855
1 3;080
3,450 .
IBC,
HTU28 (Min.) 31/s
1 %
71A6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.) 71/4
1 %
7'A6
31h
(26) 0.162 x 31/2
(26) 0.148 x 11h
2,020
3,820
4,315
41655
5,435
1,735
3,285
3,710
4,005
4,675
LA
HT0210 (Min.) 37A
A %-,
191A6•
31/2 '
(32) 0.162.x 31/2
'(14) 0148 x 11h
1;330
X800
'-'4,300.
. 30011
1,145
3,225
3;220
33,225
3,225
HTU21�0(Max.), 91/4°�
[l%,-91/16
3'h
.(32) 0.162 x 31h
;(32OJ48xi 1h
;3;315:
4,705_
'
5;995"
,2,850
4,o45
�5,65
j'4,00=�
5,�155,
Double 2x Sizes
HTU26-2
.
5
7A
z�
4.8x
13
71,M6+
2,940'
' �, 2ut_v®
�_,.3,910'.
1;305.
1850;
2,090=
256;,2485
HTU26-2 (Max.)
- as1h s
13�i6:
z57A6F
31h
(20) 0.162 x.Th
-:(20) 0148-x 3 ,...2;175`•
;2,940
'i , �?! _,
ws;�_60
d;480-
1,870,"
2,530
2,8 , 7 °
3°080•
3,655
HTU28-2 (Min.)
37/e
3-1Ae
71/16
31/2
(26) 0162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
3.235
3,235
3,235
1BL,
HTU28-2 (Max.)
71/4
35A6
71/16
31h
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315
4,655
5,825
2,995
3,285
3.710
4;005 .
5,010
Lq
HT1.1210-2 (Min) ,
- 37, '
`9'Ae
3.1h,
(32) 0.162 01.1
;(14)-0.148 x-8.
1,755,
4,705
4 815 ..43815
°
1,510
3,530 :;
3,610
3;610 ;
3610"
HTU210-2,(Max)
, 9114 "
35
'.91,4e
31h
(32) 0.162 x31h
:(32) 0.148 x13
.4,116
4,705s''a
s10,
73u
, 6,5'1' 5
3,535
4,045
4 585
4 930 ,
5,,6t 5
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 'A' and ih", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selectorm 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 uprift 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.
;. pson.Strong-Tie'5 Wood Construction Connectors
Face -Mount Truss Hanger (cont.)
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 Lx4 ana Zxb Varrying Member
SIMPSON
{
!Minimum
Fasteners (in:)
DFISP Allowable Loads
SPF/HF Allowable'Loads
Model
Heel
CarMember"
'HoofFloor
Code
H(m)t
CarNo
Floor, W�
Snow-,".'(125)" Wind.,
Ref.:
Member" Member
(1610) i
{100) (115) (125)'
(160)
(160)"'
"'.(100) "', (115) 60�
HTU26 (Min,)
37/a
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1.540
1,615
HTU26 (Max.)
51h
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,240
1,470
1,660
1,790
2,220
1065
1,265
.,430
1,540
1,910
IBC,
HTfMax.l `
{ .=7Jn
(212x6
�:12010.162 z 31h
�26P0148 x 1"1h'
` 1.970,`
- 2.940
'"9 ?%0
3 5
3i905�
1.695
' 2:530
2.85
"::80
'3,360
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'W'.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger (jap)
Mm Dimensions (n j Fasteners 60 DF/SP Allowable Loads SPF/HF Allowable Loads
Model Heel
No n" Carrying Carried Uplift Floor SnoW Roof Wmd, Uplift Floor Snow "Roof " `Wind
Single 2x Sizes
HTU26'(Min.) , 37/s 15/e 5tie. ^ 31h' (20) 6.162x31z (14).0.148 x 11/2 s 1175 2 040 3� 3100,;� 3100, 10 10 1;955 1,955 1,955 �`1,955 -�
IBC,
HTU28 (Min.)
37/a
1 1 M.
71/i6
31/2
(26) 0,162 x 31/2
(14) 0.148 x 11/2
1.110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
LA
HTU28 (Max.)
71/4
15/a
71'A
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11h
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
HTU210 (Min.)
..37h,`:
1 5/8
9148:
" Th
(32) 0.162,x 31r2
(14) 0.148 x 11h"
1250
3 800
3,600,
3 600
3 600`.
i1,075 "
2,700
2,700
2,700
2,700
HTU210 (Max.) ,
91/4
:'15/e
9l6
`" 31h
.(32) 0162 x 31/z
• (32)0148 x.11h
3 255
4 705
5 020
3 020 `
5 020'
`2,800
3;630
3,765
3,765
3,765
Double 2x Sizes
AT (Max.) 51/z 3-4s 57A6 : " 31h` '(20) 0.162 x31/z ' (20) 0.148 x3 1 910 2 940 S 2s1 3 b00; 3 50W a1;645 2,205 2205 ' 2,205 2,205
HTU28-2 (Min.) ( 37A 3316 71/16 31h (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,
FL,
HTU28-2 (Max.) 71/4 31A6 71'As 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 1 3,820 1 4,315 4,655 5:52.0 2,610 2,865 31235 3.490 4,140 LA
Y
ui o`
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 I/V and IV% use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 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 listed diameter by length. See pp. 21-22 for fastener information.
4,855
Simpson Strong -Tie° Wood Construction Connectors
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 HUG products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUG is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 2e/e" or greater, at 100% of the table load.
Specify HUG.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUG shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" TitenO 2 screws
(Model TTN2-25134H) for concrete and'/ " x 23/," Tten 2
screws (Model 1TN2-25234H) fcr GFCMU. Follow all
installation instructions and use the loads from the savvn
lumber or E NP 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 (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/6"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/16"-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 Kits are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16 x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11h" and minimum end distance
of 37/a" is required as shown in Figure 1 for full uplift load.
• tAlhere no uplift load is required, a minimum end distance
of 1112" is penritted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1 ile
edge'"".
end in
.
di
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
T
2
237
HU/HUC/HSUR/L
............ . ... . . . .................... . ................. . ................... ......................... ......................................................... .... .................................................... ................................................ _. ... . ................
Medium -Duty Face -Mount Hangers (cont.)
M These products are available with additional corrosion protection. For more information, see p. 15.
No"
Mode F
0..
Fasteners
Allql�yabl ... ... ... . . .... ......
r e
Concrete
Standard '
Concealed
TitenO 2�
TRW 2'
Joist
....
l
�;(16
. .......
�c(10011Z
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
kun
,kd2 8X,
'�6j'1/4 x,23
.,(6),1/4 x4r3/4,,.,
(4) 0.148 0,1�2,
0
2 OS
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
bU262 (Min..)
'HUC26 2'
(8) f 1/4 x 23/4
(8),1/4 X-1 31i,
_ (4 4ix
)9.1
i�"'; '4
60
","7,60
"HI.126-2 j!Vlax.
:"-H'UC26'4','
(12)1/4'x ?Y4�
1 •(0
0.148�x
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) 114 x 11/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
M n
'HUC28-2 (Nfim)
10) iWx 2�4
!,0) '14 X,1 '14, ,
4 8
ON i3
Cl
X_
U-0
Iw_
HU210
HU21OX
(8) 1/4 x 23/4
(8) 1/4 x I Y4
(4) 0.148 x 11/2
545
2,000
760
2,415
FIU210-2,(Mln.)'.'I' I
'HUC21 0-2 (Min
14) 1�4 x 8/4
W�W'11
(6) 0.148 x 3
Awl,��
��,�
3 500:
HU210-2 (Max.)
