HomeMy WebLinkAboutTruss"0
I
N
'AO. —A"
21'-4" 4'-4" 14'-0"
lild
39'—B" :3
Total Truss Quantity = 57
0
to
PAAM F R
CONNECTION.
.I
-r
TYPICAL 7' SETBA
CORNERSET LABEI
AND SPACING
1� t4A�lel( k4d ,La4A
— L1, jt-&o0
TIM IS A TRUSS PLAiCF70(r PLAN t15 DITQaEO TD AID IN THE DSTALLAT1a1 IF Tt UE= 840aE aFD TRUSS MAVDCS APO AROO DMIFIALS S{R� TM DR7RFNT.
FSTE ES UN RAN DE rn tr �+ TRLLA. ESTL 01gRAID PARR AYIIDAR F14 LA DLSTALAOHI OE Tm1SSEi 1.65 DDAIJOS Y ARa tRs DE OI IA DE 11 A StRTJAa
Labeled End Mark
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A7®NLYWIC
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oWSFi vLL m t AO'afO1 Vl1taD i1®t VARid APMN& my
MwALL
ALL FN" Vx,e N6f = AWWy WININ 1D t]tiCY
a�'nL>m LOG O a�Qi6s'w Attr ILAa! Yi wStm fVl TIC
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T®a LAi rJBAi mitt PARIM 4WAS fNimlla. C AVM T
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AnIO N LA DCTALACM T A IC AND'AA OYLLILt cN4iA r6i lAS
HMW 1'L IIAiLRldA Gr�IFADAi
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LM EN tm ANIO o< YE lR iRDiSEE ¢
RIO till -al i')lar
P�AA' A LViTAR
F
General Notes
1) 4idm h U. � � P W flat
to be iofmrd gnn dde up.
2) N h " to be 9ttprm � wilm CUM
1�
3) Al tram tpodlq Is 24' O.C. wdml *OWN
rood.
4) Pr Tnea Plata 6 tb BC9-al mtatnmddian
pmnmat X-ha*q dtodd be placed at n
imakun �q 15 Ot. aaam the rym, to
ho npw at a x tra . of 20' baLnm each
X-0Tam e- �aR M. ebutil n
Avow Tdr to amt for arry ad6Oatd hocW
,1691,
ROOF LOADING SCHEDULE
TCDL 7O PSF
BCLL = • PSF
BCDL 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE — C
USAGE — RESIDENTIAL CAT 11
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member desiT & connector plate
arcdni -d for ASCE 7-IE and mmmom
forces from both components and claddings
and main .d force tex ng systctru.
' These trusses have been revi nd to carry an
additional 109 psfnar— urramt bottom chord live
Iced.
FLOOR LOADING SCHEDU
TCLL PSF
�CDL
PSFCDL = PSFOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
01 WALL KEY
® 0
DESCRIPTION INR. DATE
ttna oatttv,m Pant r�Dn1
tau torn 9AZ" ttn IMP twr anvu
tan tour c tmtt 7-14
ttra t m, m talt vm twr T/N/l{
toa us tn• fa+rw
Itef lP Ntf N/41
Rml to � w/IAm
ma an NAutatwvwwa m 3MM
rAt twrno ravt tamow ,.— t�
LARD/ DE9CIMMON MIT. DATE
tm = m vPAru
m ttcv mt Aomwno .Aw rinnT
tatty tlnAtta nrau.T xD 7rrie
ttw lrA Jtlt wu�
ENCARPENTER
- CONTRACTORS
OF AMERICA
3900 AVENUE G, N V.
WINTER HAVEN FL13RIDA 33880
PHO)IEt(800) 959-8806
FAM (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCF23NME
MODEL 1828/CAU/4EBB
CCA PROJ/MODEL/ALT
7AB/ 320/182EC,E
ALT DESC
OTC 3423 TRNM CDR
LOT 87 BLOCK .00
rPAGE
r'
I ENGINEERING PACKAGE 1
Builder:
Project:
Model/Building:
Lot Alt:
D R H 0 RTO N /STATEWIDE
F77kA5/320 CREEKSIDE
182EC,E^^��„ �
...................................................................................... . _._
JobNumber: N334496
Revision Date:
New Load #: �R101
1"a
m
0 CARPENTER CONTRACTORS OF AMERICA, INC
0 3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ti
ALPINE
March 13,20.19 ANrrWC&QAM
Mir. Bob: Michaelis-
C-#.r'.'6fit6r.'C- din'trActbr's. of. America, I nic..
,390Q Avenue 0... Northwest'
Wjht6t Haven, FL 33860 -6261
Re: AlternatiVd lhstdlidons.for 6 single ply carried truss with a width less than the -hanger width, and
wood. .blotking,tp:p*q achieve full design d face -mounted:
N. .0 ignioa 'VOW6.1orhgnge.r'attadhi-h6nt6'n,.-a-one ply
.supporting girder. (R46f6tr66 detail WA37-02)..
Dear Bob,.:
:F& P single Ply carried truss 6. -width 16�t than the ha�igee. Width you can ihs;qW*.. prefabricated h p. jack
scab .truss: (1-for wood filler blockjogi.- The chord: sites- 'chord..grqcles, and to
be -the. seirrie as the single: pl.k.carried truss. The prefabricated jack scab truss. (*):Wil I ha.v6-a..minimum
length of 481' and will.have a. minimum Dit6h-:of-,5A2, The single ply carri.e.d.tcuss shall have:.a reaction oil of
3, 500# or . less. Attach prefabricated. jack scafJaruss. with. two. (2rows: of 0.128"x3.0'?'GUn Nails at27
-O.C. PeeFigure I _bdlio)Please ..eef6tt6.th&Simpson gtrong: Tie Catalog
201:9;. page 6: Figure: for more information:
Figure."I
FoTa sipg1'e-p*["y'-g.ir"de'r*'th'at requires woo d'blocking to, a'chieve.10 design load Value for flaperMounte.d
hangers -attach one wood- block to the back face of the single ply girder with thosarne size.. and
dtade-.as'thd bott6m.C. -hotd,Ofthe. single -ply girder. The: VOdd:block length
h to be. 'such that-the"w6cid
blocking,- -extends to each adjacent "' U par 41 points ;(webs.and bottom chord intersections): Attach wood
-of'0.128'�x& r blobk:('�).-witb-1WQ_-(2) rows Nails
Gun. ails at. 0' 0. 0. per; row,. staggered UP applied to the
6760 Forum Drive Suite 305, bria'ndo; FL. 31.2821 - (OPP) 521-9100'-1(8(.3$) 422-8685.
wwmalpineitm=m
ALP' E
AN MCOW"
single ply -girder face; with an'additional (20) 0.128"x3.'o" Gun `Nails a#:each panel point. applied `to the,
wood. 6lock.fare (See igure'2 WOW)..Please refer to th6.Simpson Strong -Tie Catalog C=C 20.19;
page 216; Figure.1'for t ore information.
WO
. tom' �t � �ri:�Yr''�l ^C• � _•
f '
' .• zr -ram. ...-.. •�•- s�T'"'
Fgure2l�
.... ..........
The' application of prefabricated jack scab truss foi' Wood filler:blocking or wood blocking to; achieve full.
design load�value forface�mounted hangers. must be approved by the hardware manufacturer:•
:All.edge-and end: distances, and spacingforall nail connections -must. be sufficient to'preventsplitting of
'wood.:
If I can be. of any further assistance:or if you have any: questions, please -give -me a call.
Sin :c ly,►,,,►,,,,,INnihy, .
\+
�i .i ENS
• `f
No'...70861;
:o: ; STATE f �r.
William H.-Krickp.E'. '
Chief Engineer '°�,P''.0
:R:1D .
Alp'in'e an 1TV11' Company /p
Engineering Departm.erit.
Orlando; FL.
6750 Forum Drive: Suite'305, °Oilaiido, FL .32821 - (80% 521-9.790 - (863) 422-8085
r �Nww.alphOtw:com
ALPINE
M"Cowftw
April 26;:2019*
Mr. Bob Michaelis
Carpenter Coritradtort ofAthenicaI ne.
Avenue �G-j N .-thweAt
Winter Hav6n, FL 3388 . 0-6201�
Dear. Bob,.
.R6- Str6noback bridging. ' on eb6ftruss6t.
..
I understand thete. is some. concern over our 'reddMtn6ndations f6rstr6tibback bridging on r'oof'tru'
sses,
'86-angliAck bridging for roof trusses is not.a requirement of-ANSI-7PI 2014 nor is: it a requirement of :the: -6 Component Safety Information E'�uf sfrongback Building Corn bridging 'on`roof trusses is
cled. by_Q'o hte�_Cofifekto _Contractors . s -.6f:.-Amerida:. -Str6hgb46k bridoltig,,seiry , es recommended: rp@� the follqwlr).g- two.
functions:
— One, bridging aligns the bottom -chords after they: pre- set Aso.. they -are urifform, along the''ceiling
fine and " ;j'is-" ' '. '; ''i"' M " .. uniform . . . . ..
in nd h p with-COiling�sorvidetibi
Twoi bridging reduces relative d6flecti61ni of. adjacent -trusses:,
Strongbackbridging .doe's: tiot.;-or6Vent-prreduce -overall' individual d6fle6fiah, especially -ahy roof trusses,
...... . . ...... .. ......... .. .... _ ............ . .. . ....
.. .. ....... ........ - pf
s does not e . s :temporary or g6ftnafibrit: bracing and is not
St pngOack- bridging in roof. trusses d 's ' o . serve .6 tem 6 ..ra g
ihten,d6d to .distribute.
I or design,- foods. -between cusses. Consequently, no desido load' have:
d`,§tribuie .8
.been accounted for'With this detail and continuous §trdhgback.bddgiho shdUld'hotb6:Atta' ched between
torbilrion and girder trusses. The use .:of bridging shall not. `interfere
str9rigbac .erfere with other, design
k b., dginq
considerations as specified :by the Engin' . e0r'.Of R6cotd or the Building: Designer.
-The outer ends .ofthe stronig)'Nack bridging s shad . I be attached. -to awall .*or anpthorsecure end. restraint;
t- -or
ap,specified,.by the Engineer of R66oWi6rAlid BUilding..Desjjh&r..
Strofi-back- bridging be f6. minimum OJ W borbiriai IUM On 6 h the d' . co:
9 lumber. ori t d t 0 epth. vertical:.
. . i . Attach
with *(8) f8d :common. nails (p. 1'62N3..5!) nails At:. each intersecting When -extending the
-
strdn back bridging overlap by -at. 'a.minimum of twofrusses. The-.Jocatioa of. fho.qtroogbackbridging`
maybe specified by'the Truss ManUfacturieri,. Engineer ,df,R6dord,. or Building Designer: Please ieferto
k-S! ""St'rong'b'ackihg'Provi�ions." or to Ajp1rie.:$Tk8R-jBR1014 deid for more. information. . shown (Figitre:1) is . Provisions" ' . .. . ....on. The'. graphic
'; -: hu'
,6760 Forum DriveSuite 305, QrlMdo, FL 32821% - (800) 521-07K.- (863).422-8685
WWw-.WfJin6itvV,0m�
Figure-1,
-If Lalhbb of any further EissistariWor-ifyou "have :-.any questions; please; give me a call.
William He Knck. Plz.
phief.Engi.heeir
Alpirte an [TW.:.Co.mpany
Engineering D 6pa"ttmen"t
-Od6ndq; - FL
-576.0.'Forum Drive Suite:365, Grbfift FL 3282:1* (800). 521-9,790 - (8153).4224685
ww '' I- tw W.a pin.e.1 ...com
/b
w4f ' _V 6W
;SCAB'
STRUN63ACK. BRIDGING RECOMMENDATIONS
'SPLICE
I WITH 10d:BDVGUN
NAILS IW-.9 ROWS"Af
MONGBACK BRIDGING' ATTAbHMtNt. ALTERNATIVES
AN ffW4MMPAW
071313WOrtUdva
VW10 200
matylaw Havhts, mo 63.0413.
or
lob
� All scab -.on blocks sholl; be: -(x minimum, �2'xe4:
'stress g"Oeol
mo-ALL str9ngback bridging .and bracing shiitt ,be :a.
mInhUo 2X6
P- . Ine . purpose
pose of strondb.ac--k briclo to-
-develop load sharing between' Ind tr..1YSsesT
resulting Ih an -ovdrpkLl .1hcroasg- In -the
stl-Omess�.:of- the. floor. systemi 2x6*
st?'Ongback bridging; pdkitlohdd• ids. ishbwn In
Cletalls, 'is recommended at 10' =0` -D.C. (MOL)<;)
sm-3160: terms: 'b ' 't ' -1.61bIrid' :and :Ilord'dmq' are somei(mes
mistakenly: used Ant' ' e "1natihg`� Is: -PLn
, rchanqt
imppr'.tom*1 structural r'p'q'pdrelment of dny• floor
or raof system, R.efet- 'to.- the Truss. DesIgh
'Prp;*ing (TDD) :fors the; br4cInb r'k-.cjuIr.'bments Irid'h fb.i-
L -6c Iv'IcIQAk .-truss component, 'Bridging;'
particutaMy "strongbqtk.:';brIdgIng' i's .,Q:..
s r rec6mm.ehdatJdh- f bi.tr�u$- system to. help
control I'vi . bro. tior) In: addition: to alcilrig.. in the:
dlstrby�tian of point' tbaols betWee__6 adjacent
truss,k 'I .-strongbac bridging serves -to reduce
Na
qTS
bounce. or reslaucLl vibratiom 'res-uttino: frommoving point
oin't .10,4fti:50ch as footsteps:
Tine Perfor'mancO. of. -all 'floor :systems -are..
enhanced by. the. installation of strbngIa.aitk-
'
IorIdglnb and -t.hLiK6fOr.O:is strongly recommended
by Alpine,
For additional jnfdj^hatbh regarding<j7trongboqk
bridging, refert.6 3CSJ'OuRcling 'Component
Safety'lnformatlo'n5.
