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HomeMy WebLinkAboutRevisions; Original Signed & Sealed Truss packageOFFICE USE ONLY: ,,--�11 V�
DATE FILED: PERMIT # 2©01-V 0
REVISION FEE: - RECEIPT #
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982.5652
(772) 462.1553
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
LOCATION/SITE
ADDRESS: j
3226 Trinity Cir
Creekside Plat # 4, Lot 53— Permit # 2002-0089
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Original signed and sealed Truss package for change of Truss company.
Permits were from 2017 building code, attached documents reflect 2017 building code
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: CRC1327068
BUSINESS NAME: D R Horton Inc
QUALIFIERS NAME: Brian W Davidson
ADDRESS: 1430 Culver Dr NE,
CITY: Palm Bay STATE: FL
PHONE (DAYTIM[E); 321-953-3162
OWNER/BUILDER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME:
STATE:
ARCHITECT/ENGINEER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME):
SLCCC: 9123109
Revised 06130/17
STATE:
ST. LUCIE CO CERT. #:
FAX:
FAX:
ZIP: 32907
ZIP:
ZIP:
� `ycslo�
Planning & Development Services
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce,FIL U982
REVIEW COMMENTS
PROPERTY INFORMATION
Address: 3226 Trinity Cir Owner(s):
D R Horton Inc
City / State / Zip: Fort Pierce, FI 34945
Parcel #: 2327-502-0061-000/6 Jurisdiction: SAINT LUCIE COUNTY
Zoning: Lot#: 53 Block:
APPLICATION INFORMATION
Permit Number: 2002-0089
Stories:
Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS)
CONTRACTOR INFORMATION
Contractor Name: Brian W Davidson
Business Name: D R Horton Inc
Business Addr: 1430 Culver Dr Ne
City / State / Zip: Palm Bay, FI 32907
REVIEWS AND COMMENTS
Review Type Status
Reviewed By
ADDRESSING ASSIGNMENT COMPLETE
Lori Bender
Comment:
DOCUMENTS MISSING COMPLETE
Karen Nielsen
Comment:
ENVIRONMENTAL REVIEW COMPLETE
Lynn Swartzel
Comment:
FRONT COUNTER REVIEW COMPLETE
Karen Nielsen
Comment:
NOTIFIED FOR PICK UP COMPLETE
Ellen Vaughn
Comment:
NOTIFIED FOR PICKUP - PENDING
REVISIONS
Comment:
PE REVIEW COMMENTS (2) COMPLETE
William Durden
Comment:
PE REVIEW COMMENTS (3) COMPLETE
William Durden
Comment:
Page 1
Automatic Sprinkler System? No
Fax Number:
Email: Melbournepermitting@Drhor
ton.Com;
Bssmith@Drhorton.Com
Date Started
Date Completed
Date Released
2/19/2020
2/20/2020
2/20/2020
2/4/2020
12/14/2020
12114/2020
2/11/2020
2/12/2020
2/1212020
2/4/2020
2/412020
2/4/2020
11 /19/2020
11 /19/2020
11 /19/2020
5/12/2020 5/21/2020 5/21/2020
5121 /2020 11 /19/2020 11 /19/2020
ALE COPY
Planning& Development Servicas REVIEW COMMENTS
Building & Code Regulation Division
2300 Virginia Avenue
Fort Pierce, FL 34082
Page 2
PLANS EXAMINER REVIEW
COMPLETE William Durden 2/28/2020 5/12/2020 5/12/2020
Comment:
REVISIONS
INCOMPLETE William Durden 2/24/2021
2/24/2021
Comment:
MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020
FLORIDA BUILDING CODE.
2/24/2021
Comment:
MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF
THE 2020 FLORIDA BUILDING CODE.
2/24/2021
Comment:
ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED
DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE.
2/24/2021
Comment:
ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA
BUILDING CODE.
Comment:
SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE
2/24/2021
SUMMITTED IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020
FLORIDA BUILDING CODE.
2/24/2021
Comment:
PLEASE CLARIFY: SUBMITTED DOCUMENTS FOR THE FLOOR JOIST DO NOT SHOW ENGINEERED
OPENINGS FOR ROUTING OF THE MECHANICAL, ELECTRICAL, OR PLUMBING.
REVISIONS
PENDING William Durden 3/8/2021
3/8/2021
Comment:
CLOUDED AREA ON THE PLANS CALLS OUT PAGE S3.1A, ONLY PAGE S3 WAS SUBMITTED. PLEASE
SUBMIT THE CORRECTED PAGES. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE.
ZONING REVIEW
COMPLETE Lydia Galbraith 2118/2020 2/18/2020 2/18/2020
Comment:
Southwest Florida
Truss Manufacturers Association
P.O. Box 60435
Ft. Myers, FL 33k6-6435
To: All Florida Building Departments, Contractors,
Engineers, and Architects
Southwest
Florida
Truss
Manufacturers
Association "'�
Date: 10/29/20
Reference: 2020 Florida Building
Code update for wood
Trusses.
The purpose of this letter is to update you that with the change of the Florida Bldg. code to the 2020
Edition 711 edition that engineered trusses have not had a change in their uplifts and reactions
In their design. Engineered trusses fall under ASCE ( American Society of Civil Engineers ). The change
To ASCE 7-16 has not changed the load values of wood trusses.
Therefore please accept this letter blanket letter from the truss industry to accept new code 2020
Truss drawings prior to the Florida Building code change on January 11t. 2020.
If we may be of further service feel free to contact us.
Sincerely,
.fee , &d6aCA
Lee Hadsock
Chapter President.
FILE COPY
39'-V
(SEE STRONGBACK LETTER
IN ENG. PACK)
FOR women. ets>:cnwoss asruL staatmaoa
teats 9a G is •PPtID To oars$
vroaucts
PlotID
Net Oty
Product
Length
Plies
11
9
16' BC104500s-1.8
18' 0'
1
J2
3
16' BCI04500s-1.8
16' 0"
1
J3
10
16' BCI04500s-1.8
16' 0"
1
J4
1
16" BCIO 4500s-1.8
16' 0"
1
J5
1
16' BCI045ODS-1.8
1610.
1
J6
3
16' BC10 45ODS-1.8
4' 0"
1
J7
10
16" BCIO 6000s-1.8
21' 0"
1
J8
1
16' BCIO 6000s-1.8
20' 0"
1
J9
4
16" BC10 6DOOs-1.8
20' 0"
1
BM1
2
1-314" x 16' VERSA-IAM(D 2.0 3100 SP
21' 0"
2
Bk1
18
16" BCI8 4500s-1.8
2' 0"
1
Bk2
4
16' BCIO 4500s-1.8
1' 0=
1
0101how"Aw1s
�rrF
21
r.ar_-�
'1_m��1
Isis
Mi■OREi���■_i_I�_I�I�_�_iNilNi�_i�_'
gj
'I
�mill
INN:
Islas
ol
'�ii�lir,r'i���u■�it111rI
PLU
REFER TO Et
PACK FOR
CONNECTION.
CJ5
o �A -
I CJ3 2
U
CJ n
U
2'-0"
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
DESCRIPTION
s �
HANGER CHART
At- HUS 26 (SIMPSOfU
- HUS26-2 (SIMPSDN)
Lmdaa eaa Nark
Connector Summary
PloHullD my SManufimpson
Product Skew Slope ��
Hut 24 Simpson ITS1.81/16 - - � ea End cadre
Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 - -
ATTENTI01
NOTE:
mimeo— "+ DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
"0 WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 HANGER CHART
Total Truss Quantity = 107 AN= HUS26 (SIMPSON) .t.Y
I ► = HHUS26-2 (SIMPSON) I REFER TO BCSI -
IM 5 A TRUSS PI/IGFIQR PlAIL HS MENDED TO AD N THE 16fN1A10111 OF TRUSSES. 911GRI HIED TRUSS DRAMM AND AROKIECIURAIS SUPERCEDE INS DOQAElIf. r s o emon. w Ar
�� mr
General Notes
1) All paralld egad to l s. flat teases and fiat
girders Iota the top d-d paddy pambd green
to he installed green sae aµ
All hangers to be Sson f9162 mp6 .Ness aftWw
2
All tries syodng is 24' O.G tad- oUio iere
3) noted.
Per Toss Nate hmbbde BLS-B7 resmmedation
4) permanent X-hmdng saint be p6xd at a
madman spacing 15' O.C. across the epan, to
be X-brvee�thrwghouthout the dootme. at a maximum of 2W hetreen each
Please refer to BM-Bt for dry additional bmdM
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCDL = 10 PSF
TOTAL = 9.2 PSF
DURATION = 1.25 %
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL. CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Toss member design & connector plates
delignel fen ASCE 7-10 and maximrm
forces from both components, and claddiags
sad main wind force resisting systems.