HUC216-2'(Maix.),
Y4 (18 x 2?/4('1'8)
1/4 11 '14,
(10) 0.1 -4'8 0
5;085`'-
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 23/4
(14) 1/4 x 1
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 114 x 23/4
(18) 114 x 13/4
(10) 0.148 x 3
1,800
1 4,500
1,800
5,085
HU212 '"I"
HU212X
J10) 1/4 x 2 3/4
V4 X 13)41
(6) 0.148 x1
"1,135
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 114 x 23/4
(16) 114 X 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 23/4
(2 2) 1/4 x 11/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
'PIU212_3 (Min.)
HUC212-3'(%,firf.).
6) 1�4 x 2 Yi
16) 114 x 1
(6) 0.148 k 3,
.. ............
H 12-3 (Max;). 4',
42
HUC212- 3,(Max.1,
1 1
7)1/4
(? 'x
?3�
2 �/4:
_(2, )114 X
(10)�O 1,48 x 3
0
1,8 0,-
50 5
HU214
HU214X
(12) 1/4 x 2%
(12) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
I
HU2.14-2 (Min.)
HUG214-2 (Min.)
(18) 1/4 x 2 3/4
(18) 1/4 x 13/
4,,
.(8)0.1'48x3
L�11 5'
:'A 00:�::
1515:
HU214-2, (Max.),
HUC2142.(Max.)
4 X 2�W
-1'/4 13/4.
x 1 (24)1
(12)0
(12) X3
. .... .....
'�K
.... ....... ...
... .. ...
.
HU214-3 (Min.)
HUG214-3 (Min.)
(18)1/4 x 2%
(18) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24) 1/4 x 2%
(2 4) 1/4 x 11/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
(18 1/4 X 2:P/4
�A X 13/4
(8) 0.14 k 11,�
... . ..........
6k� � i!: �
� � �, � �,� f, 6 15
:-2920_�,'i
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 114 x 23/4
(2 0) 114 x 13/4
(8) 0.148 x 3
1,515
4:920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 1/4 x 23/4
(2 6) 114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3,(MIn.)I,
HUC216-3 (Min.)
(2 0) 1/4 x'2 -3/4
(2 0) 114 x I 3/i
(8) 0,148 X 1
....
515
.. .. .. ..........
4 920
i:,11;5
............
4,920
HU216-3 (Max.,)-",
�HUU4-3(Max:)
(26)�1/4 x12-/,
13
/4
1
01
5 ';085:�';:
Of 5
HU7 (Min.)
(Not available)
(12) 1/4 x 23/4
(12) 1/4 x 1
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) % x 23/4
(16) 1/4 x 11/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
(Not available)
9:1/'
(10 AX23/4''
8),1/4 x 13/4', 1
@) 0.148,,k 1/2
1 1 35''��:,`
1
I HU9 Max.)
(Not available),
(24) 114 x-12�Yv
1/4x 13/4-
(10) 0A48 x! Ih
1445,
HUIII (Min.)
(Not available)
(2 2) 1/4 x 2,3/4
(2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU1 I (Max.)
(Not available)
(3 0) 1/4 x 23/4
(3 0) 1/4 x 13/4
(10) 0.148 x 1112
1,445
3,735
1,445
3,735
H614 (Min.)
available)
(2 8)'1/4 x 2 3/1
-,,/
(28)14 x,I 3/4, :1,
P 0.148 xli/2
:3,485
��"IY.,(Not,ava
0,14 (Max)
la-
(3"6) x 2*4'_",-
@ 1/4 X 1
6) ��4
--.(14) 0:1
5
;ode
Ref;
238
STAGGER JOINTS -
UPLIFT/SHEAR ANCHOR`S q
EACH TRUSS - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOUN FOR CLARITY
RAISED HEEL TRUSS BEARING(A
SC&E, NTe SKI
r:D HEEL ROOF TRUSSES ROOF SHEATHING- SEE F
PLAN
SOFFIT)FASCIA- SEE ARCH:
RAISED HEEL ROOF TRUSSES
-SEE PLAN
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING t
RIBBON BOARD- SEE
FASTENING TO N
Lu
SCHEDULE FOR SPACING t
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
-=
MIN. 15/32' CDX PLYWOOD OR
l/I6' 055 WITH 8d GUN NAILS
MA50NRY WALL-
(0.131' X 2 1/2') B 6' O.G. TO
UPLIFT/5HEAR GYP. CEILING-
SEE PLAN
RIBBON BOARDS
ANCHOR EACH SEE PLAN 1
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL. TRUSS BEARING E3
BCXE:NTB SKI
R1650N SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
WIt=165 MPH
(2)12d GUN (0.131' X 3')
(vaed=128 MPH)
2X4 SPF'2
24'
TO EACH TRUSS, (4)
Exp. B,
NAILS AT JOINTS
ENCLOSED
wit-180 MPH
(2) 12d GUN (0.131' x 3'1
(Vaed-139 MPH)
2X4 SFF02
16,
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
E o o
SNEETTIttE:
WdeOry oflul FOR
cMFD MFfL VODP IPUSdFS
SNEEf INFORMATION:
x,Ild
DdIERSYEP. ,IDd.ld
EPV EWEDBY:
S K.1
ALPINE
AN[TIJCCMP W
;January 10; 2020.
Carpenter Contractors of America, Inc.
'3900 Avenue G, NW
Winter -Haven, FL 33,880-6201
Dear Matt:
1t has come to my attention that some questions were raised concerning 5/8" diameter
holes.drilled thru the chords (wide face) of sys42 gable end trusses to allow for
threaded rods used for "tiedowns." If these gable ends are over continuous support
with one face,fully.sheathed and the holes are drilled about the centerline of the wide
face no close than.4' O.0 without darnaging any connector plates or verticalwebs then
no repair is required. The truss only supports 2 feet of floor loads and no additional
load.
If you have.any questions, please give me a call.
Sincerely,
`g{t{{IIIi11Rtlt/j
No. 86367
fir. _*' •,##'
�'. STATE OF
ORVV''
ii�'�rsso
,t, RjQ �L`►`
Yoonhwakir
6750 Forum Drive, Suite 305, Orlando, FL 32821 - (800) 521-9790 - (863) 422-8685
www:alpineitw.com
tx
No. 863 7 •
�* • s
•� STATE OF �7 20
•` � 0-
Thus docwnert has bean •isv vd,;* signed
and ve&W using a Dig W S€gnaduis. print"
copies wilhotden origret signet"mustbe
veditd using tics ori*W etedrordcversion.
I
ALPINE
an r-W X +.Pan'
FL REG# 278, Yoonhwak Kim, FL PE 986367
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
SIte,l formation:
po a 1: .
Customer Carpenter Contractors of America
I Job Number: N334502
Job Description: 7A5/320 ,1,82ED,F' ;RH01 / 1828/CALI/4EBB ELEV.D/F
Address:
J©b En ineerkn Criteria.,
Design Code.: FBC 2017 RES
lnteiiiVlEW Version: 18.02.01 through 18.02.01A
JRef #: 1 WXd89750091
Wind Standard:: ASCE 7-10 tend Speed (mph): 160
Roof Load (pst): 20.00- 7.00- 0.00-10.00
Building Type. Closed
Floor Load s : None
This package contains general notes pages, 21 truss drawing(s) and 2 detail(s).