A -Um' PSF REF
T&M. ;PSF HATE.
CM PS
Nb. tE; , 6' 1. ... t. - . . .F . .
IIRWG
11
&L PVF-
3TAI(E - F
A ).,( 'PSF
SHORING- Q.-ETAIL
E.N.
A-08
.. .. ..... ...
:f
Hf, P0,
4--X:44
1
2? Xl
-ks: 71
q, H
POST$- -'V.
sq ia
Is
B-CAL11.9 NONE'
-Pal
Rat am
177
I UNV La 0
COM- e
J..
. . . . . . . . . . . . ... ............
NO T -IF. AlA LETS -OF -CQNSI� TIM Al'54-1-AL A-11-13HING, �ORE
HAW*�500# .14RE. "Tv B'E' &LA,op-om -�-4008 TIP - !k,. 5'011-Ma
W. 4kfl% HA' r -c
NTRATE '0
9ST-00 VC-STAL.-
AT IL AST 2-TS U.58: S.
'D WrO.- FOP,'LUMBER PLATr-..S AND.'
i.0 4EIR 0 T A 00
L
t I w. ttk i I W a :NOT-R... IAL -0Q -A f:
TO. W URPLIM-
Oy FFI f11`DA..
Ric. blo& 66-'Of
Cracked or Brok6n
This drawing specifies repairs for a truss with broken chord
i
or web member,
This design Is valld only for single ply trusses with 2x4 or
2x6 broken members. No more than one break per chord panel
and no more than two breaks per truss ore allowed,
Contact the truss manufacturer for any repairs that do not F
comply with this detail,
(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, same size, grade, and
species as damaged member, Applyy one scab per face,
Minimum side member lengths) = (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 stmggered,
Nail using 10d box or gun nails (0.12810', min) Into ear-h side member;
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail 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.
S.
L L
e
�Typlcai ~
+ o + o + o + o
o + o + o + o +
Stagger
+ = Back Face 10d Box (0.128' x 3', min) Nails,
o = Front Face 2x4 Member - Double Row Staggerf
2x6 MMember - Triple Row Staggerer
Nail SoadnQ Detail
Member-! Repair Detail
Load Duratlon = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12'
620#
635#
730#
B004
Web Only !
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Cord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30'
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
.36'
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#.
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
439544
4500#
52250
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
LMJNnun 7 l
Distance
Hlnlnur
L Distance
7f ��
ONVARwNQce READ An fOLUN ALL WTET ON THIVDRAVi1101 REF MEMBER REPAIR
mWORTANTss fUUSH THIS DRAVDIG TO ALL CDHIRACTDRS 14MUDING nE DISTAILERS.
Trusses requlev extreme core In fabrieatinM hvAkv, sNpp1Installiro an and braeino. Refer to d DATE 10/O1/14
/ollor tM latest rdHlan o1 ]Csl atuud►�o Dorpavnt Safety ]n ornotlon,, By TP7 and SBCA) far sofrty
pr•aeUers peke to perfrred+0 the t functions. Trotallers shall provlir tenpororyyhraeNp pr 7CSf.
Unless rested etMn6rt, top ehor�aholl have prbperly attae7»d ttruetural sheatlNrfD bntl button ht o► vales
erd DRWG REPCHRD1014
ahnll haw a proprrfy attncFkd rip_W cd4+o. Locations sheen for prrnonentA alo�tteral raetro
�1SJP
o eaW face
Q I 102IL.I�1111=� Rrfsr io drarinps ffoA-Z Ier standard plat. poslblon.,
Alphe, n dNlaton of ITV lu6dlnC Crnpanenb Oro fnc, shall [et be rnpomlble Fore devlIatbn /eon
AN ITW COMPANY tNs �roriny any faAurr to build the 4uss M eon�ornener rkh ANSI/TPI 1, ar for l+and�D, shIPDMo,
l7stal10.tlon L •1yodnp of irucces ,
A sral•on tYls dro►InD x tovrr pope UetMp iF,ls drorl•.p, Lidmias aecrptonce of professke.ol ��
any
respr is __ solely for the des sheen. Ter sWtahllty aril use of CZ drerW
733BD Lakehiil Ddve for eny sirueturr le the rnpaark set
oP ijo D gene al voter per AHSIIfPI l Seet, .
EalhDky,Mo63045 For non Infarnntkn see thlr Jobs general notes ppsCCe aA9 t77ese reb sltesi SPACING 24,0' MAX
ALPINPj rw.al ,9lts,eenf TPl. vw.tpintt,oroi SDCN rvr�sbeinductrya;t 1CO rrrJe rv.0rg
gpd.E
BOARD
axi)
i m
.. ' V E'Y'F IN RAM
Lumber Size and Grade Alnumum Requirements.
• B aii,fiqaid— 4xi'6 2x*4L ICKINIX TRUS$-
jiV#j2,`D02* 6eqcr TRUSS UNDER VALLEY -FRA'
—=bF VACLEN' RAFTER.OR RIDGE MING
cm 4tAlI50L9
p4fs 6h-ciAl-s P.ifW'6 bdh-e r
4W � 2j(wl i4w and
CrR
aab ytcO focations are
Trimvk, vmrkffif.ln tdtolK&.Hd§a- Wd-voiha p
r7 - 111 stager rPV,:3.
1, O.0O.C.91
4 . (YSFP)
12 Ediim cut-FAfkALLEL lb , VALLEY RAFTER
BEAM, -EVERY TIORR
RAFTERS
-b:
7t[15:dr�Y�ing.appliesto'YallaysvYttt[:thafoltd.3Yld��condlt(ons: _Install.
gfiV 14-
-.M.ax[mum #fqAn'lp,'df height; 3,04-t
.i& 149 mph,.Enabsed, Cat 11,
A --XiT ftloted,-Exp Di IUN-1.0
-16, 1.80 mph; mp'h;
VAL LET V PLA- t- Notes
14-
en
r th rd Ul Offilp'
!-.TXPJ44L.
-I{1NUNSA1'a
i.
briafter,
are
;.are.not used,. 1
41$0 leli 6t us'ad,
ant Not hted'ofhe��ui�
traits'
7.
&%l&!dffdjd.
4 1.6dto"ills
'416d'we+nallt
ieathirtQ
3.
Cfjp`-0le.tcif.arfibi.
4.
5-3-6dtoe-WIfs
4 2 5d tae;jfzl fi
S.
-Sldapdi tki-taHi,
4*2:6dtd&ftlls
3 loo tdEkMUs,ea.ch sleepe r.;ky.u$s
6.
ii dge:bqbtrA-:6-roof black
4 16't toe-TISUS
•R99OAOFLPgcN
.7.
--fridje-lej , Sed f4tr.05-
4 l6d.W"Os
S.
.-Fruffld t% (TYR).
3c16.0-wa-na#s.
.g.
Trilsio,., kli3zkini
416d.toc-011f
10.
Truwtd;olppte�
4144--tvVO)li
Yr. am -t a d tlp`m P
-
4S6d.toa hail's
:ARE USED)
.13.
:Obv bearn tb. mftdt
4 l6dlole-nalls.
NOTE;-.16a:1Q-16:& AS-41 d0MMb1Y
NAILA
WVNWO� Am. -wli FVLUW� At WMI CK
.-Tt.- - U
46 54
PZEP NktkY -PA"MqG
2.1 r.
kiracha. per.
Tc ILLiti
ZO 7 1
M
DA101�'�A4
D R W..G V, CNV-180101-S
-ow Xtr
tt.'V,�
�v '.P 4;;qi, -Aw� td%.� -tG nth fQ0.,
WD&� ww.,m 13
tTxyt 60
Ul 0
.0 0 0
.0 0. 0
NE
M Tfwctiti
Ami 10.,iu AKftn
ap xw &IdT, -e- stlau. n Am F.C#mvobLm. er V�
Al or "C' P
W
P4. . '. , ..
L.D=-7
Q
50 1 61
kll
"
Ai"� Trw-.wat.Qk#* dvokv
im
441-wm
Mvlr�' ?�ylw
*U*Alty Of NALITK
f-
fcr , - - 1
4 H.':�b' z
64M
::SRxLi c• q ABovs
b, I
Face -Mount Hangers - 1-Joists, Glulam and SCL 1�(
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
rel
U
v
. Carried
'Dimensions "
Fasteners''
Allowable Loads
Member
(in)
Actual
Joist
Model ;
Min l
DF/SP
�� SPF/HF
Code
Size
No
E
`y Weh
M
Species Header
".
#Species Header"
'
Ref.
(in.)
s Sbff
W
H
B
Face ,
"JoisT
Uplift
Floor
:Snow
Roofi
;Floor
Snow
R66f.
Regd
0)
4{i.15}{12;*),.(i00)=(115)'
(125)
IUS2.56/16
-
2$/a
16
2
Min.
(14) 0.148 x 3
-
7O
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0,148 x 3
-
70
1,805
1,805
11,805
1,555
1,555
1,555
21/2 x 16
MIU2.56/16
-
2%
106
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11h
230
3,455
3,920
14,045,
2,970
3,370
3,480
U314
✓
29/16
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
✓
29/I6
141A
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975
3,360I
3,610
2,565
2,895
3,110
IBC,
-MIU2:56/18
-,
2OA6
171s =_
_
21h
-
26 "0.162 x 31h
( )
(2} O�T48 x 1`.230
,
3,745
4,045
4 045j
3;220"
3,480
3,480,,
FL,
LA
21h x 18
HU3161 HUG316
`• ✓
2?h6
141Y
.2'h.
-
(20) 0.162 x 31h"_
, (8) O.i#8 x 11h . �:
1515"
2,975
3,360
3 610-
2 565
2 895
3,110
21h x 20
MIU2.56/20
• -
29/16
19316
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
21h x 22
to 26
MIU2:56/20 �, _
• : ✓
.2sti6
197/16
21/z
-
(28) 0162 x 31Iz
(2} 0.148 x 11/z
230
4-030,
4,060
4,060
3;465
3 495
3,495'.
29/6 x 91/4
to 26
29AG" wide joists use the same hangers as 21/2" wide joists and have the same loads.
3 h -
M63.12/9
L -
3
"" 91M
2'✓z
--
_
_(16)"0.1fi2 k 311z
(2} tf 148 x 11Iz'
230
2305
2 615"
€ 2 820 1980'
2,245`
2,4 25
x�9
'
HU210 2 ! HUC210 2'
• ✓
3=
$73/1c
21h
Max.
' (18)"0.162x37/(10}i0148
x 3.;
.a.:5
2;680,
3,020`
3,25012;305:;2;fi05
2,800`
IBC,
MIU3.12/11
-
31/a
111/6 .
21/z
-
(20) 0.162 x 31h
(2) 0.148 x 11h
230
2,880
3,135
3,135 12,475
2,695
2,695
FL,
3 x 117/a
-" ' "
tiU2122 PHUC212=2
✓
3%-
--109Az "
--21✓2
idlaf�:
" (22) 0.162 x 31/z
(10) 0.148 X
1;795
3;275'
3;69�
3,9'T0 2;820
'3,180
3,425
LA
HI1;195%i 7HHlr1, 1
.,
111/
I `113/--'
91h
-
194%n1R9s:4h--
: 7191"nURv3
HU3 25/161, `
HUC3 25/16 '
3 ✓4
=
131J6
21h.
Min:
�(26) 0.162-x 31/z
(8) 0148 x 3 ."
1515`
2,975
3,360.
3;610 t 2 560
2 890
3,105
.
Max.
(26) p 162 x 31/z-
, (12)`04 x 3 `,
r;.,5
3 870
4,365
4;095 3;330],3
755,
4,040
-
HUCg,,
31/
-
(12)1/4".x21/z"SDS
_,
l
554,
�I3%glulam,
,
F3L
HGUS3,2�u/10 =
3'✓4
( ;-S6la"i r
" 4 "
(46) OA2 x 31/ ,
(J6)x31/z,
4;095
9,100
9,100
i 910D1 7825;,7,825]
7.825',
IBC,
HGUS3c25/12
3'14
l 405/a
4"',
-,.
(56)"0:162 x 3"4`
(20) 0.162 x 31Iz
4 40
'9,400;
9,400
9,400 8 0$5
8;085,
8,085',
FL
LGU3425" SDS
t0,
4?h,-.1/4"421✓z",
SDS(12a'x
21/i"
'5,555,
62
ri a�,13,-
40
5 f
5,265''
HHUS46
-
35/6
51/s
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405 2,395
2,715
2,930
31h x 51/4
HGUS46
• •
-
3%
47/1i6
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230 j 3,750
4,200
4,500
HUS48 w
•' •''
• -
189A61
.614s
2
: -
(6) 0.162 x Alh
(6) 0.162 x31/z .:
1,326"1,595
1,815
1960 1 365,11,555
i 1,680'.