• These tosses have bem,vi-.d to tarty an
additional ION psfnonmsom chor -coneent bod live
load
FLOOR LOADING SCHEDUL
TCLL = 40 PSF
TCDL = 10 PSF
BCDL = 5 PSF
TOTAL = 55 PSF
ROOF DESIGNED FOR
SHINGLE - -
ALL REACTIONS OVER 5000#
AND UPUFrS OVER t0
ARE SHOWN ON ENGIN00$ ING.
WALL KEY
®18'-1"14
LO DESCRIPnON INIT. DATE
a® .a rao rwr z�ra
® ®rent,, a w¢ a w rod» arx canna
ram twx Loeo erwm
ram tw¢ Low ten mnza
® BLY Into use e/LL19
em Y wa LID
Pool
YSE lWa OV aVpI20
LOAD# DESCRIPTION INIT. DATE
w
osr m sx, u¢ r.rr
tic vaue
tvtsne
ou
ernno
0o
re me¢toa aoo LVL Lm
ee
-1
¢vsv .e¢ ra.rr e.nas Len
ens
w
a�
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G N. W.
WINTER HAVEN FLORIDA 33880
PHDNE,(800) 959-8806
FAX, (863) 294-2488
BUILDER DR HORTON-BREVARD
PROJECTCREEKSIDE
MODEL 4EHB/ HAYDEN/ H
CCA PROJ/MODEL/ALT
7A5/320/4EHBH/O1
ALT DESC 10' X 8' COV. LAN.
OTC
LOT 53 BLOCK
DESIGNER
RAA
PAGE
I
1
DATE
10# 24 17
ii_�NN362326R
3A 6"=1'
Revision Date:
ENGINEERING PACKAGE
New Load #: RJ01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
----------------
ALPINE
Mardi f3,2019 AN rTW6WA4f
Me. Bob. Michaelis
3909 Avenue G. Northwest
VftterfiaVen, FL 33880-6201
Re: NtpmatiV6 InsUlations-for a single pik carried tuffs with a width less th- an the hanger width, arld'
Wood. blockingto-achieve, . to -a ve, fLAI design toadvalue fdr fafcp,:m o0nt(�d . 'hg hger-fiftachinent on a - one ply
'
supporting
girder (Reference d6611 WASZ-02.).
Dear -Bob,
For a single ply carried trusswith- a.mfidth le§:s than th6 hangef Width you can install a prefabricated jack..
stab .,truss, ()JorW000 filler blockft. The chord sizes, chpr.d.grades, and Arrimi,c6nnector *plate(s) to
tie. th6. siiffie as tKe single• ply carded truss: The prefibiddated jack scab -truss (*)' Will haVe a, rnir�lhjum
and vvill have a minimum .pitch.of 5112,-The. single. ply carved truss shall laved -.reaction, of
0-0, per•r6if-j-sta§&-r6d I" (See,FIgUr6 I beilow). P16;ks&-r6feirtothe Simpson -81tmngTie Catalog C—&
2616j.page 216i rIgprIei:$ for -!p6re information:
F.ora sfRgib- plY'.0ifflLhr.thk requiriis Wood bl6cki6j W; dhi&e-ful deifign loaid.Value forf4c;e�-rpounfed
hangers -attach qnewpod block (k) to !he back. face of the iingie:ply girder with . h the same size and
rn Or. emob t 6such thafth&W6od
grade:.d� the botto . chbrd:'Pf the sbdli lify gkd'�'Th d- block 16ftP 0 b "
blodidnq extends to each-adjad&nt panel points: (webs ;and bb#om ch6rd interspqlfions), Atach wood
block 6..
I& xa.,W- dun Wdils at e O.d. per -.row, staggered 3.0'applied to the
f750 Fqpm Dri(P $L . Ate 105, Orlando, ! L- 32821 - (009)-521-9796- -.0W.) 422:-8685
mmalpineftwoom
- ---------
addition
.ANWMM*M
sin-glie. ply -girder face, with'arr al (2q) 01-n'!x3,0� GunNaUs. atsqc�* Oan4ppint* applied'tothe
wood block face We Figure 1Wb.Wj.Please refer'toffi6S1mO.sbfh Strohg-Ti&-C-btWOg C-C,2019,
-page 216, Figure1 for 'more.- information.
F40urel-
Thp -appljcMon of-pr6f6bricated jack'scab truss for wood filler blocking or wood blocking to. achieve f-d-Il.
' actu '
Oesigr)load value for face -mounted hangers must be -approved by the- hardware man z.. reT..
Ali 6d& and end distances, arid tpai;ihp for all nail connedoris must be suftYient to pi-event-,§plittirg of
'Wood,..
If. I can .bq. of any further assistance or if you have any questionsi please give me a call.
.04
A;
STATE (IF
Willija6i K Kri*:P.E..
Ghief Enginper
Alpine -an ITW Company
Engineering 6 ngjrje'ering.D pafte6t-
Odando,'FL
6750-FofUftTDrive. 86fte:'306;Oifarido,.FL 32821 -'(8ODY".5Z-1--P79D -(BM) 422-8685
WV6N. alp in C.O. m
addition
.ANWMM*M
sin-glie. ply -girder face, with'arr al (2q) 01-n'!x3,0� GunNaUs. atsqc�* Oan4ppint* applied'tothe
wood block face We Figure 1Wb.Wj.Please refer'toffi6S1mO.sbfh Strohg-Ti&-C-btWOg C-C,2019,
-page 216, Figure1 for 'more.- information.
F40urel-
Thp -appljcMon of-pr6f6bricated jack'scab truss for wood filler blocking or wood blocking to. achieve f-d-Il.
' actu '
Oesigr)load value for face -mounted hangers must be -approved by the- hardware man z.. reT..
Ali 6d& and end distances, arid tpai;ihp for all nail connedoris must be suftYient to pi-event-,§plittirg of
'Wood,..
If. I can .bq. of any further assistance or if you have any questionsi please give me a call.
.04
A;
STATE (IF
Willija6i K Kri*:P.E..
Ghief Enginper
Alpine -an ITW Company
Engineering 6 ngjrje'ering.D pafte6t-
Odando,'FL
6750-FofUftTDrive. 86fte:'306;Oifarido,.FL 32821 -'(8ODY".5Z-1--P79D -(BM) 422-8685
WV6N. alp in C.O. m
— --------- ------- ---
------------- ---- ...... . .......
& N,
I.
ALPINE
April 26; 201 b
Mr. Bop Michaeli's
Carpenter ContradtOrs. af-America, Inc.'
30.60 Avenue N.Orftw*
-Winter Hbvian, FL 33880-6201
Dew Bob,
Re';-Strongback bdd.gihg 00 rbdttnJ§se-t.
I -understand there it some co6b&n over bOr *r I bc6mi.:nend6itj6hs f6t.str6rigbai6k bridging on" roof trusses..
91
back-bridg ingforr9pf-trusses -is not.a requirement- of ANS1-TP.l2014nor is it a requirement of bw
Budding661jYMW � _Z�_-Thf6frnafibn:.: (BbS(),- But- ',.StMhgbsck- bridging onroof
-Mdid- tw
.rowmip6nde4 - by -Carpenter G6htrAadlir d —A in-eiicEL -Stit6hgbi�dk bfldjMg .serves the ng - .0
functidn.s.'
if.0
One, bridging aligns t4e bottom -chords after they an-. set -sp-t.hq -qre u.n rmalong tide ceiling
fine and helps -Witt t 1lng'sprvj60abi4,y
Two; bridging reduces relative deflibctio'n' .6f adjacebt ftsses:
WqpgbaL*. bfidairV.does. riot. prevent. jDt r6dW-;!ovetal1 incrMdual deflection; especially any iooftrusses-
'Oqf a!# m e a .9 inch.
102 nr AhT 114..—
Strpngback- brI491.rig in roof trusses does ript'terviB as terhp6rary..br p&Tnah6rif bracing -and is not,
-inteirided'io dfsG&kk of shard design 1Dgds'.-be1Meeh trusses. Contequently, no design �igrl loads 6V*L'
been accounted -for with this defiiii and cbntirPjbtis- &oh§back'.bMdgihg should not be.iittachbd betwden-* -
bofnnjon and.girder 'trusses. The use -of strongback. bridging' shall not 'interfere with other design
considerations as specified byjhie Engrlh*r'pf Fkerc)td or ither Building. Deslg'iie r..