Item
Thawing Number
Truss''
1
211.20.1438.19563
Al
3
211.20.1438.19968
A2
5
211_20.1438..20655
A4
7
211,20.1438.20155
A6
9
211.20.1438.20935
A1.0
11
211,20.1438.21029
Al4G
13
211.20.1438.21216
B2GE
1:5'
211.20A438.21169
C2GE,
17
211.20,1438.20453
EJ2
19
211.20.1438.20031
CJ3
21
211.20.1438>21.091'
HJ7
23
GBLLETIN0118
item , " ®rawrrig t�urrih�r , T'rtass ;
2 211:20.1438.21138 A1A
4 211.20.1438.20811 A3
6 211.20.1,438.20062 A5GE
8 211.20.1438.20717 A8
10 211.20.1438.19578 Al2
12 211.20.143821326 81
14 21120.1438.19750 C1
16 211.20.1438.20452 EJ7
18 211.20.1438,19921 CJ5
2Q 211;20.1438.20344 CJ1
22 A16015ENC101014
Florida Certificate of Product, Approval #FL1999
Printed 7/29/2020 2:44:06 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 131, 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.oro.
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 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
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.sbcindustry.com.
Page 3 of 3
SEQN: 101714 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRefA WXd89750091 T10
FROM: RWM Qiy: 16 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19563
Truss Label: A7 KD / YK 07/29/2021
6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8"
6'1"7 6'10"8 6101 6'10"1 6'10"8 6'1"7
t�
0
73
L,1 10'
f T 10�
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: 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
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(0.11Tx2.5",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.
5X5
E
39'8"
91101, 9101,
19,10" 29'8"
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): 0.222 K 999 240
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
Snow Duration: NA
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.616
TPI Std: 2014
Max BC CSI: 0.982
Rep Fac: Yes
Max Web CSI: 0.527
FT/RT:20(0)/l 0(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
Q,
iA� WA,k 4�'0
50
� � •f
1 +! p w
9 B w
STATE OFF® cug
Zo
0
10, 1'
39'B"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1709 /- /- /961 /308 /445
H 1710 /- A /961 /308 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Reg = 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
Wind r�V i a �(,f�!
Wind loads based on MWFRS with additional C&C °' ��ha1®o < <✓RIV Ta I,-
member design.
°i S 6 0 40 ale ® p
Additional Notes 0"odui/SON ` ( 0�
Refer to General Notes for additional information
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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, handling shipping, 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 properly attached structural sheathin and bottom chord shall have a propperly
attached, rapid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 910,
as applicable. Apply pIates to each face otptruss and position as shown above and on the JoiniDetails, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinhQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in.conformance with ANSI PI 1, or for handling, shipping, installation and bracing_ of trussesA seal on this drawinq or cover pa e
n. The suitability
ALPINE
M nW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
if use of this drawing for any structure is the re:
more information see this job's general notes page and these web
SEQN: 101705 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T25 /
FROM: RWM Qty: 1 ,7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21138
Truss Label: A1A KID / WHK 07/29/2020
13' -�' 1711"22T19''' 2308" F 38144 I 39'8"
"+7'111122 14 28T11"2
=—SXS
F
39'8"
9 4'10'7 1'11"141'11"14 6'8" 8'0"11
9 13'1417' FTF 31'8"11
4
5'0"2
Loading Criteria (psi)
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): 0.304 P 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.568 P 831 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.131 K - -
Des Ld: 37.00
XP: C Kzt: NA E
HORZ(TL): 0.244 K - -
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.790
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.979
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.988
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
Wind Duration: 1.60
WAVE, HS
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.
Additional Notes
Refer to General Notes for additional information
** BC TO BE REMOVED IN FIELD AFTER TRUSS
INSTALLATION IN AREA SHOWN.
7'11"5
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /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 - I 2405 -1134
,ii, Q/ 111lIt*/i
r t Maximum Web Forces Per Ply (Ibs)/
Webs
Tens.Comp.eComp.
0 CS
512993 MF 1687881
+A�V p 7 C - Q
0 1 � 0 G7 � � J s S - Q
771 - 228 M - L 1746 - 618
2594 -1210 F - L 520 - 425
® e ® o Q - D
1079 - 502 L - H 458 - 686
646-1221
e ®wD-M
o a
P� STATE OF
00 y(� 4
j< i� t
90®6�� O
�ON1 fie,
, 1.
�ll(1iIlsk%0
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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
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
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bra installed per BCSI sections 63, 67 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the J0 nt9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the MnWCOMPAW
truss in conformance with ANSIfI PI 1, or for handlin shlppinq, installation and bracing of,trussesA seal on this drawing or cover page , , 6750 Forum Drive
listing this drawing indicates acceptance of pro esstona engineering responsibility solely for the design shown. The suiTablllty Suite 305
and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpireitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .corn; ]CC: www.icrsafe.org Orlando FL, 32821
SEQN:101706/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091T9 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19968
Truss Label: A2 / YK 07/29/2020
6'1"7 12'6"15 19,
6'17 6'S"8 6'5"1
;5X5=5X5
E F
39'8"
27'1"1 336"9 39'8"
6'5"1 6'S"8 6'1"7
110' 0' 9'10"
19+
'10" 29'8"
Loading Criteria (psi)
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): 0.172 L 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.321 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.066 K - -
Des Ld: 37.00
XP: C Kzt: NA E
HORZ(fL): 0.123 K - -
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.480
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.856
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.669
Loc. from endwall: not in 9.00 ft
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 #1
Webs 2x4 SP #3 :W3, W4, W5, W6 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.
Additional Notes
Refer to General Notes for additional information
o N0, 86367
.a
�® STATE OF 0
e��9
10,
399''88"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /964 /309 /428
1 1556 /- A /964 1309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.8
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 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
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
ZeORIQ
•
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached rigid cei!my. Locatiol
as applicable. Apply plates tc
drawings 160A-Z for standard
more information see this
in
hQComponents Group Inc., shall not be responsible for any deviation from this drawing,anv failure to build the
31 PI 1, or for handlin j shipping, Installation and bracing of.trussesA seal on this drawilig or cover pa e . .
s acceptance of pro- essiona engineering responsibility solely for the design shown. The su dbility
r any structure is he responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
neral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org• SBCA: www.sbcindustry.com; ICC: www.iccsaf
AL NE
u+mvcoMpmy
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:101707/ COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091 T2 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20811
Truss Label: A3 / YK 07/29/2020
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 "
6'17 12'11"15 19'10" 24'4"
6'1"7 5'10"8 B'10"1 4'6"
=5X5
E
B3
1114X4
33'6"9 39'8"
979
20'8" 5'8"
10' 4
+
10' 19'10" 24'4"
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.042 M 999 240
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Risk Category: II
Show Duration: NA
HORZ(LL): 0.013 J - -
EXP: C Kzt: NA
HORZ(TL): 0.024 C
Code / Misc Criteria
Mean Height: 15.00 ft
Creep Factor: 2.0
TCDL: 4.2 psf
BCDL: 5.0 psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.968
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.797
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.550
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(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 #1 :133, 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.
Additional Notes
Refer to General Notes for additional information
WARNING! This truss is not symmetric, but its exterior
geometry makes erection error more probable.
It is imperative that this truss be installed properly.
,'>ty11jOf0lrjFFfPl
a A-CEN
P
No. �6367
o e o
P.13
Vm STATE OF m ic,�
l® p ®'C1� �►t
13'4"
10, 1'
39'8"�
♦Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- /- /627 /188 /445
N* 323 /- /- /150 /67 /-
H 508 /- /- /445 /164 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & 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 636 -1330 G - H 255 - 579
C - D 532 -1037
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
���aiall�ltieu�+h�
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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, installingand bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
Id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910
e. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. f7efer to'
60A-Z for standard plate positions.
of
rl NI 1, or for handling shipping, inst,,
acceptance of roTesstonar engl
any structure is the responsibility
:ral notes page and these web sites: ALPINE:
from this drawing,any failure to build the
seal on this drawing or cover pa e ,
for the design shown. The suit9ablllty
ALPINE
M m COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101708 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef: 1WXd89750091 T8 !