31hx71/4-.HHUS48='
•' •
-
Ni
71✓e,
,3 `.-
(22)0.162x31/2
(8}'fl162•X"3Yz
,7801
4,210
4,77015140
3615
4,095
4,415
HGUS48 '",
,• •"
=
7'f6. '
"4"
.+,-
(36) 0.162 x 31/
{12} 0.162x 3?h �;
3;235`
7K460
7,46&
7,460 6,415
6,4315
6,415''
IUS3.56/9.5
-
3%1
91h
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455 1,020
1,160
1,250
MIU3.56/9
-
39/16
8'-Mfi
21h
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615
2,820 1,980
2,245
2,425
U410
✓
31/16
83/s
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465 1,735
1,965
2,120
HUS410
-
39ti6
815/16
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615 1,820
2,070
2,240
HHUS410
-
3%
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445 4,845
5,486
5,545
31/z x 91/z
HU410/HUC410
✓
39/16
8%
21/z
-
(36) 0.162 x 31h
1 (12) 0.162 x 31/z
3,235
7,460
7,460
7,460 6,415
6,415
16,415
H000410-SDS
-
39A6
9
3
-
(12)114" x 21/z" SDS
(6)114" x 21/2' SDS
2,265
4,500
4,50G
4,500 3,240
3,240
13,240
HGUS410
-
3%
91✓G
4
-
(46) 0.162 x 31/z
(16) 0162 x 31/z
4,095
9,100
9,100
19,100 7,825
7,825
7,825
IBC,
LGU3.63-SDS
-
3%
8 to 30
41/z
-
(16)1/4" x 21h" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720 4,840
4,840
4,840
LA
MGU3.63-SDS
-
35/s
91/4 to 30
41/z
-
(24)1/4" x 21h" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450
19,450 6,805
6,805
6,805
IUS3.56/17.88
-
3
- 1171a� ,.
2, -
_-,
(12)'OJ48 x 3 a
70" "
1,420
1;615
1745,1"1 220
f 1;390!
1,485;
MIU3.56111„ ,
-
l3' 6
,171/a
21h
�-
�(26):0.162 Oi'
- (2)-0.148'X11/z �_
210
2,880'
"3,135
j 3,135 247512;69512,695t
✓ 1,30A61- - 110 1- 2 -,
31/z x 117/6
':HU412 /.HUC412 b
• •"
- "
3 46 j
105fi
21h
fjjax
`.(22);0:1
HUCD412�,SDS
•.
--
3 6
11:_,
-
"(14)M4"x
HGUS412,
"
- i
3 A
1 ' .10?ti6
4
-
(56),01
LGU3:63-SDS ,
•'
-:
i 341
8 to "30
41/z
'`-
(16)" A" z
�MGU3.63=SDS"
-
�31%,
9?/ato30
"41h�,--.
(24),/,
HGU3.63=`SDS
- f
'35/6
; it lt`o"30
4?/z
,-"
(36)1/4" x
46
See footnotes on p.150.
r
THA/THAC
Adjustable, Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower.installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header.— see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within'/4" from the edge of the top -flange members. For
the THA29 •nailer used4orejoist attachment,must be driverratan --_
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the. joist.
• Face -Mount (Min.) Installation —.Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all,nail. holes in the straps will be filled. .
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the.supported'member hangs either partially or
entirely below the header.
• Face -Mount (Max.) installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following.models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/s" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
Double-Shear
Nailing
Side View;
Do not
bend tab
13/4' for
THAC422
for
422-2
426-2
THAC422
1Y4 typical
21/2'for THA422-2
and THA426-2
THA418
Double 4x2— 2face nails
Use full table value (total)
Single 4x2—� a,. 4 top nails
Face nails Top nails See (total)
nailer table
pertable per 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 heade
Dome Double -Shear
Nailing Side View
(Available on
some models)
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
ryplucu r rl ycv
Top Flange Installation
er to
tnote 5
p.187
86
THA/THAC
........................................................... _......... _............................. _..... _...................................................... _... _........ :................. _........................... _............................ ....................................... ............ _ ..........
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion •protection. For more information, see p.15.
a
11/z - 1 (2) 0.148 x 3
(6) 0.148 x 3
1 (4) 0.148 x 3
525 11,750
1,750
1 1,7 50
450
1.1,330 11,330
1,330
THA29
18
1-1/8
911Jis
51/e
2M6 - (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
)8
1 sla
135fis
51jzl48
x
i„
��..
•
THA218
18
1 %
173/is
51/z
2 (4) 0148 x 3
(2)0.148x3
(4) 0.148 x 11/z
1,460
1 "60
1,460
1; 10 1110
1 10'
THA218 2
16
-31Ia="
17111446
.8
„,
`2 " (4} 0162x 3�h
',(2} 0162 x'31h
6}'Q';1481t 3F1.9611)
a 3
, rts9 "'
191d . =
I;49�i 1 ui a
1 515" "
FL,
_:.
LA
THA222-2
16
31/a
22%
8
2 - (4) 0.162 x 3%
(2) 0.162 x 3%
(6)0.148x3
1 1;9'.'5
1,995
-
1:490 1,515
1 11515
THA418
116
1 3s/e
171/z
71/s
1 2 1-
(4) 0.162 x 31/z
(2) 0.162 x 31/z
(6) 0.148 x 3
1 11,960
1 1,995
1 1 Q95
1-
1:490 11,5151
1,515
�THA422 :
16
35Ia
e
7f
2
r�1) 062 xA31
(2),062 X3i
(.C414871
i
1 995'
T t9ti f t t11=L;
e,
..
THA426
1 14
1 3%
1 26
77/a
1 2 1-.
(4) 0.162 x 31/z
(4) 0.162.x 3%
(6) 0.162 x 31/z
- 2,435
1 2,435
1 2,435
1
12,095 12,095
1 2,095
THA426-2 114 1 71/4 1261tis1 93/4 I 2 .1 - 1(4) 0.162.x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 31/z1 - 13,33013,3301 3,330 1 - 12,86512,8651 2,865
THA29 118 115/a 1971/e 151/a I - 1911tis I - I (16) 0.148 x 3 I (4) 0.148 x 3 1525 12,26512,265 I 2,265 1450 11950 11950 I 1950
THA218 118 1 15/a 1173As l 51/z 1 - 1173A6 I - 1 (18) 0.148 x 3 1 (4) 0.148 x 3 1 855 12,450 12,450 1 2,450 1 735 12105 12105 1 2105
THA222-2 16 1 31A 22YIs 8 1 - 141/s 1 -
THA413 $ 35Ia3is 411z, „ 1.1331a
THA418 16 3% 171/z 77/a - 141/s -
THA422�'6 3% 22 `77/s41/1s
THA426 14 35/a 26 77/a - 161A6 -
FL I
0162 X 31h (6) 0.162 x 3yh $` f1, 3 i c o 595; 2,P45 2 84 },8� : IBC,
FL,
0.162 x 31/z (6) 0.162 x 31/z 1,855 3,310 3,310 3,314 1,595 2:845 2,845 2,845 LA
0.162 x 31/z1(6) 0.162 x 31/z1 1,85513:31013,3"101 3,310 1 1595 12,845,12,8451 2,845
0.162 x 31/z1(6) 0.162 x 31/z1 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855
FL. I
THA426-2 14 1 71/a 261tis 93/4 - 18. -
0.162 x 31/zI(6) 0.162 x 31/zl 1,855 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 bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads 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 loads.
6. Refer to installation instructions regarding fastener installation into carried Ooist) 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.
SIMPSON
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
2v��EERFG This product is preferable to similar connectors because
k+ of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
J)
b
The double -shear hanger series, ranging from the fight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative Bauble -shear .ailing that distributes the load through
two points on each 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.
Nbt designed for weld6d o'r"naTer 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
Nairing
Top View
Double -Shear Nairing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
CVV some models)
1. for 2)es
1',Ae for Vs
fl.
�II
10'
LUS28
HHUS210-2
PW
MUS28
Q
6 OP
L nj:. II;n
n t.
V
A�
2^�
H US210
(HUS26, HUS28,
and HHUS similar)
Or HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Model
No°
Mir. a
Heel
H
Height
Ga.
Dimensionslin.)
Fasteners- ;
W :
H �,g
Carrying Carved
Member
Single 2x Sizes
LUS24 °
25/a, , :
18 .'
111/i6
3'le .i
4a/a ,
_ 1/a
1 1a '
`{4),0 748 x�3"'
: (4) 0148 x 3 E
(2) 0.148 x 3
(4) 0.481C3
LUSH
4"Ja`.:
MUS26
4%
18
'l IA6
5 A6
2
(6) 0.148 x 3
1 (6) 0.148 x 3
HUS26
4-A6
16
1 %
5%
3
(14) 0.162 x 31/z
(6) 0.162 x 31/2
`HGUS26
4sl'a-'
12
. i s/a
5ale.,,,(,�'5
°
'(20) 0,162 x3Y
l {8) 0.162,X 314
LUS28, ,,.
4%11'1616
-
:65(ea ,
.1?✓a ;
(6}.p148"x,3,'"''
., ,(4) 0.148,X3 ;
MUS28
65ti6
18
151,
613A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
HGUS28
69A6
12
15/a
71/s
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210
41/a -=
_ 18'
19A,
' 71� ,s
,13/a
{$) 0148 X,3, ,'r'
{4) 0.14$ x 3„
'HUS210
�8a/s
0.162 x 31/2,-[,(10)
6.162 x.31W';
HGUS21p
,8af6.,
12"
14 y
9M8
' '5',
(46);0.162X3'lz--
�,(16)0.162x 1 x
V1. See table below for allowable bads.
N
1=
.a
N
IL
Q
Q
=1
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
1 with Strong -Drives SD Connector screws.
See pp. 335-337 for more information.
DF-Allowable Loads,,,'
- SP Allows ble Loads
SRFIHF Allovuable Loads
Cade:
Model
h1o, Upliftl `Floor . Snow ° Roof: Wind ; Uphft1"" Floor 'Snow " ,�ioof Wmd Up11fti Floor Snow Roof Wind` Ref.,_,;
(160) (100) {115) (125) {1B0) (160)"; , (100) (115) 1125) (�60) 160) ? (100) (160)';
Single 2x Sizes
W824f
48,
,676 `
°' 765 :
. SM
'1,0,45
,435 °
.725
890'.
-1123
,:.
495°,`
-< 565'
805 "
: 770 ,
LUS26
1,165
865
990
1,070
1,355
1,165
' 935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26'405
.,'156�--
1' >3,`
1,a60°S)0;
a:W
955,..
1090
1;180
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3:280
3,280
3,280
1,150
2,350
22660
2:780
2,780
HGUS26
,c�r`;4
"4,340:
4,850
5,170 .
5,390,
to 67a
?4;690
; 5;220,
•,5,390
-5,390
£3fl ,�
;610 .,
, 3,870
3,985 ,
IBC, FL
LUS28
1 1,165
1,100
1 1,260
1,350
1 1725
1 1165
1195
1,360
1465
1 1,730
865
810
925
1 1,000
1270
,MUS28"
,(,320 ,
T1,730'
= 1,975`'
2;'12,5
225 .'
1 ku,,
"1,875
2,135
'2255'
-2;c55
.1;f50
'-1,270 ',
1;455
1,575
1,9"rs.s
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,005
1,480
3,520
3,520
3,520
3,520
HGUS28
1,650
7;2751'
7,275
7275-,
7,275
'' 1,650,
7,275.
", 727w`
. 7,275, '.
7,275<
` 1,320 ,
,3.67b
;3,820
-:3;915
"41250
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,50
1 113C, FL,
HU8210
2r63
5;450 "
5,95,=
5,830
5,830
'; 2,6381
` s5 •
- s,7 SO .
. 5,83J .
:5 a�0
2:22
`2;33'
2,4L5
2;53' .
2; 325'',
LA
H US210
2,090
9,100
9,100
9,100
9,100
2,090
9'00
9,100
(3,100
9.100
1:545
6,341
6,730
6,730
1 6,730
1 1BC, 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 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 451. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
' side
bpeciry angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle'(non-acute side).
94
LUS/M US/H US/H H US/HG US
These products are available with For stainless Many of these products are approved for installation
19 additional corrosion protection. steel fasteners, @ with Strong -Drive' SD Connector screws.
For more information, see p. 15. see p. 21. See pp. 335-337 for more information.
S,
Fs-!
77
Double 2x Sizes
LPS24 2 ' "'
2%
31/b:
1�'31�
"2,, :1
) 016 2 X 31
Oi��,
31/k
4,0162X
2x 1/2
1030,
1,170,695`
61
_8
HHUS26-2
45A6
14
3-A6
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
14,250
1,135
2,435
1 2,745
2,935
3,655
HGUS26-2
49A6
12
35A6
57AG
4
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
3'
2,
)�01 62 x 3
J4 1/2
61 1
40
�030
�916,
301+"
86i
q'148
IBC, FL,
HHU8�8-2,:,',"
9A
"6 6
14,'
'714-
3
-(22)�O.� �x
162 �1/21
6 Z'x 31/2
,7§01
',265,
4',
A 810
1,515'13,6
0
_,1 'A
'A '3 5
.435
1
5il
LA
HGUS284-"`A'
69A6n
'; 12
3-546-
73;
4,
A 62 i 3,1�i,
62 31�,
x
�,�5
7(
0
3,466,
`2,780'
6 415,
,6 05
6;41
6,415:
LUS210-2
67As
18
31/a
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1;245
1,575
1,785
1,930
2,435
HHUS210-2
83/a
14
3%
8 7/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3r5501
5,705
6,435
1 6,485I
6;485
13,335
4,605
5,340
5,060
5,190
HGUS210-2
89A6
12
3-As
ff%
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
1 9,100
9,100
19,100
9,100
13,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUM-3
11,
41%
.1162`x8lW
4_
85
�,730
4 79
4;4�4,�'
'4',795�
IBC, F L ,
'12":
OAA
711a
;,(30�0,16�x3i/2
'
'31A
3;238
460
7,460'
278Q,
6:418
05"
�6
LA
HHUS210-3
.8%
14
417A6.