The: outer ends of lhei kroogback bridging shall beq"rhed(:to a wall •or anotherpepore, end restraint or
as Apedffed!py-thd Engina6r of RecoMlor.th: Building.D
e$igiier.
Strorigback bridging shall. be -a- rliinimfirn -bf 295 nominal lUmbor oriented -with the depth -Vortical. Attach"
Wi% 0 1gd-,-c*i:hop Deolp (0.162"x3S.")' nails at. each intersiL-drig Thdrnbeif. When extending the
stmngback bridging overlap. 6y '.a OP
-at -mini". of two'frusses. 1'*he lbcatl* -.6f. the, strong6ack 6dddin
rnaybe• specked byl.he-Truss Manuftctfireir,. agifibbt o-FiRedord, or Builditig Designer: Please refiir.to
G's-tromb4cloog. - . . 'OP - *0. r .information...
Besi Proyir?ioPeoJrto;Apinp,$TR �5ki.04d for More Tha graphlic
.dho%�6 -(Fidure, 1) is for 9pfii§rid fllu&dWep.drpose only.
6750 Forum Drive.gtitte-905; Od5ndo, FL32821- (800) 521-9790-(863) 422-8685
m"-.WpineitWxom-
Figure -A.
If I:Cah bd of any fijdhex,asejqtaribe Dr-K ypu have any questions, 1plPRsq give me a. call.
'Sinly.,
'Y
wortam:-Fi. xdck
qtljqfEngjhpipr
Alpine an ftW oqmp;any
Eng.lpseinnj'Depaftefit
-Orlshd&,. FL 32821
-VtO Forum Drive Sub.3.0t, Vdi6do,Fl_ 1282:1,(800) 524-9790 - (863).422-8685
I'm
jI
STRdN63ACK. ;BRIDGING 'R.ECOMMENDATIONS
MT .STREINGIIAQK
•BRIDGING TOGET}IER
01
. ATTACH!SCAB WITH' SHd -BDX/GUN
41 U• 2k6. <0,18D!x3.01I NAILtS IN-'-P, ROVs AY
IN
.SCAB :6•OWN
LAFESTROVGDACK BRID6INQ NEHHERSGWN.,
F R-AT L AST ONE TRUSS -SPACING
STRGINGBACK BRI➢GING 'SPLICE ➢ETAIL•
STRUNGBACK .BRIDGING' ATTAEHMk91 AU. LKNK,LYt•,1..
P-AIL scdbron blocks shall .be• a minimum Ex4
'stress gr.•gded tumber'`
►, All • stnongback bridging and. br.Pcing shall• 'be• a
minIhwq Exfi 'stress graClgd •luri1odP.'
I►T.he purpose, of !jtronoback brldging Is to•
developp • load sharing betNeeii Indivl6164t trusses,:
resiAlting In nn overall IncMearlip In the
stiffness- of the floor syyst2 em'. -x6
sltr•onobagk br'Idging; .p6kk1 shed• ds: Showh In
detalls, -Is recommended 'at 10' mod'• o.c. • Cmax.)
I`Thp -.t tims 'b'rlidClrlg' 'o:6d' ''prdcing' are. sometimes
mistakenly used•'Interchangeably.' ''Brai~ing` Is •Gin
Important -structural requlreKen. t• of dny 1=lbor
ar roof' -system. Refe1 AD—— the Truss. D'eslgh
Drgwing (TDD). fOr' 'the: bradng N. •'eqult*'ements •fbr-
each• Indlvlciupl truss component. Brldging',,'
particularly •'Strongboa k= bridging As n•
recom'menda'tlgn• fpr" a -truss system *q help
control vibratlolh. I'n: addlitldrr• to alding•. In the.
dis`trlbutlor% bf point' lbad!� -bd-t*e'eri iidjacent
'iruss, •strongback bridging, serves - to reduce
'bounce' or residyal vib'ra GlibLh. 'r•.esplting from
Moving polrl't wpols, sUch as fo4.4steps.
The performance. 6f • -all floor •xystems 'are
enhanced by. the IristallailbY1 6f. -strMgback
bridglho Paid %heY`efore'Is' strongly, recommended
by: Alpine.
Far addi-bimM lnfdwmatlbri r4eggarding strphgbapk
brldging, refer to BDS1 KBwilding Component
SafetV Information).
i
0901]•-h*'.,or. orro4an'.er:Wa ,pb4 w....sl.nca .nd \hne .N{.N.a
Ksno ...alc►,✓;�e.�, TPI+un3p4u.xa SUM in+�,:�+rraa Ito..4..1v' •r•'ay 'r
PSF' REF
No. 7O861 • TGg DL• ;PSF DATE,
! Iib PO RWG
C
LL PSF .
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or
R big
r -
Cracked or Broken Member -.Repair Detail
Load Duratlon = 0%
This drawing specifies repnlrs for a truss with broken chord1 . Member farces may be Increased for Duratlon of Loaid
at- web Member,
f
This deslgn Is valld andyy for single ply trusses with 2x4 or f
2xfi broken megers. No more than one break per chord paned
and no mo a than two breaks per truss are allowed, I s
contact tie truss manufacturer for any repnlrs that do not.'•;
comply with 'this detail, I
(B) ao Damaged area, 1a, max length of damaged section
(L) = Minimum palling distance on each side of damaged area (b)' !
(S) spices as damaged member, Apply one scab per face.
Minimum side member lengths) = C2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered,
Nall Into 2x6 members using three (3) rows at 4 o.c„ rows staggered,
Nall using 10d box or gun nalls (0,12810', m1n) Into each aide memb&r.
The maximum permitted lumber grade• for -Use with thls
detail Is Umlted to Visual grade 01 and MSR grade 1650f.
This repair detall may be used for broken connector plate atj
mld-panel Splices,.i
sectlonsaloccurring within the eonnecotordpintQe damagedchordor web `.
Broken chord may not support any tie-in loads.
s• ,
L L I
74Typ4
lcal M
-0 i - 0 + _
Stagger
Back Face 1M0d bBox (0.pp128'b x 3', min) Nails,
o = Front Face 2x6 Member - fru lee Row Staae eyed
hIn II .Grin r-Inn T)e-bcl 4
Maximum
Member
Axial Force .
Member'
Size
L
SPF-C
HF
DF-L
SYP
Web
❑nly
2x4
12'
620#
635#
730#
B00#
Web
Clnly '
2x4
18,
975#
10554
1295#
14150
Web
or Chhord
2x4
24'
975#
1055#
1495#
1745#
Web or Chord 2x6
1465#
1585# 2245#
2620#
Web
or Chord
2x4
30'
i910#
19600
2315#
2555#
Web or Chord 2x6
2230#
2365# 3125#
3575#
Web
or C�iord
2x4
36,
24700
2530#
2930#
3210#
Web or Chord 2x6
3535#
36350 4295#
4745#
Web
or Chord
2x4
42
2975#
3045#
3505#
31335#
Web or Chord 2x6
43950
450041 5225#
5725#
Web
or. Chord
2x4
8,
3460#
3540#
1 407o#
4445#
Web or Chord 2x6
5165#
5280# 1 6095#
6660#
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rollor ih► iaaA •.H an at lcu Outdtq GmT+w.�nt aooarty �n �rnoibn, hr 7P! and sD0�1 Por � iy
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F MEMBER REPAIR
TE 10/01/14
WG REPCHR111014
24,0' MAX 11�s
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Lumber. Silas and tbrade,Mtnumum Reyulromgnis
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i
Simpson Strong-Tiee Wood Construction Connectors $IMP$ON
- .r-
9
These products are ahle with ada nal Corrosion protection. For more information, see P. Codes: See p.12 for Code Reference Key Chart.
a��to
. •. . -
rdoist •: '
- S'�' '. �
-
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" . No: • ••
:- --
. Canted �
Marnhar ..
:Is'Oimen pinse
sons .::
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= Alluwab(e Loads
Code
.
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RK
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_
-
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'-
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SPF141F_
Species Header. • :Het
UpOfi
(1sOj:
F)nor
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now
;Hoof'•
Roor
(1oD)
Snow'
(a15)
Hoot
.(1z5)
IUS2.56/16
-
25%
16
2
Mln.