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20655
Truss Label: A4 / YK 07/29/2021
m
0
m
73
7'10"14 17' 22'8"
7'10"14 9' 1 "2 5'8"
5�5X5 =5X5
D E
39'8"
31'9"2 39'8"
9' 1 "2 7'10"14
10' 9'10" 9'10"
+ +
10' 19,101, 29'8"
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): 0.149 J 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.279 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.060 1 - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.112 1
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
CreepFactor: 2.0
Soffit: 0.00
BCDL: 5.psf
Bldg Code: FBC 2017 RES
Max TC CSI: 0.760
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.863
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.629
Loc. from endwall: not in 9.00 ft
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 :T2, T4 2x4 SP 240017-2.0E
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(0.11Tx2.5",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.
Additional Notes
Refer to General Notes for additional information
fees 010,
M1 i '9^-
STATE OF
vQ a
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 I - 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
Os S 00.0 ONAI-
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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
t Safety Information, byy TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, B7 or 810
e. AfpTy plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. f7efer to
60A-Z for standard plate positions.
of
-1 PI 1, or for handling, shippintq, inst
acceptance of pro�fesslona engi
any structure is fhe responsibility
ral notes page and these web sites: ALPINE:
this drawing,auV failure to build the
on this draw! g or cover paqe
he design shown. The suitability
AL NE
AN
IIw compA Y
6750 Forum Drive
Suite 305
Orlando FL, 32821
TPI:
SEQN: 101607! COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091 T11 /
FROM: RDP Qty: 1 ,7A5l320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20062
Truss Label: A5GE / YK 07/29/2020
Loading Criteria (psi)
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 "
1711'15 11'4
' 73'15 '4
6'17 9'10' 1q'8' 19'10' 21'1� ' 23'1 260'K7 33,'19 39'8'
F-rr�
=5K
A
21' i5 i 13'8' -�
F7'i 10' } tr + s' } 37e' + 3• + r +1•_i
10' 21' 2fi' 29'8° 32'8° 39'8"
1 21'11'12 1 310-8-1 139'12 -{
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
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 :131 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 plf 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
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.115 AE 999 2�
VERT(CL): 0.228 AE 999 2�
HORZ(LL): 0.049 1
HORZ(TL): 0.097 1
Creep Factor: 2.0
Max TC CSI: 0.870
Max BC CSI: 0.902
Max Web CSI: 0.970
VIEW Ver: 18.02.01A.0205.19
Additional Notes
Refer to General Notes for additional information
Im
Rc
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
B 768 !- /-
/510 /331 /445
AB 2344 !- A
/923 /1010 /-
Z 1089 A A
/506 /358 /-
T 516 A A
/407 /224 A
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.
I,� % � i bNAH-AI 519 -280 AB -AR 283 -523
r•�t�� �. I-AJ 557 -300 AR -AS 380 -561
•01
N, B , 1�- GJ-AL 492 -941 AW- N 241 683
(Aj t 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
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
e���sr��i�nrrrr►Po
!j
o J,
No, 86367
STATE OFF ��
*"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, installingand 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 bra n 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�Detalls, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,� �M,F,,,.
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of•trussesA seal on this drawing or cover pa e , . 6750 Forum Drive
listing this drawing indicates acceptance of proTesstonar engineering responsibility solely for the design shown. The suii�ablltty
and use of this "awing for any structure is the responsibility of the Building Designer per ANSIffPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitmcom; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.imsafe.org Orlando FL, 32821
SEQN: 101710 / HIPS Ply: 1 Job Number: N334502 Cust: R 8976 JRef:1 WXd89750091 T7 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20155
Truss Label: A6 / YK 07129/2(
�1
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 "
T10"14
T10"14
10,
10'
15,
T1"2
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
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 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
24'8"
98"
31'9"2 39,8"
71"2 T1014
6X6 =6X6
D T3 E
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pt. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
,FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9' 10"
29'8"
Defl/CSI Criteria
PP Deflection in lob L/defl U#
VERT(LL): 0.159 J 999 240
VERT(CL): 0.298 J 999 240
HORZ(LL): 0.061 1 - -
HORZ(TL): 0.115 1
Creep Factor: 2.0
Max TC CSI: 0.913
Max BC CSI: 0.867
Max Web CS 1: 0.572
VIEW Ver: 18.02.01A.0205.19
�t��t����rrrrrrr�o
iQ 4�4 WAk Pop
r No.86367 •
s
•
o STATE 4F
io
m
10, 1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /962 /328 /346
G 1552 1- /- /962 /328 /-
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 1547 - 2729 E - F 1568 - 2537
C - D 1568 - 2538 F - G 1547 - 2729
D-E 1287 -1910
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2363 -1228 J - 1 1847 - 899
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
®'��NAI. ;t
!!!!l1111119
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"'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 properly attached structural sheathin 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 810,
as applicable. Apply plates to each face o?iruss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions.
Alpine. a division of ITW Buildino Comoonents Groun Inc. shall not be resnonsible for anv deviation from this drawing an failure to build the
on this drawirfg or cover pa e
Le design shown. The suit9ability
AL NE
AN IiW COMDANV
6750 Forum Drive
Suite 305
Orlando FL, 32821
s arawmg for any structure is the respon
see this job's general notes page and these web sites:
SEQN: 101711 / HIPS
Ply: 1
Job Number: N334502
Cust: R8975 JRef:1WXd89750091 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211.20.1438.20717
Truss Label: A8
/ YK 07/29/2020
6'9"4 13' 19,10" 26'8"
32'10"12 39'8"
6Z'4 6'2"12 6'10" 6.10"
6'2"12 6'9"4
5X5 III 2X4 = 5X5
D E F
12
6 k2X4 W
2X4
C
o
G
`2
to W3
B
H
A
I
s a
�8'8"
4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
9'10.. 9.10"
10, 1'
10' T 19,10" 2918„
r 39,8" '{
Loading Criteria (pso 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 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 !- /- /953 7716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J - -
Wind reactions based on MWFRS
Mean H eight: 15.00 ft
t: Code / Misc Criteria Creep Factor: 2.0
NCBCLL: 10.00 TCDL: Height:
p
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.502
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):
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
Additional Notes
Refer to General Notes for additional information
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
wA>�,�-
d•,,
L D 535
a
e`W'
- -255 K - F 425 -251
F - J 535 255
so 4
E K 306 391
t) A�
- -
r
va STATE OF
p%p• F� OR10� �
.ems®
s S+ • o
Bee
rye, S,/
®01111A
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"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 safPety 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 ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face oftrussand position as shown above and on the Join "Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOMPAW
truss in ANSLO1 1,
conformance with or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e.. 6750 Forum Drive
listing this drawing indicates acceptance of pro) essiona. engineering responsibility solely for the design shown. The s illPability
and use of this gnawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineiNv.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com;
ICC: www.iccsafe.org Orlando FL, 32821
SEQN:101712/ HIPS
Ply: 1
Job Number: N334502
Cust:R8975 JRef:1WXd89750091 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EB8 ELEV.D/F
DrwN 211.20.1438.20935
Truss Label: A10
KD ! WHK 07/29/2020
"__ 28'8" 33'10"12 39'8"
'{'
4 5'2"12 8' 9'8" 5'2"12 5'9"4
5X5 - 5X5 a 5X5
D T2 E T3 F
12
6 • 2X4 W 2X4
T
C
G
o
n W3
to
B H
A J_0,8'8"
4X6(A2) -5X5 -5X8 -5X5=4X6(A2)
I-
39'8"
�1. 10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
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 Ioc L/defl L/# 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: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 A
EXP: C Kzt: NA
0.127 J - - Wind reactions based on MWFRS
Des Ld: 37.00 Mean Height: 15.00 It
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Code
TCDL: 4.2 psf
H Br Width = 8.0 Min Re
Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.628 9 q = 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 & li 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#
FT/RT:20 0 /10 0
Loc. from endwall: not in 9.00 ft () () 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 1669 -2804 E - F 1722 -2695
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.