87/8.
3
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
b13A6
12
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
5
7,82L
7,825
7,825
7,825
HGUS2124
62i" 'h
1 3,
�b ql�
PQ4
A04 J
-,
7,78
IBG, FL,
LA
Quadruple 2x Sizes
oy2_-F'Az 4, J VUXu' 6 V'IL- '4' ('HO' I IBG, FL,
71/4 1 12 6-,16 7-As 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 13,235 1 7,460 I 7,460 7,460 7,460 2,780 1 6,415 1 6,415 16,415 6,415 1 LA I I I �Lj
83/.T14 61/. 87A 3 (30) 0.162 x 31/2 1 (10)0.162: 31/213,40515,63016,37516,48516,48512,93014,84015,48515,57515,5751 FL I
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/a
18
39A6
63/4
2
(6) 0.162 x 31/2
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
2,0301
910
1,130
1 1,280
11,385
1,745
IBC, FL,
HUS48
61/8
14
39A6
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61/2
14
3%
71/8
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
06
12
3%
71A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
WS410,
;',ql/4 1
18
8�/4
2°_'
(8) 0.162,x 31/2
6 2, k 3,1/2
1,44S'
"G__;,4 83
1, 2 5
1;5?6
!,��5
io,
435
_AHUS410I
8 Na
4
14
35%
'3
'(3q)�P.162 x 31/2
fl 0�-A162 x 31/2
3,t,�P
5j705
6i43
'4�9 05
5,535
5: 577
5,5 75
0
, ?
J11
X
T�9JPl)
',9100'.,'3,520
__
'
-
q?§_
7825
-
_�n
IBLA
HGUS412
10346
12
35/a
10%
4
(56)0.162x3l/2
(20)0.162x3l/2
5,695
9:045
9,045,
U405
9:0-�5
4.9010
7,780
-7,780
7,780
7,780
HGUS414
11 7H.
12
35/a_
12316
4
(66) 0.162 x 31h
(22) 0.162 x 31h
5,695,10,125
10,125
10,125
10,125
4,900
8,190
8,190
, 8,190
. 8,190
Double U Sizes
FL
1. Uplift loads 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 ANSVrPl 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h' nails in the header
and 0.162" x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 1112" nails in the header and 0.148' x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are risted 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/a". 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 'Is" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
w Finish: Galvanized
L
0 Installation:
O
c • Use all specified fasteners; see General Notes
• Can -be installed filling round holes only, or filling
V round and triangle holes for maximum values
N See alternate installation for applications
using the HTU26 on a2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
d
� - Options:---,------------- --- - -
d HTU may be skewed up to 67'/2'. See Hanger
•Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Typical HTU26
Minimum Nailing
Installation
HTU26
gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for'/2" maximum gap,
use Alternate Allowable Loads.)
1 Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
a
Mln... Dimensions(in.)_ Fasteners.(in) DFISPAIIowabteLoads�- SPFIHFAIIowable'Loadsa°
Model Code
No Heel,
Carrying �` Carved Uplift Floor;f Snow `Roof Wind Uplift � Floor' Snow Roof j Wmd Ref.
Mehiber , Member (166) (100) (115), ,(125) �(160) .(160), (100} - (115) , (125) I (160)
HTU28-2
HTU28-2
2x Sizes
0''/Z
_I/a
',ohs
I J"12',:(GU)'U.IbGXW/zj�L,U),U1425XtV2
1 ,A;gOO
/441.11
aA�4
wv
IBC,
37/a
15/a
71A6
31/2
(26) 0.162 x 3'/2
(14) 0.148 x 1'/x
1,235
3,820
3,895
3,895
3,895
1,060
2,865
1 2,920
2,920
2,920
FL,
71/4
15/a
7'1A6
3'h
(26) 0.162 x 3'h
(26) 0.148 x 1'h
2,020
3,820
4,315
4,655
5,435
1,735
3,285
,i �10
4,005
4,675
LA
371a .
i �a
9'fia
:3'%2 `
'(32) 0:162X 3�h.)
{14) 0148X 1''h.
-.7,330
4 3rj0
;3 0
300.
' a3 u,
•1,145'°
3 225;
i' 3,225
"'3 225
-,6,225`>'
15/a
VAS
31/2
(32) 0.162'0,_
{32) 0148 x 1''h.
3;31 ')>4,705,�
,"a1tY
.,130
.5 995
`;2,850
" 4,045;1
u� i
��4, nv0
5,155
Double 2x Sizes
37fa='"`33is
534
3'/z'�(20)'0.162:0"h
'(14) 046;X3
1,515
2,940;
3;3261,0 0,
a3910
,1,305-
1,850_),2,090�'�2;255.2;465,
5'h -
35i s',
5�fa
3'h ;
(20) 0.162:x 3'h; _ (20) 0.148 X3. '
`•2,175
; 2,Q40 '
3.32u 80
„4 zBC�
1;87,0 "
'2,530<
2,8H T'
38 ,,
1,855'�i
37A
35/ia
7'/ts
31h
(26) 0.162 x 31h (14) 0.148 x 3 -
1,530
3,820
4,310 4,310
4,310
1,315
2,865
3,235
13,235
3,235
IBC,
FL,
71/4
35/1a
7'/,a
3Yz
(26) 0.162 x 3'h (26) 0.148 x 3
3,485
3,820
4,315 4,655
5,825
2,995
3,285
77
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Upfift 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'h", use the Alternate Allowable Loads.
B. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector" software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1'h" nails in the header and
reduce the aflowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
W
Face -Mount Truss Hanger (cont.)
l Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads.(1/2" Maximum Hanger (3ap)
Single 2x Sizes
_
HTU28 (Min.)
37/a
-
15/a
- .,
71A6
31h
-•
(26) 0.162 x 1/2
(14) 0.148 x 1 l/z
1,110
3,770 3,770
3,770
3,770
955
2,825 2,825 2,825
2,825
FL,
HTU28 (Max.)
71/4
15/a
71/is
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
1,920
3,820 4,315
4,655
5,015
1,695
2,865 3,235 3,490
3,765
LA
Hl U210 (Min,) , °
3'la
1S/8
9�s
. 31h
(32} 0162 x,3112
(14} 014$ x 1112
1,250
3 60Q 3 600
3 60[i
60C} r'
7,075
.2,700 2 700 2,?Of3
HT11210 (Max)
a 9114
1/a
9S g''�
31h ,32j
016? i('112
{32� 0 38 x �'/zi
' 355
-" 7{35 5 02QA(i20
5 020',•
2 $OA o
3,530 3,$5 3�i65
3765
Double 2x Sizes
HTU26 2 (Mtn) '
T'la
3 a
5'1,6
3%
,(20) 0162 x 311z
(14j 0 U4 x 3
1 515.
2 340 a S O
3 500
T 00'', 1,305""2,
205 2;2050
2x205.
2 205`
HTU26 2{Max }
' S
. 31e
5'/+a =
31h
(20) 0 if 2 X 3"/2
„ ,
(2D) tl 148 x T •
1,910
2 940 1;30
U? 504
3 5f10 1,645
; 2 205 , 2,205
2 205
2 205
HTU28-2 (Min.)
37/a
35/ts
71/1a
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820 3,980
-3,980
3,980 1,280
2,865 2,985
2,985
2,985
IBC,
FL,
HTU28-2 (Max.)
71/4
T5/ia
71/1e
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,82 44,315
4,655
5,520 2,610
2,865 3,235
3,490
4' 40
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Upfift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Us" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value: The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong -Tie® Wood Construction Connectors
SIMPSON
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16' at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with x 13/a" Titen® 2 screws
(Model 1TN2-25134H) for concrete and 'A' x 2344` Titen 2
screws (Model T TN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP 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 ('/a" x 23/a" —
Model 171\12-2523411) and for concrete CA" x 13/a" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e°-diameter hole to the specified embedment
depth plus'/2':
• Altematively, 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
M6" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
I
J
HUC410
e„. Viz` m
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
15 These products are available with additional corrosion protection. For more information, see p.15.
A
0-
,'
Model ,
= • - :. -- "Fasteners
M... C) 5
uv Lo ads AF/Concrete
Gode„r
GFGM(jlo�able
Standard
Concealed
GFCMU
Titen� 2
Concrete
Tden� 2
Joist
Uplift
{1fi0)
Down
(100/125)
Uplift
(160)
R
:Down
(i001125)
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
HU28 '7604
H62
(6)!4
., 4
400
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
HU26 2 (Mm)
HUC26 2
(8)?/a x 23/a
(8) %d x :13/4
(4) 0148 x 3
7&0
2 000,
760
3,200
HU26 2 (Max)
HUC26 2
_. . f,.
12 „lax 2 /a
( ) +` 3 .-,
(12)1I4 x131a..• .
(6) 014$z� 3
11353,000
.. . ,.:, ....
1•,135
3 950-
HU26-3 (Min.)
HUC26-3 (Min.)
(8) IA x 23/a
I (8)1/4 x 1 3/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28-2 (Min.)-- ',
HUC28= (Mm } '``
(10) %a x 23I4 .
(10)1/4 x 13/a
(4) 0 748 X 3
760 r _.
2 5pp
760
3 725
- HU28-2 (Max) "
HUC2$=2 {Max }
(I4)"Y%4 x 2�a
(.14);1/a x 131a
(6) 01q$"k`3
1135
3,50Q
1,135
' A' 920 '
HU210
HU21 OX
(8)1/4 x 23/4
(8) % x 13/a
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210 2 (Min,j
HUC21a 2 (Min }
° ; ;(14} 1/a x 23/4 ;
{14)114 xa13/a
(6) 0148-x 3
7135
3r500
1,135
4,9 20:'
HU210:2 (Max) _
HUC210 2 (Max) "-
(18)11a x 23/4 1
{18)1la X 13/a
(10) 014$ X 3
i`800 `
4 500�
1;$00
5,085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800 .
5,085
HU212--'
HU212X �„
",-"(10)1/ax 234YaiX-13/a
{6) 0148 x 11h
1135
2 500 <
1,1�35
2 665
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/a
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU2,12-3 (Min), -''
r HUG212 3 (Min }-
X13/a
HU212-3 (Max } '
HUC2,12 3 (Max.) '
(22) ?Ia x 23/4 "-'-
(22} 1/a x 13/4
(i p) 0:148 x 3
800 -,
5,085 `
1;800
5 085
-
HU214
HU214X
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 11h
1,135
2,665
1,135
2,665
HU214 2 {Mm)
HUC2i4 2 (Min)
(18) ✓4 x 23/a '`"
{18�,Ya xi?/a
(8) 0148 x 3
7,515
4 504 '
HU214 2 Max. .`
( ) '
HUC21'4 2 {Max24)?lax
23/a
? 3
(24) / -7G1 /a
.. `}
Ol b ..
.,5 A85
�. .215
HU214-3 (Min)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
1.
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015.
5,085
2,015
5,085
HU216
HU216X
(18)`7/4 x 23/4
-.
" {18) Ya x13/a, '
(8) 0.148.X 11h
2 92A
1,515
2.920 € "
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)1/a x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU21fi;,3(Mm}:'
HUC2163(Min} `...
(20)*ijax2*4 ;
a� (20)1/4x13/a
>(8)0198x3
---------------
1,515
492A
1,515 -�
4920" �.
HU216 3 (Max:j
HUG216 3 (Max)
(26) -1/4 x 23/a
(26)1/a x.13/d
(1Z) O 14$ x 3
' 2 015, ;
?5 A85°=
2,015
5 085
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11h
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16) 1/4 x 1 3/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU9 (Min)
(Not avaUable)" ,
(1$},1/4 x 23/a
(18)1!4 X)13/a .
(6) 014$ X, 1h
1113 , ..
3 230 5
Ih35
3 230
HU9(Maxj �,;�
{Nota+raitable)
(24}11ax23Ja
q. (24)1/dX1ae{10)0I�1$x',11/z
14453735-
1,445
K-
3735
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
I (22)1/4 x 13/.
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30) 1/4 x 23/4
I (30)1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
23
(28} 1/ xaHU14^(Min)
11
1'h
148Noava
1 515
3 485 °
1,fi15
3,485,
HU14•{Max}
{Not available)
(36j1fax23la <°,
x(36111ax13/4y
�,(14)0.948x11h
20154245��
20�5s,
i4,245p,
38
UPLIFT/SHEAR ANCHOR r-V
EACH TRU55 - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE. NTs SKI
f
1,
r
ED HEEL ROOF TRUSSES
PLAN
RIBBON BOARD- SEE
SCHEDULE FOR SPACING a
FASTENING TO TRUSSES
i
�'\—MASONRY WALL -
SEE PLAN' 9`
r
;ram B..�J I
���
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
-SEE PLAN
SOFFIT/FASCIA- SEE ARCH.