(14) 0.148 x 3
-
70
1.660
1.805
1.905
1,425
1,555
1.555
Max
(16) 0.148 x 3
-
70
1,805
1,805
1,805
1 �55
1.555
l 55=
2%x 16
IvIIU2.56/15
I
• -
2§is
15%
2%
-
(24) 0.162 x 3'h
(2) 0.148 x 1 Yi
230
3.455
3,920
4,045
2,970
3,370 13,480
U314
HU3161 HUC316
• ✓
• 12%,l
2% 1
101A
14Ye
2
Z'h
-
-
(16) 0.162 x 3'h°
(20) 0.162 x 31h
(6) 0.148 x 1',z"
(B) 0.148 x 1'h
970
1.515
1,945
2,975
2,205
3,360
2,375
3,610
1,675
2.565
1,895 1
2,895
Z.045
3,110
16C,
�-
..17?(,c:
2T4"=;
.(267ii.162z'h
' (2j 0.14B`r 73i
'230:;
..795'.4;045.4)445
3,22D
3 480
3 4B0
Lq
2'h_x.18 :•
2'h x 20
HU316/ HUC316-.
MIU2.56/20
-
2sg;
2% I
;• 14Ye •-
19N
2'h..-i
21h
-
'(20p0.162.X3iffi° •::(B)11148x1Yz
(28) 0.162 x 3'%
';
(2) 0.148 x 1'h
515c,2,97$.3;360.3;610'
230
4,030 I4,06D
4,060
2,565
3,465 13,495
2;895
3,11D
3,495
x :
to 26
' 71U2 56/20 ..
!' `�
2350
. 19'/rs •
2k
;`
(28)IL162
+".
4.060:
4;060.
3,485
3,495
3,495,
2% x 91/4
to 26
2W wide joists use the sarrie hangers as 2W wide joists and have the same loads.
IJIIU3l?J9 '"..,: - -
s• -
3F/3;
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2
-
`(16j'07S2k 935
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2,820.
1,380
2 245
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-
<-%:.
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:2'/z
Max.::(1B)0.162;x3Yz..
,j1D)0?4Ax,3
i�flp
3OZD
325D
2,305
2,603.28DD
18C,
MW3.12/31.
31 Ya
Z'h
-
.(20) 0.162 0%.
-(Z):Q.1.48.x 1?h-
-2
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3,135
3,135
2,475
2,69
2,695
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LA
3 x 11 �%
,
HU212-2/HUC212-2
• ✓
3Y4
109ie
Z'h
Max.
(22)0.1o"2x3'h
00)0.148x3
1,795
3,275
3,695
3,970
2,B2D
3,180
3,425
ZH325n2iU3UC
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3(4
v
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,
2h:.:.
-
,
i24)D162X3ti ==
1 0148 x 3:.•
(.Z)
trE
`31;
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9;Oi5
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3,735
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'HUC3:25/16 :.. • ; • ::..
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'2 fz:
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(20):0.162z3?h
{B);014B.r,3. -
1;515,2975'�3;36D.3;fi10,
2,560
2,89➢
MaX:
(36):0362 x.3'%
` (12):O,148 x:3 ' ;.
l,'• °5'
'dtA74;
:$365
?1695;
3 330
3,755
4JM.
HGUS3Z5/10 `•r..
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3Yi
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2W.
:(46) 0:162z 31,4 '
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06) ORx334_
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N1?JSi5;
.9,]D0:
9 TD0
9 t110:
3,6DD
7,6Z5
3,710
7,B25.
3770
7,825
FL(12)'h"x
IBC,
MGQ53:25/12=.'=: -''
• :
-
3Yi
•.:10 G''.
-0
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.(20)'0362x3 '3i�0'
9--400
9,4D •9;4*-8;08�
$UB5
B,D85
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I GU3:25-SDS': :
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3Ya.:'8.tu
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4Yz
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D2)Yi 7(21z",.§D5.
To 5s'
.r72-0
.�;3(0;;
51D.
4.84t1
5,265
5,265
HHUS46
-
3%
5Yz
3
-
(14)0.16ZX3'h_
(6)0.162x3Yz
1,320
2.785
3.155
3,405
2.395
2,715
Z,930
3'hx5Y4
HGUS46
• •
I -
3%
0.
4
-
(20)0.162x3',z
(a)0,162x3Yz
Z155
4,36014,BB5
5.230
3,750I4,200
4,500
iUS4B--- ' :'d`••'
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2:
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_.
•1320
1595;
815:79601;365
7,555,'7fiBD
.:.
HHU548:" :'.. =::.
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=.
96%..`_"Nw..:
T'3.
-
(22)'.Ol6Zx3Yi:'(B)'0.162X3?§
:178T1.4;2]9.4:770;514➢?3,615
4,D95.
4,$15
HGU548::. .: ;-•. , ,..
3J4..:`
7i s, .;
4-.:
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`t36i: ➢162X3�k
n?) 01fi2ON :
3735
T46Q
I '7;46D,
6,415
6.415.
£,•415'
IUS3.56/9.5
-
3Y4
9'h
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1.455
1,020
1,160
1,250
Iv11U3.56/9
• •
• -
3�40
8Ims
2'h
-
06) 0.162r, 3'h
(2) 0.148 x 1'h
210
2,305
R 2,615
2,820
1,9B0
2,245
2,425
U410
• •
• ✓
3%
BY.
2
-
(14) 0.162 x 3'h
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,955
2,120
HUS410
-
3%,
81%6
2
-
(8) 0.162 x 3'/z
(8) 0.162 x 3Yz
2,990
2,125
2,420
2,615
1,820
2,070
2,240
p
HHUS410
-
3§b
9
3
-
(30) 0.162 x 31h
00) 0.162 x 31h
3.565
5,635
fi,380
ti,445
4,845
5,486
5:545
3'hx 91h
HU4101HUC410
• •
✓
3%
8%
2'h
-
(36) 0.162x 3Yz
(12) D,162r.3h
3.235
7,460
7,460
7ACD
6,415
6,415
5,415
HUGG410-SDS
-
3%.
9
3
-
(12) Y4` x 2'h" SDS
(6) Y4` x 21a SDS
2,2C5
4,50014,500
A.500
3,240
3,240
3,240
HGUS410
-
33b
9Yw
4
-
(46)0.162x3'h
06)0.162x3'h
4,095
9,100
9500
9,100
7,825
7,825
7,825
IBA
LGU3.63-SDS
•
-
3%
8 tD 3D
4'h
-
(16) Ya° x 2W SDS
(12) Yi x 2W' SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
3Y4
9Y4 to 30
4'h
-
(24) Y4° x 2'h" SDS
(16)'/4"x 2W' SDS
7.260
9.450
9,450
9.450
6.805
6,805
6.805
- :
;IUS3�s611SB"C '•.:-
•;•.
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.
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-
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313
3 }35;
2 475
2695
_ 95
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-
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9.475
9,475
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6
146 See footnotes on p.150.
Simpson Strong-Tiec, Wood Construction Connectors $IMPSON
gym:: _ •f;'_.,r
Adjustable Truss
wffThis product is preferable to similar I onnectors because
of (a) easier installaBon, (b) higher loads, (a) lower installed
cost or a combination of these feahues.
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
easytop-flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX8 coating.
oSee Corrosion Information, pp.13-15. f
Installation: f
CUse an specified fasteners; see General Notes.
o The following installation methods may be used:
U '
W • Top -Flange Installation — The straps must be field formed
- :3 overitie header =see table for minimum top-flange-requaa-,..ertts: �•
--1 _—iristaiffop.arid face nails a6dbFung to the t ie olrnaiis anal'i
_ ® ,;— notbe within Ile from the edge of the top flange members: Foc--.- - I
41
the THA29, nails used for joist attachment must be driven at an
Ca angle so that they penetrate through the comer 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 naffs 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 fined.
Nails must have a minimum'h' 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 fined 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 tided. Naib used for the joist
attachment must be driven at an angle so that they penetrate
through the comer of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• Ti-IA hangers available with the header flanges turned in for
3si's' (except THA413) and larger with no load reduction —
order THAC hanger.
codes See p.12 for Code Reference Key Chart
Double -
Shear
NaiTng
Top View
i
Double -Shear
Wng
91de View,
Do not
l
bend tab
THAC422
'THL'2 �
THA422-2
T%HA425-2
THAC422
Face Trails 1
pertable
a-i HAW
tyr
2Wfor
bTM zvr
THA422-2 r
and THA426-2
dip
�=p _ - a}•_
C I.
THA29
THA418
Double 412-
Use trdl table value
Single 4x2-'
See
nmleriable -=
' Straighten the double
rear nailing tabs and install
nags straightinto the )oist
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 header.
Dome Double -Shear
NaTng Side Vow
' (Avaiable on
some models)
2 face nails
(tom)
4 top nails
- (W
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
Typical THA29
Top Flange Installation
er to
tnote 5
p_ 187
6
186
Simpson Sirorg-Tie' tnJood Construction Connectors SIMPSON
Adjustable Truss Hangers (cont.)