Additional Notes Maximum Web Forces Per Ply (Ibs)
�t111f1o)�� �lWebs Tens.Comp. Webs Tens. Comp.
Refer to General Notes for additional information
W ti ,00,
� ' �
h�•L - D 470 -163 K - F 628 - 373
� A -465 F-J 466 151
�:j
G+`d44,
E-K 4 -538
9* No.86367
P� m® STATE OF o g
°tea
Iro
'10d44d111111111ek�
1
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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 to these functions. Installers
practices prior performing 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 riqid ceilin Locations shown forfpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App y plates to each face
as unless noted otherwise. f7efer to
o truss and position as shown above and on the J.,
•
drawings 16OA-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Build in Components Group Inc., shall not be responsible for any deviation from this drawing,anZ failure to build the ,s, ti�o,� k,,
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of•trussesA seal on this drawl g or cover pa e
, , 675o Forum Drive
listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
and this drawing for is the Designer Suite 305
use of any structure the responsibility of Building per ANSIlTPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: vAVWAccsafe.org Orlando FL, 32821
SEQN:101713/ HIPS
Ply: 1
Job Number: N334502
Cust:R8975 JRef:1WXd89750091T4 /
FROM: RWM
Qty: 1
7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DnwNo: 211.20,1438.19578
Truss Label: Al2
/ YK 07/29/2020
9' 17' 22'8" 30'8" 39'8"
9' 8' S'e" 8' 9'
,5X5 -5X5 =4X4 =5X5
C T2 D E T3 F
T 12
6
o (a) W (a)
W5
B G n
1
A
3
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
l 39'8"
10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
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 Udefl U# 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 Mean Height: 15.00 ft HORZ(TL): 0.150 I - - Wind reactions based on MWFRS
NCBCLL: 10.00 Code / Misc Criteria 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 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.939 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac:'Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
FT/RT:20 0 0
Loc. from endwall: not in 9.00 It()/10 () 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 1595 -2705 E - F 1607 -2478
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 bath ends to a suitable
support by erection contractor. rj �Q It It I t ortt Maximum Web Forces Per Ply (Ibs)
restor lieu CLR yllA k �riWebs Tens.Comp. Webs Tens. Comp.
f be used in
raint substitute (1) scab snide ��aQN�.{
scabs for (2) CLR'S where shown. Scab �� 0 off! s o �� ��e C - K 718 -313 E - I 529 834
0 i K - D 527 - 832 1 - F 718 - 314
reinforcement to be same size, species, grade, and a� ® `CrE+ Y S 4 ,i
80% length of web member. Attach with 0.128x3" gun s i
nails @ 6" oc. ® A to 8 36 7 `
Wind 7�'
w
Wind loads based.on MWFRS with additional C&C ► o �° o
member design. a .� a e 4
o STATE 4F
a .1
Additional Notes90
Refer to General Notes for additional information 119, ` e.
a• �O
av�s0/0-
IfJNAb
1�
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
'"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
anSBCA) 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 sheathingg and bottom chord shall have a propperly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insjailed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face ortruss and position as shown above and on the Join Details, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the a+m co�r�wv
truss in conformance with ANSI 1, or for handlinT shlppinq, installation and bracing of,trussesA seal on this drawing or cover page,
, 6750 Forum Drive
listing this drawing, indicates acceptance of pro) esstonar engineering responsibility solely for the design shown. The suitability
and use of this drawing for any structure is the the Building Designer ANSIfTPI 1 Sec.2. Suite 305
responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wvm.tpinst.org• SBCA: www sbcindustrycom• IC6 v✓ww iccsa`e org Orlando FL, 32821
SEQN: 101725 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1VVXd89750Q91 T31 /
FROM: LPM
Qty: 1
7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 211 20. 1438.21029
Truss Label: A14G
KD / WHK 07/29/2020
7' 13' 19' 28'4" 32"" 39'8"
9,4,E 44" 7' i
%6X6 =4X4 =8X10 =H1014 'z6X6
12 C D T2 E T3 F T4 G
T 6�
T
o (a) W m
(a) �n
r
B H ;it
A
a
SX5(A2) =H0510 =4X4 =6X8 1115X5K B3 -4X6 =3X6(A1) 1
28'4" 11'4"
1010"4 5'1"12 44 44 7
+ + +1�
8' 18'10"4 24' 28'4" 32'11 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 Udef! U# 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
SCLL: 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 P P /- /1911 P
FJ(P: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L - - H 80 /- /- /- /60 /-
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.846 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 = 5.9H 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): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE, HS VIEW Ver: 18.02. 01 A. 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 :63 2x4 SP #2 N:
Webs 2x4 SP #3 :W6 2x4 SP #2 N: D - E 1332 -3056 G - H 538 -269
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 (�l1�;� N - M 3815 -1821 K - J 786 -1874
���f1491
support by erection contractor. L ! W /t Off, M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR • s • • • lp0
restraint. substitute scab for CLR +�©• • ®/ pi'j Maximum Web Forces Per Ply (Ibs)
(1) (1) and (2) ��� r+ E
S •• �
scabs for (2) CLR'S where shown. Scab ,�® o �, F Webs Tens.Comp. Webs Tens. Comp.
reinforcement to be same size, species, grade, and ® ® i
80% length of web member. Attach with 0.128xY gun • No, 8636` C - N 1089 -274 L - F 3047 -1224
nails @ 6" oc. % N - D 440 -430 F = K 2007 -4053
• p '0 D - M 568 - 883 F - J 1889 - 778
..
Loading ® •� © „ M - E 834 67 G - J 344 528
#1 hip supports 7-0-0 jacks with no webs. :'C1 • • o E - L 1423 - 3051
m STATE 4F cv
�V A•
Wind
�j h�,, 1
Wind loads and reactions based on MWFRS. "o� •! CQi��Q�v C
art'
•0rtOE•
1.e SZ�o
�`,P4
tes
Addtional
Refer to Gene al Notes for additional information
WARNING! This truss is not symmetric, but its exterior
geometry makes erection error more probable.
It is imperative that this truss be installed properly.
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
**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 sa{ety 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to
drawings 160A-Z far standard plate positions.
ALPINE
Alpine, a division of ITW Building Components Group Inc, shall not be responsible for any deviation from this drawing,an failure to build the �, �,,,�,,.
truss in conformance with ANSIrI PI 1, or for handlin shippinq, installation and bracing of.trussesA seal on this drawing or cover e,
pa . 6750 Forum Drive
listing this drawing indicates acceptance of ro) esstonaQ engineering responsibility solely for the design shown. The suitabdlty
and use of this drawing, for any structure is the the Building Designer ANSI/TPI 1 Sec.2. Suite 305
responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org: SBCA: www.sbcindus .com; ICC: www.icrsafe.org Orlando FL, 32821
SEQN: 101715! COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WXd89750091 T20 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21326
Truss Label: Bt KD / WHK 07/2912020
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
57A
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.