=`
W
RIBBON BOARD-
N
O
¢ Q 3
SEE SCHEDULE
U Z LL
FOR SPACING a
Zp oe
w w w
FASTENING TO W
N
U:2 Q Q
TRUSSES
w - 8
zO �M
WALL SHEATHING -SEE PLAN
=
w
3
MIN. 15/32' GDX PLYWOOD OR
I
1/16' 055 WITH 8d GUN NAILS
U
(0.131' X 2 1/29 O V O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN a
TRUS5- SEE PLAN SCHEDULE
,m a
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
m W�"\"'ON:
RAISED HEEL TRU55 BEARING B
SCALE, NTS SKI
RIBBON 5GHEDULE,
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vull=165 MPH
(2) 12d GUN (0.131' X 3')
(Yasd:128 MPH)
2X4 5PF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Yult-180 MPH
(2) 12d GUN (0.131' x 3')
(Vasd=139 MPH)
2X4 SPF02
16,
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHUT TITLE:
.—DE ' -
—EO NEEI ROOFIPoIeefd
SHEET INFORMATION:
JOB NO--
]ellld
DfiF ISSUED: II.BB.Id
OR.YYM BY:
f!EVIEWFDBT:
SK.1
ALPI NE
, WIIWC6,WA N.Y'
January -10',,:.2ff20'
.Carpenter ,'C'diittaitt6t,,s 6fAmerica, Inc:..
Q ule G W
,
Winter,.H`aven;. F-L'33880-'620I
Dear Matt:
... Z. - " , �!
It has crimetomy aftentionl'ihat,some questions were raised concerning -s diameter,
holes .drzlIed thiru the chords iam
fac
e) co),qf' ys42 gable end trusses tq, allow for'
threaded rods used for "tie downs " If ahese.gableends:are over continuous supp;orti
w th one face fully sheathed and the'151 di.-Ilt .:� 6, et-d A ittlM.-zenfer4n f"
face A6 close:
,; Ian; al:es..Or verticaI,,Yvqb4 then;
narer)a!frs.reia-iffrod.- The buss on!y s ipports-2%feet-Offlobtlt dA ',-and-hodddition4l load4,
Ifybu have any qu&ftidh§. Please
give me -a -,call,
sincerely; Y;
6750 �F6pupibri,Ve,. 96ife 306. Nando, FL 328. 2J (OQQ) 5?1
- -' -97RO -(863),42278685
.
w e tY0'qllr
ww"'Eift c m;
" I;- pilpi
7rUSdQGuneit has been eleGtdCl c* sigoW Alpine, an ITW Company
>�Se dtt nga[49RWa�#Ptl0d 6750 Forum Drive, Suite 305
cgAeS Wif110tA W vigind siorwA f'8 mistbe Orlando, FL 32821
vefined using" odgilu 1 e#emotic wBion. ALPINE Phone. (800)755.6001
-'W0ft"k%1w t ANITWCOMPann www.alpineitw.corn
,,, H
........."
a
No. T,t28�51
� � y
STATE s
COA #0 278
03/05J2021
Custoiner'. Carpenter Contractors of America
Job Number. N334496
Job Des✓iption: 7A5,320 ,182EC,E ,R101 / 1828/CAL!/4EBB ELEV.C/E
Address:
nee!
,
Design Code:
FBC 7th Ed: 2020 Res
tntel/iVIEW Version; 20.02.00A
JRef#: 1X3G89750070
Wind Standard.,
ASCE 7-16 Wind Speed (mph):
160
Design Loading (pst): 37.00
Buildin T e:
Closed
This package contains general notes pages; 24 truss drawing(s) and 4 detail(s).
ltecrir ` I3+•aw►rtg•Nant�er~ � Tr'ais� ,<= .. � ,w � �
1 064.21.1307.55475 Al
3 064.21.1307.54913 A2
5 064.21..1307.55443 A4
7 064.21.1307.53068 A6
9 064.21.1307.554444 A8
11 064.21.1307.53054 A10
13 064.21.1307.55100 A14G
15 0644.21.1307.54553 A13
17 064.21.1307.53506 A16
19 064.21.1307.54397 CiGE
2.1 064.21.1307.54695 CJ5
23 064,21.1307,55693 CJ1
25 A16015ENC160118
27 VAL180160118
2
064.21.1307.55365
A1A
4
064.21.1307-53037
A3'
6
064 21.1307..53053
A5
8
064.21.1307.54538
A7
10
064.21.1307,55225
A9
12
064.21.1307-54694
Al2
14
064.21.1307.55412
All
16
064.21.1307.55678
A15
18
06411.1307.53600
B1GE
20
064;21.1.307.54350
EJ7
22
064.21.1307,54303
1 CJ3
24
064.21.1307.53850
HJ7
26
GBLLETIN01'18
28
VALTN160118
Florida Ced&r-ate of Product Approval #171-1999 Printed 3/5/2021 1`11:49 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (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.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; 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.sbcindustU.com.
Page 3of3
SEQN: 249564 / COMN Ply: 1
FROM: RWM Qty: 11
6'1 "7
6'1"7
Job Number: N334496
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: Al
12'11"15 I 19'10" + 26'8"l
6'10"8 6'10"1 610"1
5X5
E
39'8"
Cust:R8975 JRef:1X3G89750070 T10
D rw N o: 064.21.1307.55475
SSB / YK 03/05/2021
33'6"9 39'8"
617
1' 10'
91101. 9'10"
F 10' +
19,101, 29'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in lac L/defl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.081 J - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.140 J -
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.617
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.882
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.457
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
y4ttittltttUOttr����`+'
Loading
�� �• r�`'�'fri,
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.,
�+'�
�'� �/®e•°O' r�O°•.• �/ ����
+� ••
°°°\eJ
e
Wind
°• ' .:
Wind loads based on MWFRS with additional C&C
i
member design.
e
Wind loading based on both gable and hip roof types.
SAT
,,,a:• • ac, r
°•rr e•rre •♦ �`ti�
/01
COA t'i
�ow"W
03/05/2021
m
b
10, 1'
39'8"i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiltn Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq_ Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANR COMP Y
truss in conformance with ANSI TP1 1, or for handling, shipping,, installs ion. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilitty� solely gor the design shown. The suitablli y and use of [his Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Orlando FL, 32821
For more information see these web sites: Alpine: aloineilw.com: TPI: toinst.oro: SBCA: sbcinduslrv.com; ICC: iccsafe.orq; AWC: awc.org
SEQN: 249588 / COMN Ply: 1 Job Nber: N334496 Cust: R 8975 JRef:1X3GB9750070 T25 /
FROM: RWM Qty..
1 ,�7A5/370,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.55365
Truss Label: A1A SSB / WHK 03/05/2021
17122 23'83108"44 I 398
8177'1111••22 5"14 24T11"2
=5x5
F
39'8"
11 1�2 6'8" 80"11 T11"5 1'
FI 8'1"9 12'10"4 14'1 23'8" 31'8"11
i17
1T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
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
Des Ld:: 37.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff%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.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.280 P 999 360
VERT(CL): 0.522 P 905 240
HORZ(LL): 0.120 K - -
HORZ(TL): 0.225 K -
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.964
Ver: 20.02.00A.1020.20
• �• �
i
o- 7,08 1
�t ! ,,
SAWO.,.
�
COA ZNA� ,N
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1555 /- /- /960 /309 /444
1 1555 /- /- /961 /309 /-
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 1413 - 2747 F - G 1409 - 2067
C - D 1715 - 3278 G - H 1217 - 2103
D - E 1437 - 2551 H - 1 1424 - 2775
E - F 1565 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1111 L - K 2401 -1108
Q - M 2867 -1216 K - 1 2404 -1107
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - S
508 - 838
M - F
1684
- 892
C - Q
637 -122
M - L
1745
- 573
S - Q
2530 -1181
F - L
559
- 464
Q - D
744 - 323
L - G
450
- 365
D - M
533 - 912
L - H
477
- 691
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilmp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicab a. Apply plates to each face of truss and position as shown above and on the Join�Detalls, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq_ Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AurtwcornaAur
truss in conformance with ANSI/TP) 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover pa gpe 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use ofuls Suite 305
drawing for any structure is the responsibility of the BuildingPesigner per ANSI/TPI 1 Sec.2.
For snore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750070 T9 /
FROM: RWM Qly: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.54913
Truss Label: A2 SSB / WHK 03/05/2021
6'1 "7 12'6"15 19,
6'1"7 6'S"8 6'51
r
b
o>
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
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 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,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.
Wind loading based on both gable and hip roof types.
271"'1 33'6"9 39'8"
651 6'5"8 6-17
:5X5=5X5
E F
39'8"
9'10"
19'10" i 29'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf., NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K -
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
VIEW Ver: 20.02.00A.1020.20
03/05/2021
10, r
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 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 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - I 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
508 -119
L - F 548 - 356
D - L
521 - 683
L - G 521 - 683
E - L
548 - 356
G - K 508 -119
"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 BCSL Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each faceof truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the -CO A.
truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeenng responsibilityy solely -for the design shown. The suitability and use of This Suite 305
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821
SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 6975 JRef: 1 X3G89750070 T22 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.53037
Truss Label: A3 SSB / WHK 03/05/2021
12'0"15 18'0"1 217"1
6'1'7 5'11"9 5'11"2 3714
;5X5 =5X5
E F
39'8"
10' + 9'10„
10' 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
27'7"1 33'6"9 + 39'8"
5'11"2 5'11"9 617
91101,
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K -
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
VIEW Ver:20.02.00A.1020.20
Wind'` f-4.
Wind loads based on MWFRS with additional C&C tp `�+•+■••"•■■..�'��
member design.! ���r,`,E �•
Wind loading based on both gable and hip roof types. 4' •' �'•
•
o. 708 1
. ww
'w
COA ONAIL �G ,•
03/05/2021
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 1312 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 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 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 1 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -106 L - F 523 - 300
D - L 497 - 674 L - G 497 - 674
E - L 523 - 300 G - K 495 -106
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for 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
attache U rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the A -COW -
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibilitty�r solely for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec .2.
For mare information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249591 / HIPS Ply: 1 Job Number. N334496 Cust: R 8975 JRef:1X3G89750070 TS /
FROM: RWM City: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.55443
Truss Label: A4 SSB / WHK 03/05/2021
s
fM
b_
b
7'1014 1 17' + 22'8"
7' 10"14 9' 1 "2 68"
io5X5 =5X5
D E
39'6"
31'9"2 39'8"
9' 1 "2 T1014
0,
1 offs"
10,
91101, 9110.1
10,
19,10" 29'8"
Loading Criteria (psi) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
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): 0.149 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.279 J 999 240
B 1552 /- /- /965 /318 /386
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.060 1 - -
G 1552 A A /965 /318 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.112 1
Wind reactions based on MWFRS
Mean Height: 15.00 it
NCBCLL: 10.00
Building Code: CreepFactor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.760
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.755
Bearings B & G 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: 0.989
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: 20.02.00A.1020.20
Lumber
B - C 1673 -2755 E - F 1699 -2561
C - D 1698 - 2561 F - G 1674 - 2755
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
D - E 1352 -1728
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRI3 or better continuous lateral restraint to
B - K 2393 -1373 J - 1 1695 - 842
be equally spaced. Attach with (2) 8d Box or Gun
K - J 1695 -863 1 - G 2393 -1352
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 498 -448 E - I 770 -435
for (2) CLR'S where shown. Scab reinforcement to be
K - D 770 -435 I - F 498 -448
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.y{lltl►tflllp1f0����"
Windy
Wind loads based on MWFRS with additional C&C
,l� �'�r��
+���
/`�•.•*I�•+••o.:
��
member design.
Wind loading based on both gable and hip roof types.
�5���✓ �'•��rj�G s�; • %.�
�.• r ` �' +!F- �`
o. 08 1 '
•
SAT O '
COA
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rt id ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the nN mvcOrunrry
truss in conformance with ANSl1TPI 1, or for handling, shipping,installation and bracinq of trusses. A seal on this drawinq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit� solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249592 / HIPS
Ply: 1
Job Number. N334496
Cust: R 8975 JRef:1X3G89750070 T24 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.53053
Truss Label: A5
SSB / WHK 03/05/2021
6'1 "7 16'0" 1 23'7" 15 33'6"9 39'8"
6' 1 "7 9'10" 10 7'7"14 9'101,10 6'1 "7
6X6 = 6X6
D E
T2
12 T4
6
P -5X5
;T o5X5 F
0o C 9)
W
W1
B G
A H
y-
4X6(A2) =-5X5 =5X5 =5X5=4X6(A2)
39'8"
10' 9'10" 9'10" 10, 1
�1.
+ + +
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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 !- /- /964 7713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 /-
EXP: C Kzt: NA HORZ TL 0.119 1 - Wind reactions based on MWFRS
Des Ld: 7.00 ()
3
Mean Height: 15.00 ft - 1.8
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re
TCDL: 4.2 psf G Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799
P
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485
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)
GCr 0.18 Plate T e s :
pi: yP () Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B-C 1841 -2852 E-F 1665 -2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 - 984
member design. K - J 1780 -1005 I - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-K 511 -469 E-I 617 -249
K - D 617 - 248 I - F 512 - 469
iy�tjt�tlultntuftple
•� e
a 0.708 1
a
y
s ,4 ;• SAT 0 •4
•:
l � ,
lft#mp111N
03/05/2021
•'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
bottom have
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and chord shall a properly
Locations for lateral restraint of webs shall have bracing installed BCSI sections B3, B7 or B10
attached rigid ceiling shown permanent per
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the RNI COWANY
in ANSI/1 PI 1, for handling, bracingof trusses. A seal on this drawing or cover a
truss conformance with or shipping,, installation and pa 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solelyor the design shown. The suitability and use of This Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ine!tw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249593 / HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRetlX3G89750070 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.53068
Truss Label: A6
SSB / WHK 03/05/2021
71014 15, 24'8" 31'9"2
39'8"
7'1014 7'1"2 9'8" 7'1"2
T10"14
:6X6 = 6X6
D T3 E
12
6
' C 5
\5
F
SO5
o
W m
W1
B
G
t
AIII
H
�
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
9'10" 9110..