In These products are available with additional corrosion protection For more information, see p.15.
-- 22
il
Model=
Na "
g
Mm
Top
Flange
(inj
.NBa'
Fasteners
--.: fin) . .-
; :: DF-
Alfowableloatfs
SPFIHF'..
NlouvabfeLoads :.
Code
Haad'
Depth
jmj'
`.' .:Cturyin9iNeinber ',.:
Carried
Member"
UpGff
(16D}'
>F1oor
(100J
Snow:
(�151.(3251i6a)
Roof 1
end .
Upiiit
(ism•(100)
floor
Snow.
(r5)
Roan '
Wind.
(125/1b9}
'8ef.
t.
ToP.. ..
r _
�Top ElarfgeinstaUahair _ r
-... _ _ s
-
THAN
18
1b/e
°TYe
5Ya
1'h I
-
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.14B x 3
525
1.io0
1.T 5D
1,750
450
1.330
1,330
1,330
.
27fb �
- I
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,'61D 12,810
2,510
45G 11.9°,.5
1,S85
t,985
-THA213 '.'18.
15/e
-•(4).0.14Bx:3'
-.(2)01148at3.(4)0148x111
THA218
18 1
1 %
17%
5%
2
- I
(4) 0.14B.x-3
(2) 0.148 x 3
(4) 0.148 x 11h
-
1,460
1,4W
1.460
-
1,11D
;d W
1.114
IBC,
IT lA2.18-2:
i6
::3Ya
17135c
;$
_ 2
- I[4)0.162x
3ih
(2) �162 X3Ya
j61-0148 x 3'
y-,=
? °6D
'1 G95LA
',1,945 ..
1,d90
wi,515
"1;515:
THA222-2
16
3%
223As
8
2
-
(4) 0.162 x 3Y<
(2) 0.162 x 31/1
(6) 0.148 x 3
-
1960
1 995
1.995
-
1,490
1,515
1515
18.
13-%s
Ph
:.'2.'
.- .
(4)-0346x3_;•-(2)D.1d8x3'
-(4)0.14Bz'3:'_--;:7;53ii•1.,53J':
77�I1#A413.-
11165
1a65
1.165 '
T-HA418
16
3%
171h
77h
2
-
(4) 0.162 x 31h
(2) 0.162 x 3Y.
(6) 0.148 x3
- '
1,960
1.995
1,995
-
1.490
1,515
15,15
FHn1i'--+u
>335:.22
7777
7/e'
: 2:::'.-
:{mDifl2r8?/x:(0.162x3vz::(fi);111983._
=.-,;:
5
:a;,99sa`r`.-�-
j3°90
i,5i5
ry1,515
-
-fHl{426
14
'3s/e
26
77h
2
-'
(4)'0.162x31h-(4)OIBSZ"
)Yf't
i.182K31/z
'-
2,435
2,435
• 2,435 :-
2,095
5,)._2095
-_
t$Z2-�..
14
31fz',330
.._ 3}330_
:• - '
2;865
-FL
THA426-2
1 14
,71k
1 7Y<
2635s
934
1 2
-
(4)0.16201h
(4) 0.182 x %
(6) 0.162 x 3Y2
-
3,330
3,330
I 3,330
-
2.865
2,865
2,865
r
-
dace-N%ent{Maxa�nstaHahen
.F
�_ h .
`
THAP9
18 I 1 %
9%
515
-
915is
-
(116)0.1480
(4) 0.14B x 3
525
2,265
2.765
2.265
450
1950
1950
1950
:.•
IF]A213 '.,J('1$.t
a
i✓e:
1S§is
5Yz::
-:
;134's
::
• ' .- :
:.
-(14) 0.1:4Bz3::(4)
1�`8x 3..
*fir
45
'20 ..
'+4G
� ,, :
. �6 .
_ -... :..:'
�
30
1 176D
:
9Q10•
. .
:21D5.•
THA218
'f�f{i21.82`
18 I
16(:9?/e
.....
1 %
17M.
17?Y'-_8:..=.`:
51h
-
117%
141Ss
-
.. .:.-_ . :
(18) 0.14E x 3
( )`0:182x3iTZ(6)0.]62X3h
(4) 0.148 x 3
855
2,450
2.4501
2,450
735
2105
2105
_,841i'.Z845:
2105
IBC,
FL
THA222-2
16
1 3'A
22%-
B
-
14Ya
-
(22) 0.162 x 3%
(5) 0.162 x 31h
1,855
3,310
3.310
3.310
1,595
2.845
2,845
2,345
LA
TiIA413
.71i0148z3:
(4)!)�48.X3
`95a
_'}�?d�:;
34G••,��'t?0:
1:.
'•7Pa.
1.760:2010
TM418
16
3%
17%
71h
-
10.
-
(22) 0.162 x 31/2
(6) 0.162 r. 3Yz
1,855
3,310
3.310
3,310
1595
2,845
2,645
2.3345
31jA :
18:
3%
`22::
-N;
-
. 1i}1ie;
_. '-
( O F2x�1h(
t mzic:3.1h
7, _ ..
? -
;�3=
_ ..
_ ?? :
.
1595
Z 45
'2.84Tx
' 2 845
THA426
14
1 3%
26
7 A
-
1615e
-
(30) 0.162 x 31h
(6) 0.162 x 3
1,855
4,415
1,595
3,795
3.855
3,B55
ktft422':.
�4
, 7Ye;
?Yte
93/a.
-:
; ' 16'Yre
••- ; : •.
(a(g0162 %3 _
(67 0162k 31h;855
'5,1703
44,48D4,480
52i#::
1;595
4,445
4745
-•4,745R::THA426-2
14
71K
26Yw
9Y,
-
18
-
(36) 0.162 x 3Y2
(6) 0AB2 x 31h
1,6555,52D5,520
1,595
4,745
4,745
4.745
1. Uplift loads have been Increased Tor earmquaKe or wino roaang wrm no nsmer ulureese -weu, nvuu- w„ao •_: •�� e�•�• •••
2. Wind (160) is a download rating.
3. Min, top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the TK429 with 1 W min.
top flange are based on a single 2x carrying member, all other top -flange installation loads are based an a minimum 2-ply 2x carrying member.
For 44 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 loads are based on a two-ply 2x canymg member minimum. For single 2x carrying members, use 0.148' x 11h° mails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 16 gauge, and 0.68 rr 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 nulling requ rements and the other strap wrapped over
the truss chord according to the top -flange nailing regrmements (see drawing on p. 1 B6) and achieve full tabulated top-fange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Goist) member. Based on the installaton condition, naffs wM be installed
elther straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nall dimensions in the table are listed diameter by length. See pp. 21 22 for fastener information.
197
Simpson Strong -Ties 1Nood Construction Connector SIMPSON
''11r
Face -Mount Joist Hangers
G�EE�O This product is preferable to similar connectors because
W of a) easier installation, b) higher loads, c) iower
7 installed cost, or a combination of these features.
�b
The double -shear hangar series, ranging frorn the light -capacity
LUS hangers to the hig astt-capacity HGUS hangers, feature
innovative double -sheer nailing 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 ell common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
aflemative and easier installation than the HUS or THA hangers,
while providing greater load capacity -and bearing than the WS.
Material: See tables on pp.194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAXO coating. See Corrosion Information, pp.13-15.
Installation:
- - - - . •-o- Usv z�Fsp�iFrd ��':ane.�-ees-General Notes. -
• Nails miisf tie drtven—afari erigli through the joist'or truss
!Mf fho hpnr'ipr tn_Rr_ Pva thexabit loads— - - .
U
Z
ZYZ
Qa
0
U
F
Z
z
z
r°n
e
b
c5
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for'HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear �I
Naiing I
Top View it
V _
Double -Shear NaTing
Side View
1 Do not bend tab
Dome Double -Shear
Nailing Side View
(4vaflable on
j some models)
i
1'iDr2
1Yis for 4Xs�
B
LUS28
HHUS210-2
VV '. �c
MUS28
rn
0
4
t�
_
y
p
Y
-
k;;, :.
0.
Y
HUS210
(HUS26, HUS28,
and HHUS similar)
V HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
193
Simpson Sfrong-Tleo Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
y
O
v
�
Qn
C
C .
O
U
N
d
IL
"• M del,
:.'' Nu. -: :..Height
- ,
..••-W.:..
•
. iljmerisinns pn):.:-
<--.:::.:.Fasteners.- ...: •, .'
-•
H -
_
' ::B �..-''•Carrying".:
, :
'.r'Nle-mbar->,;
: •> Cameo'
. ..