Additional Notes
Refer to General Notes for additional information
10'8"
5.0"12
168"12 21'4"
6012 57"4
=4X4
D
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
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
54"
13'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.047 H 999 240
VERT(CL): 0.088 H 999 240
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Creep Factor: 2.0
Max TC CSI: 0.433
Max BC CSI: 0.617
Max Web CSI: 0.260
VIEW Ver: 18.02.01A.0205.19
11/
jj1114i/!/r
%NOA46
a No.86367
0
STATE DE
8'
21'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- A /396 /360 P
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
1-4
of
OR
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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, handling shipping, 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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have brac.'In installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face ofPtruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to'
drawings 160A-Z for standard plate positions.
ss In comormance wlm ANN/ I M 1, or Tor m
ing this drawingq indicates acceptance c
d use of this drawing for any structure i
more information see this job's general notes page and
from this drawing,any failure to build the
1 seal on this drawing or cover page r for the design shown. The suifabillty
ANSI/TPI 1 Sec.2.
ALPINE
AN RW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101716 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1WXd89750091 T3 /
FROM: RWM City: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: •211.20.1438.21216
Truss Label: 132GE KD / WHK 07/29/2020
10,8" } 21'4"
r 10.81.
(TYP) =4X4
F
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 it
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
Refer to General Notes for additional information
See DWGS At6015ENC101014 & GBLLETIN0118 for
gable wind bracing and other requirements.
bXb
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
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Deft/CSI Criteria
PP Deflection in loc Udefl U#
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
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /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#
i��ii11f1111/t�rP
AHWA
�l o
�•, ®o va� r Ys� +� �i
No, 86387all
a .
to 01�
STATE OF A "
�b
Of, S 00isaa V
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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
t Safety Information, by TPI an fabricating,
for sa ety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
,jid ceilingq Locations shown for permanent lateral restraint of webs shall have brac!n installed per BCSI sections B3, B7 or B10
e._ AppTy plates to each face_ oftrussand position as shown above and on the Join�Details. unless noted otherwise. kefer to'
Alpine?a division of
truss in conformance
listing this drawingq
and use of this d
* For more information see
I rl 1, or tor r
acceptance
any structure
n this drawing,any failure to build the
al on this drawing or cover pa e
r the design shown. The PuiPabillty
51/TPI 1 Sec.2.
SBCA: www.sbcindustry.com:ICC: www.iccsaf
ALPINE
MI Compmy
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101717 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1WXd89750091 T19 /
FROM: RWM Qly: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19750 '
Truss Label: C1 / YK 07/29/2020
fo
0
C,
a3
7' 14'
7' 7'
11146
14'
1 71 7'
i 7' 14'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 1.60 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: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
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.
Additional Notes
Refer to General Notes for additional information
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg 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): 0.014 E 999 240
VERT(CL): 0.025 E 999 240
HORZ(LL): 0.009 E - -
HORZ(TL): 0.013 E
Creep Factor: 2.0
Max TC CSI: 0.761
Max BC CSI: 0.542
Max Web CSI: 0.119
VIEW Ver: 18.02.01A.0205.19
M
♦ 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
♦��`aMMaAll lIIIII M/fett
1
a
e NO. 86367
r o s
STATE OF
SOON A'L
l f 1 f 1111 0%
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
aaId ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10
le. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. (refer to'
60A-Z for standard plate positions.
of
truss In conTormance wrin HNJI/ I YI 1, or Tor nanaiing, snipp
listing this drawing indicates acceptance of ro essror
and use of this grawing for any structure is the respon
For more information see this job's general notes page and these web sites:
any deviation from this drawing,any failure to build the
ig of,trussesA seal on this drawing or cover paqe
sibillty solely for the design shown. The suifabillty
)esigner per ANSI/TPI 1 Sec.2.
TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
M fIW COMFAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101718 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXdB9750091 T1 /
FROM: RWM Qty..
1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21169
Truss Label: C2GE KD / WHK 07/29/2021
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' ')' 2'
(n'P)
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
Refer to General Notes for additional information
See DWGS Al6015ENC101014 & GBLLETIN0118 for
gable wind bracing and other requirements.
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
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(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
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Lac R+ / R- / Rh / Rw / U / RL
B* 68 /- /- /38 /30 113
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
I I lliryr/�f
i%NaNH Ak r'`%
me No. $6367100
a� Q
STATE 4F e�
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FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
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
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 and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 810
e. App7y plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
of
any structure is the responsibility of the
!ral notes page and these web sites: ALPINE: www.a
his drawing,any failure to build the
on this drawing or cover page
Le d,
esign shown. The suifablllty
ALPINE
AN rTW CCMPAW
6750 Forum Drive
Suite 305
Odando FL, 32821
TPI:
SEQN: 101723 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRO:IMC189750091 T15 /
FROM: HMT Qty: 14 ,7A5/320 ,,82ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20452
Truss Label: EJ7 / YK 07/29/2020
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
T
�— 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/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
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 2017 RES
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
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 /- A /259 /117 /173
D 127 A A 1101 /20 /-
C 171 A A /91 /133 A
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#
`a,��ot��rtrir►�►,�i
W
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i No.86367
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��r�s�a•�pgQ®A b� �'
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FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of. BCSI (Building
it Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ae ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810,
fle. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
n of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the
ance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e ,
?ring indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suicabllity
israwing for any structure is the responsibility of the building Designer per ANSIrrPI 1 Sec.2.
ALPINE
AN RW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.or9: SBCA: www.sbcindustry.com: ICC: www
SEQN: 101729 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXdB9750091 T23 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20453
Truss Label: EJ2 / YK 07/29/2020
Loading Criteria (psq
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
12
C
T 918"4
_T_ rn
4"3 8'8��
A
D
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C K7t: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 21)
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg 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): 0.000 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
No.86367Or
a
e
STATE OF
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 !- /- /144 /58 /<
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#
°�FS1 ®scow v
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
)id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
e. AppTy plates to each face oftrussand position as shown above and on the Joini Details, unless noted otherwise. (Refer to
60A-Z for standard plate positions.
of
-1 PI 1; or for handlin shippin ; installatidr
acceptance of ro�'essionalq engineerh
any structure is the responsibility of the
ral notes page and these web sites: ALPINE: www.a
from this drawing,anyy failure to build the
1 seal on this draw! g or cover page.
r forthe design shown. The suitability
ANSI/TPI 1 Sec.2.
AL NE
AN MCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101719 / JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef1WXd89750091 T18 /
FROM: Qty: 4 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19921
Truss Label: CJ5 KID / YK 07/29/2020
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
N
V
11'2"5
12
6
Cl)
CV M
co
B
A 8'8"
' D
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
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
4' 11 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg 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
`4�o`��rtrr►Pr����,
a
m
NO. 86367
9 m w
0
®� STATE OF ®�vg
♦ 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#
v�'� ® 6C�Rt�Ta `�1
sd o
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0,009 NAL 1�i�
FL REG# 278, Yoonhwak Kim, FL PE 486367
07/29/2020
**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
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
�id ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections 63, 67 or B10,
r e._ AppTy plates to each face. otptruss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to
of
I rI r, or Tor nanounq, snlppir
acceptance of proressionz
any structure is the respons
his drawing,any failure to build the
on this drawing or cover page.
ie design shown. The suifability
TPI 1 Sec.2.
CA: www.sbcindustry.com; ICC: v w JccsaM1
ALPINE
AN rrw COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 101720 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 J Ref: 1 WXdB9750091 T21 1
FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 211.20.1438.20031
Truss Label: CJ3 / YK 07/29/2020
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
10,
12 10'2"5
6
cM
t0) 0)
B co
CV
Oipn
A OU
D
1'
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
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
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min, toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg 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): 0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.206
Max BC CSI: 0.115
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 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#
1�><ii494f 41111fot/
o`°q�p�� WAk '®'�s
rENg
No. 86367
Y A
®® STATE OFOR 1 F
�f0 S �erp®° `�
000 4 jd Niii+A; `C +�
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI and'SBCA) toy satPSty practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
Kc44id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10
._ Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to
of ITW Build ingp�Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the
nce with ANSI/TPI 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawing or cover pa�e ,
inq indicates acceptance of pro) essionar engineering responsibility, solely for the design shown. The sui ability
yawing for any structure is the responsibility of the uilding Designer per ANSUTPI 1 Sec.2.