10,
+
10' 19,10" 29'8"
+1'�
+ 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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.159 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- /- /962 1328 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.115 1
Wind reactions based on MWFRS
Mean Height: 15.00 It BuildingB
NCBCLL: 10.00 Cade: Creep Factor: 2.0
Br Width = 8.0 Min Re 1.8
9 q =
TCDL: 4.2 psf
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
BCDL: 5.0 psf
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 itFTlRT: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: 20.02.00A.1020.20
Lumber
B - C 1807 - 2729 E - F 1827 - 2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E;
D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 -1110
member design.
K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 I - F 394 - 358
' ���QiAtlfNi{lp�Jitifly/jI !fl
10' 1 1 • ¢t,
o. T08 1
•
• Z
s T o J•
ss�
COA //t3 o NAL ECG
'ftft0 3/riliNlN
03/05/2021
"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 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 B10,
Refer
as applicable. Apply plates to each face off truss and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
to ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not,be respponsible for any deviation from this drawing, any. failure to build the pN IWCDNYpNY
truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityY solely -for the design shown. The suitability and use of this Suite 3o5
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249594 / HIPS
Ply: 1
Job Number. N334496
Cust: R 8975 JRef:1X3G89750070 T23 I
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.54538
Truss Label: A7
SSB / WHK 03/05/2021
6'1"7 14'0"1 19'10" 25'7"15 336"9 39'8"
r 6'1"7 + 7'10"10 + 5'915 + 5'9"15 7'10"10 6'1"7
5X5 1112X4 =5X5
D E F
T2
12 T4
6 F,-,- W
C 5 5X5
G
W3
B H
A
�
4X6(A2) -5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 91101, 10' 1'.
�1'
10' 19,10., 29'8" 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 7-16 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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 J Wind reactions based on MWFRS
Mean Height: 15.00 ft Building p q =
NCBCLL: 10.00 g Cade: Creep Factor: 2.0 B Brg Width = 8.0 Min Re 1.8
TCDL: 4.2 psf H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q =
BCDL: 5.0 sf
P Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 it FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
B - C 1975 -2822 E - F 1780 -2112
Lumber C - D 1821 - 2515 F - G 1821 - 2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822
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 2470 -1666 K - J 1912 -1210
member design. L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 439 - 395 F - J 556 -182
L - D 556 -182 J- G 439 - 395
E - K 440 -281
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•
•
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iV ALA ���`•
COAA
(3/05/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have structural sheathing and bottom chord shall have a
per noted otherwise, chord shall proper)v attached properly
attacheU rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg 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 Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
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 pNRWCOMCRNY
ANSIi9 PI 1, for handling, bracing trusses. A this drawing
truss in conformance with or shipping,. mstallation.and of seal on or cover pate 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili((�� solely -for the design shown. The suitability and use ofisSuite 305
-Designer ANSI/TPI 1 Sec.2.
drawing for any structure is the responsibility of the Building per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2495951 HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750070 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.55444
Truss Label: A8
SSB I WHK 03/05/2021
1'23' 19,101,
2"0"2 3
99„84
i i
66'10"
+' 'I
612
2
5X5 III2X4 =5X5
D E F
12
6 �2X4 W
p2X4
M C
0
G 1O
o W3
B
H
A
s a
I �8'8"
4X6(A2) -5X5 =5X8 =5X5 =4X6(A2)
39'8"
1' 10' 9'10" 9'10"
T
10, 1'
10' 19,10" 29'8"
39'6"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360
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 /716 /-
EXP: C Kzt: NA
Des Ld: 37.00 () HORZ TL : 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
FBC 7th Ed. 2020 Res. 0 TC CSI
Soffit: 0.00 BCDL: 5.0 psf Maxs. : .
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: 0.754
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: 0.687
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: 20.02.00A.1020.20
Lumber
B - C 2014 - 2780 E - F 1973 - 2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -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 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F -J 535 -183
D - K 425 - 401 J - G 381 - 339
V00sN161111 ku►
E - K 585 - 391
0. 7,08 1
•
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COA I �
'utrearP»n1000
(3/05/2021
"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
for
of BCSI (Building
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
as applicable. Apply Oates to each face of truss and as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10,
Refer to
position
drawings 16OA-Z far standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the co ,U
truss in ANSI/TPI 1, for handling, bracing trusses. A seal on this drawing or cover
conformance with or shipping,, installation and of page 6750 Forum Drive
listing this drawing indicates acceptance of professional enmineenng responsibility solely -for the design shown. The suitability and use of this Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSIITPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249596 / HIPS
Ply: 1
Job Number. N334496
Cust: R 8975 JRef:1X3G89750070 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CAL114EBB ELEV.C/E
DrwNo: 064.21.1307.55225
Truss Label: A9
SSB ! WHK 03/05/2021
6'3"4 12'0"1 19,101, 27'7"15
33'4"12 398"
6,3"4 5'8"12 T9"15 7915"1263"5
E5 5X5 III2X4 = 5X5
D E F
12
T
6 �2C4
i2G
v
`O W3
Z
m
B
H
A
1
a 3
�8'8"
=4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10"
10, 1'.
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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
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 /- /- /947 l717 1284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 f717 P
EDP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Cade: Creep Factor: 2.0
B Br Width = 8.0 Min Re 1.8
9 q =
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
H Br Width = 8.0 Min Re = 1.8
g q
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
Bearings B & H are i 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: 0.999
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: 20.02.00A.1020.20
Lumber
B - C 2102 -2791 E - F 2189 -2492
C - D 1987 - 2524 F - G 1987 - 2524
Top chord: 2x4 SP #2 N;
D - E 2189 -2492 G - H 2103 -2791
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 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
E - K 685 -462
*�iWtt�lljutjtyt
• G
r • w
0.708 i
,��� SAT 0 •� r
�.�• .,�� mow` �
'
1
s � '
e1m"itA=
03/05/202 )
"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
Component Safety Information, by TPI r
of BCSI (Building
and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted otherwise, top chord shall have bottom have
per properly attached structural sheathing and chord shall
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
a properly
B3, B7 or 810
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. t�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOAWAW
truss in with ANSI 1, or for handling, shipping,. bracing trusses. A this drawin
conformance installation. and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enc neering responsibility solely -for the design shown. The suitability and use of this Suite Fos
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249597 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750070 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.53054
Truss Label: A10
SSB / WHK 03/05/2021
19' 28'8"
33'10"12
12 T 8, i 9'8"
5-2"12 59"4
OE5DX5 =5E5 �5F5
T3
12
T
6
T � 2X4 W
,2X4
G
o C (a) (a)
ri W3
B
ID
H
4X6(A2) =5X5 = SX8 = SX5 = 4X6(A2)
39'8"
1' 10' 9'10" 9'10"
10, 1'
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 7-16 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): 0.213 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 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 /-
EXP: C Kzt: NA Des Ld: 37.00 (T )
L : 0.127 J
HORZBuilding
Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 ft
Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
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: 0.752
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: 0.751
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: 20.02.00A.1020.20
Lumber
B - C 2194 - 2804 E - F 2386 - 2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1 X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 -52
same size, species, grade, and 80% length of web
µtnrmtrur//r/��r/rff
E - K 789 -534
member. Attach with 0.128x3" gun nails @ 6" oc.NO
`i,
Wind � W
••S••./�`� '�
Wind loads based on MWFRS with additional C&C
`.���•�•••�
member design. • •. y
��� •°
Wind loading based on both gable and hip roof types.
a 0. 708 1
s
v
s
-o :• S Ai O
Zko-.2.;�.
ONA 10
COA �
03/05/2021
"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
functions.
of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attache U ri id ceilin Locations shown for permanent lateral restraint otwwebs shall have bracin installed per BCSI sections
B3, B7 or B10
as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the nNnwco vury
A drawing
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4 of trusses. seal on this or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engtneenng responsibilityy solely -for the design shown. The suitability and use of4 is Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249598 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef.,1X3G89750070 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.54694
Truss Label: Al2
SSB / WHK 03/05/2021
9' 17' 30'8"
+ + +
91 8' 5'8" 8' 9'
,6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
12
6
T T
o (a) W (a)
a W5 io
�n
I B G
1 A H
gam-,
1
=4X6(A2) =6X6 =6X6 =6X6=4X6(A2)
39'8"
1' 10' 9'10" 10, 1'
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 7-16 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 999 360 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
HORZ TL : 0.150 1 Wind reactions based on MWFRS
Des Ld: 37.00 ( )
NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Reg = 1.8
TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Reg = 1.8
Soffit: 0.00 BCDL: 5.0
psf Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCr: 0.18 Plate T e s :
pi: yP () Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 IWAVE VIEW Ver: 20.02.00A.1020.20
B - C 2250 -2705 E - F 2239 -2478
Lumber C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -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 to B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 I - F 718 -430
same size, species, grade, and 80% length of web itaittfll>dlttt�t
member. Attach with 0.128x3" gun nails @ 6" oc. 00 p<<�`
,
Wind
i
Wind loads based on MWFRS with additional C&C �' ��ew'•�'�'°'•'•'•
�� ��.` +.• '
member design. �� •�\C!
Wind loading based on both gable and hip roof types. _ �;•
•
s •
,a' • SAT O
of
COA gIONAI.
gatt!/671t1�i41
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI.. Unless noted otherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have a properly
per
attach6d rigid ceillnp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinccL�Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the .—cc�+—
bracing trusses; A this drawing
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and of seal on or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yy solely'for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSIlTP1 1 Sec.2.
For ,Wore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249610 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750070 T28 /
FROM: LPM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1307.55100
Truss Label: A14G
SSB / WHK 03/05/2021
7' 13' 19' 28'4"
32'B" 39'8"
6' 6' 'i 9,4„ i
4,4„ i 7,
�6X6
%6X6 =4X4 =8X10 =H1014
12 C D T2 E T3 F
T4 G
6
T �
T
o (a) W
(a)
I B
A
H
I
l
V.
1
5X5(A2) =H0510 =4X4 =6X8 III5X5K
B3 -4X6 =3X6(A1)
28'4" i
11'4"
1010"4 5'1"12 1 4'4"
4'4" 7' 1'
18'10"4 I 24' 28'4"
32'8" i__all
Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.179 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /- /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA TL : 0.091 L - -
Des Ld: 37HORZ.00 ( )
H 80 /- /- /- /60 /-
Mean Height: 10.51 It
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 sf
Soffit: 0.00 p FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
BCDL: 5.0
B Brg Width = 8.0 Min Req = 1.6
psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.0OA.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 -3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
D - E 1332 - 3056 G - H 538 -269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
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
N - M 3815 -1821 K - J 786 -1874
and attached at both ends to a suitable support by
M - L 2986 -1327 J - H 179 - 399
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web 01101►111141rrrrrr
Attach 0.128x3" 6"
C - N 1089 -274 L - F 3047 -1224
member. with gun nails @ oc. `� H. ri
'
N - D 440 -430 F - K 2007 -4053
Loading ••••,•e•F�'
D - M 568 -883 F - J 1889 -778
M - E 834 - 67 G - J 344 - 528
#1 hip supports 7-0-0 jacks with no webs. �s �••
t � •••1..'
E-L 1423 -3051
4y ,`C`
Wind
Wind loads and reactions based on MWFRS. 0.7QE ' /gyp
a � I
Wind loading based on both gable and hip roof types. s
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more S AT
probable. It is imperative that this truss be installed ,00 ; Q
properly. �� ep �� 1 A• �+`
ne—
NNA
COA i
�
(3/05/2021
`"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
functions. Installers temporary
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these shall provide
bracing per BCSI.. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall
attached ri id ceilinct Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
have a properly
B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joini9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the mmvcowu
truss in ANSIITPI 1, for handling, installation and bracing of trusses. A seal on this drawing or cover
conformance with or shipping,. page 6750 Forum Drive
listing this drawing indicates acceptance of professional en�Lineering responsibility solelyorthe design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building IJesigner ANSI/TPI 1 Sec.2.
per
Formore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SECiN: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750070 T2 /
FROM: RWM City: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.55412
Truss Label: All SSB / WHK 03/05/2021
T
zo
l�
10'8" 11'3"15 16'0"1 23'7"15 297"15 39'8"
5'7"4 5'0"12 7' 15 4'82 7'7"14 6' 1010"1
5X5
5X5 =4X4 =5X5 =5X5
D E F G H
39'8"
9'101, + 91101. 10 1
19,10" 29'8" 39'8"
TT
to
I I ev.
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
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): 0.229 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.427 L 999 240
B 1556 /- /- 1932 1716 /257
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.076 K - -
1 1556 /- /- /930 1718 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.142 K
Wind reactions based on MWFRS
NCBCLL: 00
Mean Height: 15.00 ItBuildin
g Code:
Creep Factor: 2.0
P
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
0.
TCDL: 4.2 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.820
1 Br Width = 8.0 Min Re = 1.8
g q
Load Duration: 1.25
BCDL: 5.0 sf
P
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.802
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Re Fac: Yes
p
Max Web CSI: 0.811
Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 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 18SS
VIEW Ver: 20.02.00A.1020.20
B - C 2225 -2806 F - G 2509 -2878
Lumber
C - D 2062 - 2521 G - H 2O44 - 2305
Top chord: 2x4 SP #2
N; T5 2x4 SP 2400f-2.OE;
D - E 1917 -2214 H - 1 2093 -2649
Bot chord: 2x4 SP #1;
E - F 1976 -2258
Webs: 2x4 SP #3;
Wind
Maximum Bot Chord Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C
Chords Tens.Comp. Chords Tens. Comp.
member design.