'. Mai
Single 2x Sizes
a]1S24'=
:'�'-Esh'.'
';':. '?.79'ie
18
--
'--3Ye�•
�:1�%.
=-j4}~Ti.�tf#Bx�• .P(44
JAM
4Y4,.-
1§Sc;:4%...
12/4
(4) 0.1'45 x.3
x3.MUSH
4%
18
j 1its
541.
2
(6) 0148x3x3HUS26
445s
16
1 1%
5:Y.
3
� 04) 0.162 x 31Ax
3/z1-9%:
'.x3Z
-W52B.§
:'- 434s: '.
;16
1§tie :'i
X3:
MUS28
6%s
18
1 %s
(B) 0,14E x 3
(6) 0.148 x 3
HUS28
6Yz
16
1%
(22) 0162 x 31h
(8) 0.162 x n
HGUS2B
SlAs
12
1%5
(36)0.162x31/.
(12)0.162x31A
•LUSt
::4Yr''
18 "
1§Se3i:
• j�0:14BX3•'
(4).0148X9. '
6U521D`
' '8�e..•:'•'16
14e:'3-:.(3
'D.1620Vi
'(1D)0.162x3?A-
ams _
12 .:13s'
5.:.
-(4fiJ0.162x31A
'(16)l)1fi2z31h'
SS
5
1. See table below for allowable loads.
SIMPSON
ISThese 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
with Strong-DrW SD Connector screws.
See pp. SS5 ,',37 for more information.
aiF7iffouvauieivads`:.`"-
- SPARuwablelvaGs.�e- -":;==
- - SPItiFNlrmablelpads. - -
Code
:.filodel-
='; rye
lfpllft]
Floor
Ruoff=
Wmd :.
Upliftl 'Floor..
.
-. -
Roof
' INitid .
Updt];` , i]eor-
Snow
Roo(W)nd
Ref '
.Snow
j1z5j.
(18oj: _
'_116ti) •' •':(100)- .
•Snow
{315).'
r (725y. ;
(160)...
(760j • (10
-(a151."�(1
. - {360)-••
'. ..
Single 2x Sizes
;-725
;:825-,,
495.•..:;365':
`605
LUS26
1,165
8s5
990
1.070
1,355
-'43!;
1,165
-935
1,070
1,150
1,475
865
635
725
785 1
1,000
IBC, FL,
t!o6;-
'93D''
• 1,550
] 56ff
.;'ui4 ''
. B55 '
,'aU90
.a:9$0 '
. ;,35D'
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320 1
2,960
3,280
3,280
3,280
1,150
2,350
2.660
2780
! 2,780
:5,390.
'S 390.'
.:•7
3�25
.3.£]0
3,87D '.
3:9B5
W. FL
LUS28
1.165
1,100
1,260
1 1,350
1,725
1,165
1,195
1,360
1.465
1.730
865
810
925
1.000
1.270
IBC, FL,
.1:32U:
3;B75-..
2,135
•.2,255-'
255;'.1150=•_J:27U'
1,d55
,:1.0
LA
HUS28
1,700
4,095
4,095
4.095
4,U95
1,760
4,095
4,095
4.095
4.091i
i.4B0
3,520
3,520
3,520
3.520
=HGliS28?
7_ 1`.=
11.6501:.
Z127r
7 { "
`7,275'
T.,275:
,: 3 5 .:
S,arO
), 3,820"
3:915 ].4,25D
'.
IBC, FL
LUS210
1,165
1,335
1,530
1.640
2,090
1,165
1,450
1,655
1,775
Z270
865
1 985
1,120
1,215
1,5D0
IBC, F1,
'Nf]S2aD: '
` F3 '_`
; 45Q':
5 954•
^:3 8°D'
= E3Q:'
. = fi35 '
S;395
. '5g"m '
'5,830'
:5.83b
: '2, 0 '
2's D`'
Z,'55 '
' 2.535
'2,823
' LA
HGUS210
2,090
9,100
0,100
9.100
9,100
2.090
9100
9,100
9.100
9,100
i,545
6.340
6.730
6.750
b,730
W. FL
1. For dimensions and fastener Information, see table above. see table tDOtr10IP.S on p. i so.
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 45". Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0,46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 035 of table load 0.41 of table load
ACtde
'side
bpecity angle
Top View HHUS Hanger
Skewed Right
goist must be bevel cut)
AD joist nails installed on the
outside angle (non -acute side).
r5
194
-
---_-- ------ - -
......
LUS/MUS/HUS/H
These products are available with
IV additional corrosion protection,
For more information, see p.15.
S/HGUS
For stainless Many of these products are approved for installation
steel fasteners, with Strong-Dri✓eg SD Connector screws.
see p.21. See pp. 335-337 for more infomu+tion.
o
SIMPSON
}' iJlodel:
tdo�: _• `
�.
: Heal'.
flelgbt
.;
:Gil._
••
fllmenslons
SPF7HF:Ailawahfe
Ref.
; .. .
yLr
y
g
Car?3n9
. :M inber.
`Gamed-:
Member.
31pTdt1-Hoof
(160) "(100)
Snow
1715);
ilobf
{12�
?Nina. 1(plift
�160) (16tfj.
Floor.
(10D)
Snow. '
-(115)
(loot
(125)
(Mind
(160)
Double 2x sizes
l)1S242
2;at:,
7B
3'%
31/a.:2.
(4)0:)i2ir31h
r(2}OS62x3rh;
4zu::=:6D5,.'9f)5''-'9PzU;:T243,
355•
`fi9D:
;7$D,
'B45':
1,D7A
(431h
:�1:DeU.
;bib,
,I17D d-12B5+:.1,59
;'
910
' 885
1;OD9
1:b90.
1,315
HHUS26-2
4%.
14
345s
5%
3
(14) 0.162 x 314
(6) 0.162 x 31h
1.320 12,830
3,190
31415
4,250
1,135
2,435
2,745
2,935
3.655
HGUS26-2
4%6
12
34'is
53/e
4
(20) 0.162 x 31h
(8) 0.152 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4.170
4.445
4,795
;{d15Y8 2`-_
•'. 4�.Ss°
.'18: '"3xk'
. 7-,
' :2:
: (6).0.162X31h.
.I4) OlB2X31h '
h;06,_ "1,315
•T49D:,160''
.L03.'
.91f1"
1,13D
:1,26G
�1,3B5.
1,745.
IBC, FL,
.
yH1152s
691. '
-14.
3%.
716
'-. 3
:(22) 0,162 x31h.
(8) 0352.x31h
1 aG0
4 265
4 810;
5 ]55
S,9BD
1,515
3,679
4,135.
4,435
5145,
LA
}iGUS28
file'
12
ails.
7 .:;;:4:
:(36161fi2X31h
(1�0.162x31fi+3235:�7;4fi0,,•7,460'746Q•7;960:•
2780
b,415,:`fi,415
fi,41$
6,415,
LUS210-2
M
18
3%
9
2
(B) 0.162 x 31h
(0 0.162 x 31h
1,445
1,930
2,D75E24
2,830
1.245
1.575
1.785
1,930
2,435
HHUS210-2
B16
14
3%
8T/a
3
(30) 0.162 x 31h
(10) 0.162 x 31h
3,550
5,705 16,435
6,485
3.335
4.9D5
5340
5.060
5.196
HGUS21l]-2
8%
12
3%
9%
4
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,10D
9,10D
9,lOb
3,520
7,460
7625
7,825
7,825
Triple 2x Sizes
HGl]526=3:
4T3is:'
;
414(s'
S3§.,:'4;,
.(20);0362x31h
i8)pn23i3lh'
2155s
434D:'A;65U
5;170
5Sia'� 1;855:
3;530
.4,1'ir0
�.445.
4795
IBC, FL,
•.`:
HGU528 3 _
fi1i5s,.:;.12_
.12
4
(36); ._62z974
J7_2) D 162x3Z
3 235
7460
74BD
34fi0:
346f)aa 2780
6;415
'fi;415
6,415.
6415
LA
HHUS210-3
B%
14 I4'%
875-
- 3
..(3D) 0 52•x31h
(10) 0.162 x 31h
-3,405
5,63
6,375.
6,485.
5 q85 2,931) (
4,840
505
.5,575
15,575
. FL
HGU5210-3_
3-`:'"1DX::
. 81YLs
12
12..'41�ic1D?a:'..:.(56):f1.162X'Sh
411i6
9?/4
4
.(46)..0562x.31h
(1QA162X31h_
(2f1)-03fi2x31h
�,091.9,1.D0I.9,100
`;645:�9:{(41t--045'T;1!41d.-9�_c�]4.900.7,73➢'-t,-7811Li;7811
9,100
9,100 3,520
7,825
7,825.