ALPINE
ANIrwcouvury
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 1017211 JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T22 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20344
Truss Label: CA / YK 07/29/2020
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
43
V
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
Refer to General Notes for additional information
Provide (2) 0.131 "x3.0", min, toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
1, 11"4
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg 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):-0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /148 /79 /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#
q,`�111141fIP)/���,r
F
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No. 86367
a � a
STATE OF
.0hui
�0o °° o®
11041
atll(411111tb
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached r! id ceiling Locatiol
as applicable. Apply plates tc
drawings 160A-Z for standard
Alpine. a division of ITW Buildin
ccL Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the
rfPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e,
acceptance of iro esstona engineering responsibility solely for the desi n shown. The suit9ability
any structure is he responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
!ral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org• Sack www.sbcindustry.com; ICC: www.iccsaf
ALPINE
AN aW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821 .
SEQN: 101724 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1 WXd89750091 T27 I
FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21091
Truss Label: HJ7 KD / YK 07/29/20,
5'3"5
5'3"5
9'10"1
4'6"11
u
12'2"3
12
4.24 2X4
C
v
9
M M
v
B
T
4 3 A t 8'8"
FE
2X4(A1) =4X4
Loading Criteria (ps0
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 "
Lumber
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
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
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
9'2"2 7"1
9'2"2 9'11
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): 0.040 F 999 240
Lu: NA Cs: NA
VERT(CL): 0.076 F 999 240
Snow Duration: NA
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 2017 RES
Max TC CSI: 0.546
TPI Std: 2014
Max BC CSI: 0.416
Rep Fac: No
Max Web CSI: 0.260
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
of
' 1 JIj11tII1►fIftpr
a
No. 86367
s�p „�•m, ���
v'� a STATE 4F tcf�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 A
E 364 /- /0 /- 184 /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
FL REG# 278, Yoonhwak Kim, FL PE #86367
07/29/2020
**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
rt Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
11id cei!inpp Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
>l-e._ Appty plates to each face. oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Defer to
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the
conformance with ANSI/ PI 1, or for handling, shipping, fnstallatidn and bracing of.trussesA seal on this drawing or cover page . .
this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability
ae of this yawing for any structure is the responsibility of the Building Designer per`ANSUTPI 1 Sec.2.
information see this job's general notes page and these web sites: ALPINE: www.alpineltw.com; TPI: www.tpinst.org; SBCA: www.sbclndus"=Ln; ]CC: www.iccsaf
ALPINE
M ITWCOuvnrry
6750 Forum Drive
Suite 305
Orlando FL, 32821
c
Gable Stud Reinforcement Detail
ASCE 7-10i 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
Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
nr, 1an .,.,1, xii-4 z—A ra• tie..., u-,-,. o.....+,..r,.. _..___..__ r — _ . —
S
2x4 Brace
Gable Vertical
Spacing Species I Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(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
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 111
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'
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' e'
14' 0'
14' 0'
d
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, I1'
11' a,
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' G'
7' 9'
1 8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_P
_
S P P
#3
4' 2'
7' 1'
7' 9'
1 8' 9'
9' 1'
10' 5'
10, 10,
13, 9'
14' 0'
14' 0'
14' 0'
U
I_ I [
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13, 9'
14' 0'
14, 0'
14' 0'
o.1
o
f�l I
Standard
4' 2'
6' V
6' 5'
8' V
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
91_ 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
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'
D P L
Stud
4' 4'
6' 5'
1 6' 10'
8' 6'
9' 1'
10' 6'
10, I1'
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'
#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
Sr
P r
#3
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
I_ I I—
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
f� 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' V
8' 5'
8' 8'
9' ill
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'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
N
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' 1
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
1 13' 7' 1
14' 0'
14' 0'
14' 0'
Aboutj�
able Truss
Diagonal brace option,
vertical length may be
T
doubled when diagonal
18• X
8'
brace Is used. Connect
diagonal brace for 600#
•L•
at each end. Max web
Brace
total length Is 14'.
SEX WAi�
2x6 DF-L 92 al
better diagonal
0 //�
177�•►
Vertical length shown
bracer single
, `
8
In table above.
45'
or double cut
(as shown) at
XI Q
L l e e
upper end.
0
,o, .
Connect dln9 onuC
midpoint of vertical web. Refer to chart abcV
wwWARNING" READ AND FIILLaV ALL NOTES 13N THIS DRAWING!
WGRTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS OICJ_UDING THE INSTALLERS. A
e
/^\\ Trusses (.test extreme care In fabricating, handing, shipping, Installing and bracing. Refer to and
V follow the (.test t edition performing
g t (BuRtllnp Component Safety art provide a TPI and bracing
for safety
practices prior a wise, top
these functions. Installers shall provide temporary brndng per BCSL
Unless noted otherwise, top chard shall have properly attached structural sheatNrg and bottom Choi
shall have n properly attached rigid cefto. Locations shown for permanent lateral restraint of web!
^�shall have bracing Installed per BCSI sections the
J or Det as applicable. Apply plates to end, face
'L1D I�I�\`V'll of truss and position as shown above and an the Joint Details, ,mess noted otherwise.
V Refer to drawings 160A-2 for standard plate positions.
Alpine, a division of ITV BindingInc shalt Components Group Ishall not be responsible for any deviation fr
RW COMPANY this drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handing, shipping,
Installotion 6 bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
1113723/ Riverponl Drive erglneerkg responsibElty sdely for the design sham TM sultobNty and use of thlc drawing
1\Soilel 200 for any any structure Is the responsIbUty of the Bu4diDesigner per ANSLTPI L See2
11 Maryland\ Heights,\MO%63043 For more Information see this Job's general notes page and these web sites
ALPM www.atolneitwcomi TPD www.tdnsUmi SBCA- www.sbdndustrvnro, Icr, ...r... Fs.oro
��flrJ/S 4�N M_
,ull
6
Bracing Group Species and Grades,
Group AI
S ruce-Pine-Fir Hen -Fir
#I / #2 Standard 1
#2 Stud
#3 Stud 1 #3 IStandard
Dou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group Bi
Hen -Fir
#1 & Btr
#1
Do las Flr-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 1-11
values may be used with these grades.
Gable Truss Detail Notesi
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable 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) nalls.
ME For Q) 'L' bracer space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)Wor, (2) 'L' braces, space nails at 3' o,c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
Vertical Length
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Bullding Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
No Slice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than It' 6'
3X4
Greater than 11' 6'
TOT, LD. 60 PSF
SPACING 24,0'
Yoonhwak Kim. FL PE #86367
G
'T'
Reinforcing
Member
Gable
Truss
Golo�e Detodi
Fnr I Pt -in \/Prtlrn I c
Gable Truss Plate Sizes
pproprlate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
Ae that covers the total area of
lapped plates to span the web,
e, 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven NaUss
10d Common (0.148'x 3,',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords,
Toenalled Na1lsl
10d Common (0.148'x3',min) Toenails at 4' o.c, plus
(4) toenails In the top and bottom chords.
This detall to be used with the appropriate Alpine gable detall for ASCE
wind load.