B - M 2452 -1880 L - K 2805 - 2204
Wind loading based on both gable and hip roof types.
M - L 2814 -2230 K - 1 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
,.,1d11t�Itrlltq�rue,._
M - F 856 -742
lAloine. a
COA #0%W, , w y 1A1-
Nrh�untnuu�p
03/05/2021
"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
r BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord. shall have a properly
iid ceiling Locations shown for permanent lateral restraint o�webs shall have bracin installed p r BCSI s coons B3, B7 or B10.
e. AppTy plates to each face. of truss and position as shown above and on the Join, Details, un�ess notedPotherwise. Refer to
6OA-Z for standard plate positions. Refer to jobs General Notes page for additional information.
ivision of ITW Buildingq�Components Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the
,form
with ANSI PI 1, or for handling, shipping,, installation. and bracin4 of trusses. A seal on this drawrnq or cover page
drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
lrawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2.
:or more information see these web sites: Alpine: alpineitw.com; TPI: (pinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
AL NE
ANMCCWV
6750 Forum Drive
Suite 305
Orlando FL, 32821
•
SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750070 T20 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.54553
Truss Label: A13 SSB ! WHK 03/05/2021
5'7"4 10'8" + 13'3"1r5 217'15 + 317'15 + 39'8"
5'7"4 5'0"12 2-7"1 8'4" 10, 8101
=5X5
D
12 =5X5 T3 =_H0610 T4 —6G T
6E2X4 T
C
(a) W
B H
A 11 8,8„
3X6(A1) B1 -3X8 =5X5 N =4X6 =5X5=3X6(A7)
20'8" 5181. 13'4"
1 OT"
10'8"
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
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 it
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: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #2 N; 131 2x4 SP #1;
Webs: 2x4 SP #3; 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.
Wind loading based on both gable and hip roof types.
5'4" T 10" 7' 10"
16' 23'10" 31'8"
8' 1'
39'8"+
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Lldefl L!#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.043 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.080 M 999 240
B 840 1- 1- /551 /397 /257
Snow Duration: NA
HORZ(LL): 0.017 J - -
N• 315 /- /- /159 /140 /-
HORZ(TL): 0.028 J
H 585 /- /- /436 /242 /-
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.957
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.647
N Brg Width = 68.0 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.546
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
FTlRT:20(0)!10(0)
Bearings B, N, & H require a seat plate.
Plate Type(s):
I
Members not listed have forces less than 375#
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 959 -1265 E - F 645 - 628
C - D 755 -932 F - G 648 -471
D-E 808 -911 G-H 324 -611
03/05/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 1088 - 733 K - J 924 - 213
M - L 931 - 620 J - H 455 -107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 396 - 367 L - F 903 - 565
D - M 619 - 454 F - K 1390 -1254
M - E 442 - 299 K - G 854 -1043
E - L 449 - 564
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chard shall have a properly
attached r'iiid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCCNmnuv
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation. and bracingof trusses. A seal on this drawingg or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solelyorthe design shown. The suitabilip, and use of this Suite 305
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
4
SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust*R 8975 JRef:1X3G89750070 T19 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI14EBB ELEV.C/E DrwNo: 064.21.1307.55678
Truss Label: A15 SSB / WHK 03/05/2021
5'74 10'8" 15'3"15 23'3"15 31'8"1 32'8" 39,8"
r 5,74 'f' 5'0'12 'i' 4'7"15 i' 8' '+ 8'4"2 +11 '15 7'
T ,2
6 2X4
C
En
B
� A
5X08
5X5
D
= 5X14 = H0510 = 5X10(SRS) T
E T3 F T4 G
(a) o Tm io
J 111�6,8.,
N I—IM L K 1 =_3X6(A1)
=5X5 =4X6 =4X4 =5X5
21' 5' 13'8"
5' 5' 518" 8' 1'
26' 31'8" 39'8"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
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: 3.97 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.038 O 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.072 O 999 240
B 745 /- /- /497 /341 /276
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 P /- /726 /654 /-
HORZ(TL): 0.031 K - -
L 629 P P /238 /218 /-
Building Code:
Creep Factor: 2.0
1 534 /- /- /399 /245 /-
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS
TPI Std: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
Rep Fac: Yes
Max Web CSI: 0.703
M Brg Width = 8.0 Min Req = 2.0
L Brg Width = 8.0 Min Req = 1.5
FT/RT:20(0)/10(0)
I Brg Width = 8.0 Min Req = 1.5
Plate Type(s):
Bearings B, M, L, & I are a rigid surface.
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Bearings B, M, L, & 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 1109 -1100 E - F 800 - 732
C - D 1003 - 901 G - H 766 - 618
D - E 835 - 674 H - I 595 - 577
as��`�};••�-AGE S�: ,.•�
i
• e
i
o. i08 1
•
jo•. ,.,•�,
COAW lot,
�t ryq�ONAi.
03/05/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - O 936 - 827 M - L 464 - 410
O - N 570 - 442 L - K 530 - 367
N - M 598 - 426 K - 1 451 - 326
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - O 502 -291 M - F 909 -732
O - D 469 - 387 L - G 947 - 898
E - M 1635 -1574
"'WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r'Ipid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingqComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, Installation. and bracingof trusses. A seal on this draw(nq or cover pa
qa 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili��r solelyor the design shown. The suitability and use of th!s Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For.more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496021 SPEC Ply: 1 Job Number. N334496 Cusl: R 8975 JRef1X3G89750070 T18 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.53506
Truss Label: A16 �SSB / WHK 03/05/2021
5'74 10'8" 17'3"15 23'6" 29'8"l 32'8" 39'8"
5'74 5'11A2 6'7"15 6'2"1 6'2"1 2'11"1 7'
19'3"15
5p5
T6 � —12 SLS
�n C =8X8 -8X8 :5X10(SRS T �
ao E F G H I J K
n
o T Zp
B Z AB AE Ms� A N la I�e'e"
3X6(A1) =5X5 =5X5 W V =4X6 T 1112X4 ") R Q P =5XQ5 =3X6(A1) 1
21' 5' 13'8"
8' 1'3"15 5' 3 ' 8'
8' 16' 17' "15 26' 29'6"5 39'8"
i 3T'i i 2'111
r 2 3 8;
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.037 Y 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /- P /508 /355 /317
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 0 - -
U 1323 P P /633 /586 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 0
R 711 /- /- /257 /237 /-
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
M 531 P P /381 /247 P
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
U Brg Width = 8.0 Min Req = 1.8
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.584
R Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.o0A.1020.20
Bearings B, U, R, & M require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1118 -1151 F - G 823 -776
Plating Notes
C - D 1027 -960 G - H 834 -791
D - E 791 - 722 K - L 681 - 548
All plates are 2X4 except as noted.
E - F 823 -777 L - M 628 - 571
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning Maximum Bot Chord Forces Per Ply (Ibs)
requirements.
Chords Tens.Comp. Chords Tens. Comp.
Wind B-Y 978 -830 T-S 585 -491
Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491
member design. X - W 462 -350 R - Q 424 - 356
Wind loading based on both gable and hip roof types. tiStittltr111A1trr11 W - V 462 -350 Q - P 424 -355
U - T 589 - 490 O - M 445 - 354
v �,v ��`� •� �'r Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp.
� o
s 0.70$ 1 C-Y 445 -257 U-AB 611 -605
D 453 - 285 AB- H 504 - 522
s E - Z 1516 -1447 R -AE 930 - 847
i T = Z - U 1536 -1466 AE- K 910 - 826
. � �t
•
jf
...........
••
COA f�l /QfVrAL
03/05/2021
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly
attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or B10,
as appllcab-le. Apply plates to each face of truss and position as shown above and on the Jointi9Deta1ls, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the •vrrH,COW—
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibilittyy solely for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For•more information see these web sites: Alpine: alpineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 MetlX3G89750070 T3 /
FROM: HMT Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.53600
Truss Label: B1GE SSB / WHK 03/05/2021
1018" 21'4"
- 10,8.' 10'8" _
� 4,8„ 1 2' �
(TYP) =-4F4
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 "
Wind Criteria
Wind Std: ASCE 7-16
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
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=b715
21'4"
21'4"
21,4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 360
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L - -
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
03/05/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J* 72 A /- /35 /33 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, Installingi
and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performng these functions. Installers shall provide temporary
rwi bracing per BCSL Unless noted othesetop chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for'permanent lateral restraint of webs sha!1 have bracin installed per BCSI sections B3, B7 or 1310,
as applrcab4e. Apply places to each faceoT truss and position as shown above and on the Joinetails, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW
truss in conformance with ANSIfTPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawinq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitability and use of ih!s Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSVVT l 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Odando FL, 32821
SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750070 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.54397
Truss Label: C1GE �SSB / WHK 03/05/2021
i
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 "
Wind Criteria
Wind Std: ASCE 7-16
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 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
7'
7'
7'
5, '1 2' —'
(TYP)
4X4
D
14'
14'
3w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 360
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
Ver: 20.02.00A.1020.20
,o70I1
Ell
49
COA ffft,$V0NAL V ,�,l
03/05/2021
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B' 68 /- /- /38 /30 /13
F 268 /- A /206 1134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint o>Ywebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the pNmvcopvpry
truss in conformance with ANSIII PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa 9a 6750 Forum Drive
listing this drawing indicates acceptance of professional enpineermg responsibilityy solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
Formore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249616 / EJAC Ply: 1 Job Nuber: N334496 Cust: R 8975 JRef:1X3G89750070 T15 /
FROM: RWM Qty: 14 ,7A55 30m, 182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 064.21.1307.54350
Truss Label: EJ7 SSB / WHK 03/05/2021
w
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 "
C
12'2"11
12
6
M
O u7
V
B
.�' A
D
1 7-
7-
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 It
FT/RT20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
inrevr:
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
,%*�._ H.
N GE
o. 7+08 1
o r+� v •• c
coA fft
z 8/OOVA L Vl V
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /-
/249 /108 /208
D 125 /- /-
173 /- /-
C 174 /- /-
/128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Big Width = 1.5
Min Req = -
C Big Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) fo'r satPety 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLL Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the AN-CO-W
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingp� of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For.more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496061 JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750070 T11 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,Riot / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.54695
Truss Label: CJ5 KD / YK 03/05/2021
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 "
C
11'2"5
12
6
M
N Cl)
M
B
A 8'8"
D
Wind Criteria
Wind Std: ASCE 7-16
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
411 "4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
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: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
o
+i
0.708
SAT
•
COA NAL
mi"Mig
03/05/2021
�•._ 1,
1
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /- /200 /88 /152
D 89 !- /- /51 /- /-
C 118 /- /- /85 /116 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#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord. shall have a properly
attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the ANCO A-
truss in conformance with ANSIII PI 1, or for handling, shipping,, installation n and bracin of trusses: A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibilittyy solely or the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2.
For more information see these web sites: Alpine: aI ineitw.com: TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496071 JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3G89750070 T26 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.54303
Truss Label: CJ3 �SSB / WHK 03/05/2021
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
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: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
Y. • • i
o. 708 1
,4 SAT O
Coo,
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
Alpine, a division of
truss in conformanc
listing this drawin
drawing for any siru
For more information
TPI: tpinst.org; SBCA:
10'2"5
rn
i�
CV
8'8"
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 A /- /156 /71 /99
D 50 /- /- 127 A /-
C 63 /- /- /44 /64 /-
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#
deviation from this drawing, any, failure to build the
of trusses; A seal on this drawing or cover page
or the design shown. The suitability and use Nis
ALPINE
A-COW-
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2496081 JACK I Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3G89750070 T27 /
: 4 , FROM: LPM QtyA5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.55693
Truss Label: CA KD / WHK 03/05/2021
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 "
12
6 [::�7-
C
43
V
Wind Criteria
Wind Std: ASCE 7-16
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
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1,Ea .11"4
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
RAN
00
M
1
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: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
cif �i
4. 708 1
% SAT O
COA t aNAl. E ,N�•
03/05/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /-
/145 /76 /45
D 11 /-2 /-
/14 /10 /-
C - /-15 /-
/29 /33 1-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply ptates to each face of truss and positron as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For,more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496091 HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1=389750070 T16 /
FROM: HMT Qty: 2 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1307.53850
Truss Label: HJ7 KD / WHK 03/05/2021
Ae,
5'3"5 9110"1
5'3"5 4'6"11
n
127'3
12
4.24 2X4
C
v
m n
v
B
T
a; a 8'8"
A
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
Lumber
1'5" 9'2"2 1 7„14
97"2 9'10'1
Wind Criteria
Wind Std: ASCE 7-16
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 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
03/05/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- !Rh /Rw /U /RL
B 326 /- /- /- /154 /-
E 364 /- /0 !- /84 /0
D 214 /- /- /- /177 P
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handiin 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 sheathing and bottom chord shall have a properly
attached ri td ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply lates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be restonsible for any deviation from this drawing, any, failure to build the ANMCOWANV
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installs ion and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawin indicates acceptance of professional en sneering responsibili(t�� solely -for the design shown. The suitability and use of this Suite 305
drawing for any sfIucture is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2.