7,825_
r2`
,li�th
IBC, FL
LA
�HGUS�1
HGU5214 3
12s6':
'.12 .
4 c
]2'/a
`' 4
: (66} 0162x3'7i?
(22) 0:162x31h
a fig
'7➢;125
10;125
14125'
301;?$ 4;9D0
8-190
'i319A
:B190.
-H1.90
_.
Quadruple 2x Sizes
HG 528=4:-
3Jz.:
Z,T35 4',730..4,17U
4:4Q5: 4,795
IBC, FL,
HGUS28-4
7%s
4
(36)0.162x31h
(12)0.162x3%
3,235 7,460
7,460
7,460
7,460 2,780
6,415
6,415
6,415 6,415HHUS210-4
R
11461/a
B'h
3
(30) 0.162 x 31h
09) 0.162 x 31h
3,405 5,630
6,375
6,485
6,4B5 2,93014,B40
5,485
5,575 5,575JG��
124'
'•}3GWS2344:
•12
12,
634s
105e':4
12k.'.4
"'4:.,
'(46)0'�62z31/z,
(56).0782z3^li
;(66jD.1S2x3?/z
1.1 '-162x31/"HGli
(2-0)I1.162x33nZ'•
(22j0.162x31h,,.fi95_
i'.:.'
�i"c93.118C[15"
25:1U.
2ajQ,
4,9DB
ap125,4,90D18.710
7,780'.7,7B0
8,710
7,7$d .7,780
9,710 8,710
4x Sizes
'3?is'
:4B!a'
'2•.
(4) p]62X31h
,14)'0.162k31%tij
1I;flT:
1-03D
.7.170"
1;26$:51593
YJ1U
,885:,.
1,00S-
U. A
9.B7D.
IBC, FL
HGUS46'." :::;4%r`:'•12:
35AI43/rs_'_`4::
(20)0.]6Px334':(8)D:iii2X3Tft
�155a4�.4tl}i85f1..5,I�A
5.575'1,855�3,73D
=4.170.4,445
+},795
•`45tc
LU548
431.
18
'3Ie`
3e'is
$tic
6i'a
• 3.
2
r(h}J.OJ62x3Ys
1 (6) 0.162 x 31h
.(6)0762X31/z;
(4) 0.162 x 31h
l3^4.
1000
4;BOb"`3
1,315
90,
11,490
a415`
1,610
4S25f}#
2,030
1,1.5
910
2.435
( 1,130
�745"2,935
1,280
1,385
3,655
1.745
IBC, FL,
HUS48
6%
14
3%
7
2
(6)0.162x31h
(6)0.162x31h
1,320
11.5BO
11.790
1.930
2,415
1,13511,360
1.540
1,660
2,075
LA
HHUS48
61h
14
3%
736
1 3
(22) 0.162 x 31h
(8) 0.162 x 31h
1,760
4,255
14,810
5,155
5,9B0
.1,515
13,670
41135
4,435
5,145
HGU548
63r
12
3%
719e
4
(35) 0.162 X 31h
(12) 0.162 x 31h
3,235
7,450'
7,460
7,460
7,460
2,780
6,415
6.415
6,415
6,415
:r111Srk1Sfi `: `
0
.'_3;-8tya1'2'•:
(9}.0J62x_3Yz>
:fgi:O L62X31h
i1;
3F121I175'-224
2:B3fJ,
1;.�
1,575'
?a35'
1,930
2;535
n 'HHU$410f;
HGUS41[[-;-
B3i5:
8r/ao-•
_l4
12
3sls
3s6
9
915s
-3
a4=
: (30);03B2x3yz
(46)•➢.i62x'3X
(1D)0182XS1h
-:(lq O 162X:31fi
355
4:p95
r9�0D
%4-
9lbf}
a��
9lIID
i�;4
�J�Ab�
�3,265,
3,52D
4,905:
i 7,625.
v 35
7,825
lid<n
7;625:
5575:
7,625t
IBCLA
HGUS412
10'As
12
3%
10%
4
(56) 0.162 x 31/z
(20) 0.162 x 31h
5,695
9.045
19.045
9.045
9.P5
-,,90U
7,780
7,780
7.780
7,780
HGUS414
113is
12
3%
12'/rs
'4
(66) 0.162 x 31/1
(22) 0.162 x 31h
5.695
10,125
10,125
10,125
10,125
4,900
18.190
8.190
8.190
8,190
Double 4x Sizes
HGUS79L7O.:
'8'he-.-c
12:..T'/ap
Skis-
4'-
(46}0i62it31Jri
"6J.0.1627(31fz''8?130
,'BD95.'9D95':90�951F1952950;
78PD:
78Oi7820'
7820.
•7,985
-NGU57 Q7f12
1t)T/n
12
::7''e
.1095a
4
�56j:9162X 33!x
(2D) D �2 x3TFz
3 B"
_ 5 290� 9r29'�
9 295
?129b 3;300'
7,995
T,995.
095,
FL
xHGt1573711d;
•T�ns';:72•:T��e:
12iie'`::I66)D162x�1'`.(22)D:162z`31/e;
3,DBE1
03U1110,30010:3D910,5tID�437D
.9,D3b
'9,f)30
9D3D 9,030.
1. Uplift bads have been increased for earthquake or wind loading wan no runner ncrease auuwau. nouucn wi=v uu-1 - y,.-
2. llrrnd (160) is a download rating.
3. Nfin'r; rum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHER at st ongtie.com.
4. Tnss chord cross -grain tension may limit allowable loads in accordance with ANSMI 1-2014. Simpson StronpTie° Connector SBlector* software Includes
the evaluation of cross-graln tension in its hanger allowable loads For additional information, contact Simpson Strang -lie.
5. Loads shown are based on a two-pty, 2x carrying member rmintmum for nailed hangers. With 3x carrying members, use 0.162' x 2W nails in the header
and 0.152' x 31h' in the joist, with no load reduction. %Vi h single 2x carrying members, use 0.148' x 11h' nails in the header and 0.14B' x 3' In the jost,
and reduce the load to 0.64 of the table value,
6. Fasteners Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
fJ
M
95
E
r
•
r
Simpson Strong-Tiee Wood Construction Connectors
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 nalliing) apply to i
heel heights as low as 37/a°. Minimum and maximum i
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the miss and the carrying member
up to 1k, max- to allow for greater construction
tolerances (maximum gap for standard allowable loads
is Ys° per ASTM D1761 and D7147), See technical
bulletin T-C4- ANGERGAP at strongtie com for i
more information.
Material:16 gauge
N Finish Galvanized
nInstallation: i
m • Use all specified fasteners; see General Notes
• Can be Installed filling round holes only, or filing
0 round and triangle holes for maximum values
See alternate installation for applications
--- -ua- - - �- -� using the HY(128 on a 2ic4 carrying member or
F. H7J28'cfr'MTU210 on a 2x6 carrying-membW
for additional uplift capacity
Options:
IL - HTU may be skewed up to 671h°. bee Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongde.com l
for installation with Strong-D&P SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Typical HTU26
Minimum Naifing
Installation
HTU26
-'-1/e max gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1h' maximum gap,
use Alternate Allowable Loads.)
Many of these products are approved for installation with Strong -Drive°
SD Connector screws. See pp. 335-3.37 for more information.
04- . -,rl Alln A101-Jo I nark (U." MaXiml im Nannpr (1,qn)
SIMPSON
Alternate Installation -
HTU28Installed on
2x6 Carrying Member
a-f T.1270 similar)
-
in
Dimens)ons(d�
-
; ::_ F,asteners;[n�'`.'...'.:
-
A _ = :DFJSPAIIowatileLoads `-;~_:,
o e'l Dads .. • '
3P.FINFAII wabl
Gods
lt7odel:•..
WeeGs
;
.,W.:.'.-y':
:..
_.B.
:.
'. ire '`.:
'.Mlemtier ..
CPS-
1
(7D0)-:_(???1.::{>25)::
n �...10�..1115)
'.(ll2�
(W60):
Ref.
Single 2x Sizes
q:
57/s:
.
1
�
;_'7�'.,
"c
1:14
ifi30
§.680`
,57hs'{_31-'e ;
• j20} ➢:162x El%;
(14)'D 148'K 1 uz
= i
9?Fit
{
P OtS-
2,D15
2 D15
i81 (Max) . • .
'S�h:
`I%
:57A 31h
'(20).d162x3h.
{29) md4 - h
1555_;.
¢© )>
3?85:, 4 1D;.
1.335::2.59D
:2,855
3,bBO.j
3,k5i7
IBC,
MU28 (Min.)