ASCE 7-05 Gable Detall Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
AS1515ENC100118, A12015ENC100118, A14015ENC100118, �� �# d �>4►h�
A18015ENC100118, A20015ENC100118, A20015END100^�1>�, I� I�P�
A11530ENC100118, A12030ENC100118, A14030ENC1 , IIEWCo ti /4`� f�
A18030ENC100118, A20030ENC100118, A20030ENP03�SQIi�,AGS11515ENC100118, S12015ENC100118, S14015EN 0118,16 `4S18015ENC100118, S20015ENC100118, S20015EII&II0011% S 1 8
S11530ENC100118, S12030ENC100118, S140305MC1001M, AtEiZilpDy�J 7 8
S18030ENC100118, S20030ENC100118, S20030�N0i18, SP-0030PED100118 a
See appropriate Alpine gable detall for maximum unnglnforced 6WO-vertical is
sTATIr oP o �.
'T' Reinforcement Attachment Detall
'T' Relnforcing 'T' Reinforcing
Member Member
Toe -mall - Or - End -mall
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' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
/eb Length Increase w/ °T° Brace
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30 X
2x6
20 X
Examples
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'
�b
/j jI �,� i� Il�
/Q I I II U) l�l�\\v III
A �.I
vDFMTAlT" FLOUSH THIS DRAVANWi Tin°uLlmRaORRSS DICLUD cVTTHHE nuTALLERs "o�
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions, Installers shall provide temporaryy bradng per HCSL
Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
as applicable. Apply plates to each Face
shall have bracing Installed per abo sections 'the
J or Details,
of truss rid poslilon as shown above and on the Joint Details, unless nosed otherwise.
Refer to drawings I60A-Z far standard plate positions.
sC` s `0 �'� �rae�
p
f� `V Jnar�� �,
11Yj v
/ A 1
/,�I�lit� Epp,
REF LET -IN VERT
DATE O1/02/2018
DRWG GBLLETIN0118
AN 1TWCOMPANY
\\ 13723% Riverport\Drive
111 Suite%200
Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devintlon from
this drawing, any failure to build the truss N conformance with ANSI/TPI 1, or for handling, shipping,
Installation 6 bracing of trusses.
A seal on this drawing or cover page Usting this drawing, MBcntes acceptance of professional
eng4leeNng responsbllity safely for the design shown. The sultobllty aM use of this drow4g
for any stnxture is the respons6lllty of the Bulldfng Designer per ANSI/TPI 1 Sec2.
)AX. TOT, LD, 60 PSF
DUR, FAC, ANY
s
MAX, SPACING 24,0
\1 Maryland\ Heights,\ M0163043
For more Information see this Job's general notes page and these web s
ALPIND www.alpineitmcomi TPA www.tpinstorgi SBCAI www.sbcindustry,orgi ICG wwwJ=QQWg7R
nnnhwak Kim FT PP ARAU7
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
Ridge board... 2x6 (min) 42 Southern Pine or better,'
2x4 B CKIN 5
TRUSS
Rafter spans 20'-D" or less... (A) 2x6 SP 112, SPF xl/A2, OF 02 or better
(Ell 2x6SPg2,SPF n1/R2,DFN2orbetter
TRUSS UNDER VALLEY FRAMING
Purlins/Lateral bracing... 2x6SPFk2,HFp2,DFN2orbetter
,
VALLEY RAFTER OR RIDGE
Sleepers... 2x(width of rafter seat cut) SPF g3 or better
® CRIPPLE '
2 parallel 2x6 SPF 03
®
+Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
Cripples and blocking... 2x6 SPF N3 or better
Space the crippes for each row starting from the valleys or sleepers
Truss Below... See design - Southern Pine Material
and working inward to the ridge board so that cripple locations are
1
•
staggered between rows.
2, 0"
O.C. (TYP)
SECTION CUT PARALLEL TO VALLEY RAFTER
®
(A),(B) RAFTER
m
3 (••)
+4' MAX + 4' TYP
_1__1/
RIDGE
7
F
BOARD COLLAR BEAM, EVERY THIRD
(2x6) PAIR OF RAFTERS
VALLE ROOF PLAN
Connection Requirement Notes
3
1. 2x6 rafters to ridge 416d toe -nails
k—SEE CRIPPLE, BRAC N 12
` Attachment can be made directly
2. Cripple to ridge 416d toe -nails
& BLOCKING NOTE
3 TO B
or through plywood sheathing
3. Cripple to rafter 416d toe -nails
1/2 Height CRIPPLES + +
+ by cutting a 2"x6" notch in sheathing
(**) 816d face -nails
of Valley 4'-0" MAX SPACING 4'-0" TYPICAL 4'-0" TYPICAL
4'-0" TYPICAL
4. Rafter to sleeper or blocking 5 16d toe -nails
3 („)
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
e z =
z
6. Ridge board to roof block 416d toe -nails
e t
9 F 9
F
BEVEL RAFTER CUT AS REQ'D FOR PITCH
7, Ridge board to truss 416d toe -nails
F F
0 0 0
0
4 5
8. Purlin to (Typ) 3 16d toe -nails
9. Truss to blocking 416d toe -nails
10. Truss to cripple 416d toe -nails
11. Truss to cripple 416d toe -nails
TYPICAL COMMONS-- 2x4 BLOCKING 2x4 Pudin 24"
SPACED 24" O.C. (Where no sheathing
GENERAL NOTES
Purlins required 2'-D" 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
1/2" SHEATHIN (designed by others) 2X4 BLOCKING 12. Cripple to purlin 3 16d toe -nails
,plied) (NOT REQUIRED IF SLEEPERS ARE USED) 13. & BLOCKING NOTES Collar beam to rafter 416d toe -nails
NO
CRIPPLE, BRACING, NOTE: 16d (0.162"x3.5")COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10' -0" Iong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 'IT" or scab reinforcement nailed to flat edge
of criple with 10d 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cr(ppfes 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 NDS requirements.
Nails are common wire nails unless noted otherwise. '..' I h
wa V&%1 NQ- READ MO) FUUMV ALL NOTES ON TNIS DRAVDGI
aM'ORTMRa FU RMSH THIS DRAVI G TD ALL CONTRACTORS D CLuDrNO THE D42TALLEMZ
Trusses MgLk^ extreme core InfabrkatIrV, horwAlrg, shippkng, Installing and bmckg Referti
fdloe th. latest adltlon of BCSI (&dotlq Co.N—t Scfety Infornation, by TPI and SXA) fo_-a
practices prior to perfaming these functions. Installers shall provide tenporary bracing per. 9
bless rator ed otherwise, top chd stall have properly attached ztruct r t sheathing and botga
shall tave a property attached rVd cetknp. Locations shown for perrume it lateral restrnknt9l
Q 4 n� shall have and
post ion ased per BCSabove
on, the
97 or 910, as appticunless e.no dot plates to eaQn
I� lu�\vll oft hav and position tl d per above aM m the Joint 31, l unless noted ply pate,
Ref— to dmwknps 16OA-Z for standard plat. p-rdans.
Alpine, a cUslon of ITV &doing Components Group Inc shalt not be responsible for any drvloti
NPI ITWOOMPANY this drawing, any faln to build the truss In conformance with ANSVTPI 1, or for handlkng, ship)
hsstallatkm L bmdng of trusses.
A seat — this drowk,g or cover poor Ostkip this drawing, I dcates acceptorce
�for •^Y Is sor4.tcpy vfrcor6ltthtye oeal
odv �dp h4
a.nyA6/urIoS-2
11399 Lakelronl Drive
City, hl0 63045 For more kfomation see this JobsEartgenrrnl .rotes page and these web slits
ALPM --tpinelteconi TPI- ww..ipktstory S9CN www.sbdrdustry—gi ICD ww►J—safenrg
�A H.
y
��i''.•��GENs�•ww��
No.70861
STATE OF
i
O R ID*.,** �k.�0
V (A) (B) (**i
TC LL
20
30
40
54
TIC DL
10
20
7
7
BC DL
0
0
0
0
BC LL
0
0
0
0
TOT. LD.30
50
47
61
N DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVI801015