Fopmore information see these web sites: Aloine: aloineilw.com: TPI: toinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Oriando FL, 32821
Gable Stud Reinf orcerlent Detail
ASCE 7-161 160 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
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or' 120 moh Wind Soeed. 15' Mean Heloht, Partially Enclosed, Exoosure D. Kzt = 1,00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace 1(
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#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 I F
#3
3' 8'
5' 9'
6' 2'
7' 6'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'1
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
HF
Standard
11,11
0j
4' 0'
6' 8'
6' 1'
7' 0'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
-j
S P
#2
3' 10'
6' 7'
6' 10,
7' 9'
B' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P rr
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
<J
l'
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13, 9'
14' 0'
14' 0'
14' 0'
O
r
Standard
4' 2'
6' 1'
6' S'
8' 1'
8' 8'
10, 5'
10, 10,
12, 8'
13' 7'
14' 0'
14' 0'
CU CU
S P
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
Ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
#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'
QJ
r
D r L
Stud
4' 4'
6' S'
6' 10,
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10,
12' 7'
14' 0'
14' 0'
#Ear
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
4' 7'
B' 2'
8' S'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LJ
<J
l I C
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I l r
St
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0
14' 0'
14' 0'
14' 0'
#3
1 4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
757
--I
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace option'
vertical length may be
doubled when diagonal
brace Is used, Connect
diagonal brace for 600#
at each end, Max web
total length Is 14',
Vertical length shown
In table above,
Connect diagonal at
mldooint of vertical web.
AN ITW CO
11
514% Earth% City\ Expressway
\ \ suite\ 242
\ \ Earth\ City,\ MO\ 63045
aymm
About
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
I T
brace) single
8,
or double cut
L
(as shown) at
upper end,
14141-1 Refer to chart a
■■VARNwGn■ READ AND FmLDV ALL NOTES ON THIS DRAVIMCd
-DIPORTANTxx FURNISH THIS DRAVMG TO ALL CONTRACTORS INCLUBTHE DUTALLERSc UROIG
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe
allow the infest edition of HCSI (BuRding Component Safety Information, by TPI nod SHCA) fo
•nctices prior to performing these functlons. Installers shall provide tenpornry braGng pe
'less noted otherwise, top chord shall have properly attached structural sheathing and bo
'all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint
'all have brocing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to ead
' truss and position as shown above and on the Joint Details, unless noted otherwise.
,fer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devla+
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shll
-tatlatton & bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonc
gineeNng responsanlllty solely for the design shown. The sultab" and use of this drawing
r any structure is the responstbMty of the MdIng Designer per ANSI/TPI 1 Sec:Z
For more Information see this Job's general notes page and these web sites'
ALPINE' www.alpineitw,coni TPL ow,tpinstorgi SBCA' wrw,sbcindustry.orgi ICC' wwwlccsafearl
BCSL
S
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 IStandarq #2 Stud
#3 Stud #3 IStandardl
Dou ins Flr-Larch Southern Plnexxx
#3 #3
Stud Stud
Standard Standard
Group Bt
Hem -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Plnexxx
#1 #1
#2 #2
Ix4 Braces shot( be SRB (Stress -Rated Board).
xwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these rades,
Goble Truss Detail Notes,
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) nails,
)K For <1) 'L' brace, space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
)KFor (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 80X of web
member length.
Gable Vertical Plate Sizes
11 411tf/{
to,,,,
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
9
�f/ice + Refer to common truss design for
•a.
peak, splice, and heel plates,
+� Refer to the Building Designer for conditions
lx abl ve t1X1 le` th, not addressed by this detail,
3' REF- ASCE7-16-GAB16015
DATE 01/26/2018
AT' 0 •� DRWG A16015ENC160118
MAX, T❑T, LD, 60 PSF
05/202 l
n
MAX, SPACING 24,0'
'T
Relnfoi
Memb
Gn
Tr
Gabe Detail
F'nr I Pt -in VPrtlrnl
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
.te that covers the total area of
lapped plates to span the web.
2*2X4
2X8
Nrovide connections for uplift specified on the engineered truss design,
Attach each 'T' reinforcing member with
End Driven Nnllsl
10d Common (0,148'x 3.',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenalled Nailsi
10d Common (0,148'x3',m1n) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords,
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030ENDI00118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENCI00118,
S18015ENC100118, S20015ENC100118, S20015END10011 t%1SPBft%,
S11530ENC100118, S12030ENCI00118, S14030ENC 30 1001 ;ily
S18030ENC100118, S20030ENC100118, S20030E O1 f• ggQP ili.(
See appropriate Alpine gable detail for maxim ejlfil•c c'�rt W,,wd�
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -null - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T' Brace
Example)
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7 ' = 11 ' 2 '
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
rwVARNINGrw READ AND FCLLOV ALL NOTES a THIS BRAVING $ ; U. r vv - REF LET -IN VERT
"IMPORTANT■w FURNISH THIS DRAWING TO ALL CCNTRACTDRS INCLUDING THE INSTALLERSC w
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing Ref "tsA.an$, DATE O1/02/2018
follow the latest edition of BCSI (Building Component Safety Information, by TPI and
SBCA) fo s tyw •
practices prior to performing these functions. Installers shall provide temporary brndng pe BCSI� 0 _S
Unless noted otherwise, top chord shall have property attached structural sheathing and b' m cholo �• �T 4 a DRWG GBLLETIN0118
shall have a properly attached rigid calling. Locations shorn for permanent lateral restraint f s1
shall have bracing Installed per BCSI sections B3, B7 or BIC, as applicable. Apply plates to eJ&
of truss and position as shown above and on the Joint Details, unless noted otherwlse� Q, •• • d�.'V
AILP' Refer to drawings 160A-Z for standard plate positions. t �
thlslpdrnring,Ivnnynfnllure to of ITV ubulld the Components
n6conform ace arlth ANSI/TPI lt not be responsible for h.na.ny geshippin r n••w`•rw(�w{*•�••
ANITWCOMPANY Installation & bracing of trusses. MAX, TOT, LD, 60 PSF
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional l� IQ h 1Al.
A t
11514\Earth\City\Expressway engineering responsibility solely for the design shown The suitability and use of this drawing 4$�f 11J j-4•& �y �05�2�2� BUR, FAC, ANY
\ \ Suite\ 242 for my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. (, tP
\\Earth\City.\MO\63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0'
ALPINE www.elpineitw.comi TPA www.tpinst.orgi SBCA, www,sbclndustry.orgl ICG .wraccsafearg
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enc(osed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
)K)K Attach each valley to every supporting truss with,
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12 Max.
12
2X4 X4
8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 10d box
<0.128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
xww Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Vallev
Q oL�� �yn,<umluf.
SQ H.
2X4 4X4
-�Ir
Stubbed Valley ❑Ptional Hip
End Detail Joint Detail
m
in Tr usses Partial Framing
t 24' o,c, Plan
PI
AN ITW COMPANY
11514\ Earth\ City\ Expressway
11 SuitM 242
11 Earth\ City,% MO% 63045
..VARNWGI. READ AND FOLLDV ALL NOTES GN THIS BRAVING •
wwINPQtTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS t
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer
folio• the latest adltlon of BCSI (Building Component Safety Information, by TPI and SBCA) far f •
practices prior to performing these functions, Installers shall provide temporary bracing per SI.
Unless noted otherwise, top chord shall have properly attached structural sheathing ahard
shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint o e}yA
shall have bracing Installed per BCSI sections B3, B7 or 1130, as applicable. Apply plates to each n
of truss and Position as shown above and on the Joint Details, unless noted otherwise. �.�
Refer to drawings I60A-2 for standard plate positions,
Alpine, o division of ITV Building Components Group Inc shall not be responsible for any deviation
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation 4 bracing of trusses.
A seal on this drawing or cover page � this drawling, Indkates acceptance of profess ltlMV.3`
engineering responslbNt sole, for the de shorn The sWtabalty and use of this draw
for any structure Is the respa Witty of the McUrg Designer per ANSI/TPI 1 Sec p-
For wmore Information see this ,Job's general notes page and these web sites
ALPINE- ww.alpineltw.coml TPD t. www,tpinsorgi SBCAj www,sbcindustry.orgi ICd ,a wwwlccsaferg
Q. I V0
i '�'
y-.
IAr
• f1 t
i [�V 'C
•� I 1J
•� ` •os�C
Ba ••t.tejjje1•.00
("
� /0$��OZ
Nsca
LL 30
TC DL 20
$C DL 10
BC LL 0
TOT. LD, 60
30
15
10
0
40 PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAIL
DATE O1/26/2018
DRWG VAL180160118
55
DUR,FAC,1,25/1.33
1.15
1.15
SPACING
24,0'
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better.
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�'� Attach each valley to every supporting truss with,
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location,
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0,50, min.), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
12
12 Max, I
1X3
- 8-0-0 max •+
4X4
9
IX3 (Max Spacing)
5X4/SPL ff _1X3
20-0-0 (++)
Supporting trusses at 24' o.c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d . box
(0,128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Itoe-nailed
Square Cut
Bottom Chord
Vallev
10 Max, 1 12 ` r\
9
� SP��°Nuslls�
s oJ' w••��G
2X4
Stubbed Valley
End Detail
4X4
❑Ptional Hip
Joint Detail
Tru
24' ro�
Partial Framing
Plan
."ARNwa.. READ AND FOLLOW ALL NOTES DN THIS DRAVINa V. !Uo LL 30 30 40PSF REF VALLEY DETAIL
UNWORTANTUN FURNISH THIS DRAWING TO ALL CONTRACTDRS MCLUDD4 THE INSTALLER
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re'46 mid r TC DL 20 15 7 PSF DATE O1/26/2018
follow the latest edition of BCSI (Building Component Safety Information, by TPI and S1B F e{y •
practices prior to performing these functions. Installers shall provide tempornry braUng BCSLw _S
Untess noted otherwise, top chord shot( have properly attached structural shenthine and b ton third A� fl - BC DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rigid ceiling, Locations sham for permanent lateral restrain of bs
shall hove bracing Installed per BCSI sections B3, 17 or 110, as applicable. Apply plates to ea& e*r i `��:'�
A PI of truss and position as shown above and on the Joint Details, unless noted otherwise. W (� BC LL 0 0 0 PSF
Refer to drawings 160A-Z for standard plate positions. ,/y� �• < ww � ~/ �
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlati f �•w� •� TOT, LD, 60 55 57PSF
this dra ing, any failure to build the truss In conformance with ANSI/TPI I, or for handling, shi114
A� ••w��wr�w
AN lTW COMPANY Installation 6 bracing of trusses. 47
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 4 ��/ `N/O5/2021
\\514\Earth\City\Expressway engineering responsibility solely for the design shown.The suitability and use of this drawing 'Vy� , DUR,FAC. 1,25/1.33 1.15 1,15
\\Suite\242 For any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ jln9plyyi
\\Earth\ City.\ MO\ 63045 For more Information see this Job's general notes page and these web sitesr SPACING 24,0'
ALPINEi www.alpineltw.comi TPB www.tpinst.orgi SBCAi www.sbcindustry.orgi ICG wwwJccsafe.org
VALLEY FRAMING & BRACING DETAIL
L
W
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 41-0" for 30 psf (TL)'and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
(Typ)
innection Requirement Notes
2x6 rafters to ridge
4 16d toe -nails
Cripple to ridge
4 16d toe -nails
Cripple to rafter
416d toe -nails
(•e) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cri pieta urlin
3 16d toe -nails
P P
taw i nc—m— Ir aLccreKb AKc urtu) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long
nailed w/ 2 -10d (0.148"x3") nails. Or 20 "T" or scab reinforcement nailed to flat edge
of cri
Cr�ple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
ipp es over 10'-0' long requre 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 requireme
Nails are common wire nails unless noted otherwise. C H.
(A) (B)
C LL 20 30 40 54 REF VALLEY FRAMING
�Tfrrr® rlsaasa TF� nanvDi� To eu raflRacToits rr+� �� tic n+STeLLfxs. s
Trusses require extreme care h fabricotkV, hndlllnp, shlppbV, Installhg and broUnp , Refer to
fdto. the latest astlm of BCSI eBA&V f-4—nt Safety Info —tan, by TPI and SDW for 6Wety ; C DL 10 20 7 7 DATE 10/O1/14
practices prior to perfornkV these functlor Installers shall provide tenporry bracing per I.W.•
LWass noted othe lse, top chrd shall have property attached structural sheathing and bottoi$c a •
sialt have a property attached Hold ceebq. Locations shown far s e `STATE • �� BC DL 0 0 0 0 DRWG VACNV1801015
rhshall have brackg krstalted per BCSI seetlom 113, 87 or B30 as appl e. tApply platen tto each } �a A f e
d �� of truss and po.m— as shown above and on the Jdnt Details, unless noted otherwise. "e o Imo_ 1 A _
R.f.r to dra.arps 16M-Z for standard plate posrd... ee .• `ee • ��`�, BC LL 0 0 0 0
AN iTWCX)MTMNY Nam' a dMslcn of ITV B Adlno Components Croup Inc shalt not be mspansWe Fr ry deviation f e * •� o lO• e F
this di -owing, any falum to build the truss In eonfornonce wtth AMSI/TPI 1, r fr handlkq, shipping; i �� TOT. LD.30 50 47 61
Mstalatbn L bra o
eno� t �this
� �����,0, or ce sor aW Us�g ahis dram,., motes a�.pmnce of professlonol 'f9h ,OIYAL ,tgt�t
133B9 Laketrent Drive `°'' °+1' stet *- _T ie the resporw:bahty � Du dkbv Dwslgr r��per�•h�6t�e i seez �°�'0 " DUR. FAC. 1.25/1.15
Earth City, MO 63045 For nor* W.—Von see this Job's general rates page and these w.b sites+
ac, wwwa a-Ptpkxltw.corp TPI, e.etpr,:targ, SBp4 ....mcPndustryarg, 100 w...klsafeorg 10 2 O°( 5___ SPACING SEE ABOVE