37h
1 %
� 7Yrs 311
(26) 0.162 x 3 h
(14) OW 11h
1,235
3,820 3,895
3,B95 3,895
1,060 2 865
2,920
2,920
2,920
FL,
LA
HTU28 (Max)
71li
f%
71is n
(26) 0.162 x 31h
(26) 0.146 x 11z
2,D20
3,620 ; 215
4.655 5,435
1,735 i 3,285
3,710
4,005
4,675
N]i32f[1�Miu "
5%;;
l u_'93Sc.
3'h:-0:162x3afz
�14)'0:198'x'17z::
;33[i:,
; fD=. �r l[j;i
-�Go;j ;9Bi1',
11 3.?25
.3$26
3P25
3,225
i#T11 (Max)'--':.9Jr
1k:-
9K6i 31i'
`(32)0162ic31rz
(32)0146.X9�h.
31 ;
_47115 ;3IC_
5%3A:::5995
'2,B50 4,045
505
493D'
S155-
Double 2x Saes
1tTti26;R c6u(t}
3?h;'.3tic:
Salts.:�lh:j:
p)'0,]62x-311
-{141'0:746x�.,
.75:18-.
..4U:?i�;2(1
;��Bf}
_
9,91U;
1,3©r: 3854'2990
.r�55
.2;4ii5
tTfCl7T ax)''.
'5TJi ?
3§ie
.57hs
:31k ''(2(!):0162 3Yi'
':'(20)Di148X3 -
.21Zra.
2;9htk#
a'('
3 fC'
`.4d60:,
1,Q70 9D
2,855
ama0
, ,855
IBC,
HTUZB-2 (Mln,)
3Th
3,
715s
31k (26) 0.162 x 31
(14) 0.14B x 3
1,530
3,820
4,310
4.310
4,310
1,315 2 865
3,235
3,235
3.235
FL,
HTU28-2 (May.,)
7Y4
3%s
7M5
314 (26) 0.162 x 3Yz
(26) 0.14B x 3
3,485
3,62D
4,315
4,655
825
2 995 { 3,285
3?1fi
' 4rD05
-10
tt. `
LA
tiT27Q:2.(N(fi}.-3?h'•'.:35Ss:.934sJ"3Ya
'(32311fi2x3:rZ'r'(14}0.1i18z3:.5;3fl:::Bi_5.:?I;815`.'675=..1510r53D
661d
.3,67D
3,61D
F{Ti329Tt3`(Ivley�::.911t'
`..35i6
.9Yis.
31�_ (32)'0362z3Vi',
{32)0148-%9•:
%4;�!D:
-q.535.1 4,g45
-4:665
.4:930
•5,605
1. The maximum hanger gap is measured between the joist (or bass) end and Ina carrying memoer.
2. Minimum heel heights required for full table loads are based on a mhimum P-12 pooh.
S. Upllft loads have been Increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern,
4. Wind (160) is a download rating.
5. For hanger gaps between Wand W, use the Alternate, Allowable Ip.
B. Truss chord cross -grain tension may lirnit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector* software
includes the evaluation of cross -grain tension in is 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 0.146' x I W nails in the header and
reduce the allowable download to 0.70 of tha table value. The allowable uplift's 100% of the table load,
8. Fasteners: Nell dimensions in the table are fisted diameter by larip. See pp. 21-22 for fastener information.
U
2
0
a
F
0
0
s
m
0
e
N
d
196
= - - - -
i 16 ' lir
HTU
J
d
Face -Mount Truss Hanger (cont.)
Marry 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
'• • •. '..Min.,r - .. • •- ` Fasteners(ina..- - DHSPA)IowebleLoads � `.'
- Miniratim .
Mddel;. °Heel:'.Carrymgry;ogCarried Uplift Floor Snow `Boot Wind::
No: :'Height..Member Member'.' `;. Member-'. ' {1'A. :.i(ioo); :(1i�7 T�ZoI ;( fio}
HTU26 (Min) 3% (2) 2x4 (10) 0.162 X 3% (14) 0.148 x 11h 925 11,470 1,660 11,790 11,875
M26 (Max) 51h (2) 2x4 00) 0.162x 31h (20) 014B x 11h 1 1,240 1.470 1 1,66D 1,790 2,220
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the altemative installation is W.
S. Wind (160) is a download rating. 21 22 for tasterrer Information.
Fasteners: Nail dimensions in the table are listed diameter by length. See pp.
ljprdt
. floor*;90
Wind -
Bef.
795
1,265
1,6151065
1,265
',910
IBC.
.1,695.�
%2530'.:9
36B
FL LA
2;375
' 2,530
.
V80 '
y
Alternatfv�Allowable Loads (�/z'.Nlaxifrium H?i ger : ap
r DEISP Agowable Loads
..Dtmensions.(inj;' ....... ers(n):
ii
Model'-- Heel, :... -- .: _Carried;'r-'ij Bft .floor., ,Snavu:. Bnof, Wind:.
Hel9 ..-➢V.,; H : :&�..:_M .;.. ',Member.: •:id6� I7D0)"i]15)
Single 2x Sizes
HTU2B (Min.)
HTU2B (low
O
vL)
(D
C
• C
O
U
§FF}HFlLHntuableLoads 'C
' Code m
]Plift- Floor .Snow • . Roof Wmd gef, tC
(1
60
) .000j (1a5) •(i25) '.(so) . a
.? ..�4...-• _:... •. �.: o_: •.�z�_ .151b :7.5 D 1,510 3 3to+
31'i 15/a 5Tno-,:31'?':iI20j0.1fi2X3h�.(11j'D148X71yz
• - 955 ' 1 955 11355 1,955
HTU2B-2 (Min.)
RMB-2 Pax.)
3
•1D
15/c
:5�lls.
-31h
'(20)'-0.162ic3h:
(2D)0162ic3'f?':(20);0.148x1'h
;(14).q.146x 1'!i::175'
1;2d5
?�340:
9i1:
SAD•
3120
:�3b13b3i�.;
1;045
1850
2.090
2285
2,285
IBC,
5+h
Ish
5?5s
.'3Y?
(26) 0.162 X 31h
(14) 0.148 x 11h
1,110
3,770
3,770
3,770
3,770
955
2.825
2-825
2,625
2,825
ark
16k
7156
31h
(26)0.162x31h
(26)0.14Bx11h
1,920
3,820
4.315
4,655
5,015
1,695
2,865
3,235
3.490
3,765
TYa
16k
7Ye
31h
1j075•�270D:
2;70D:2700
:27D0
'•31/s;�j32f.`0162X3.{1A)Ol4Ex1?h:251j-.3;60D';3,60�'..3;6A�'�;60D''
91/a
ls/•'.
9Y76
3h:(32)D.162x31fz
{32)'0146x11k4705_'
SO�sD
SXJ20
5D20
2$00'
•3,53D
3,7fi5
•3;Z65`
8,765
Double 2x Sixes
-'13D5
3./16:i•354s.':5Y76:.31iq-(2D�511z
;:22D5
°.:. 3sSs"'/+6 ; .3h- ]20) 031a0A$DD7 645
'
1,2
2,206
12ark
34w 7Ks 31h (26)4) 0.148 x 3 1,490 3,B2D 3,980 3,980 3,980 1,280
*X3142
2,9B5
2 9B5 IBC.
FL,
7A
35 ill
7156
31h
(26)6)
0.148 x 3
3,035
3,820
4.315
4.655
5.520
2,610
3,490
4,140
LA
(�4)g1413X.. `t;1755:;
4;255
;§:255
:4 55
4,255`'
1;610
:319D
:3:{9©.
3190
3. 190•.
- -
-
-
�a�0
Fi,4tt1;:
3315
8530
3,9B0'
4�DD
:4,853:
}7tjjMax): _?3Ya.•34e_;:9Y76', .3 �;-(32j(1T62X31h. .(82),0146:r.3.• ;3,B55 :?1,705,-�.e..: ._-_- •.•
1. The maximum hanger gap is measured between the joist (or buss) end and the carrym9 member.
2, Maimum heel heights required for full table loads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other loads govern.
4. Wind (160) is a download rating,
5. For hanger gaps between Y•' and W, use the Alternate Allowable Loads.
6. Truss chord cross -gram tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Ties Connector Selector& software
Includes the evaluation of cross -grain tension in its hanger allowable loads. For, additional information, contact Simpson Strong-Tia.
7. Loads shown are based on a
reduce the allowable download to10.70 of the table value. The all wablerupliftle 2x Is t OD%of the table load.
g members, use 0,148' x 11h' nails in the header and
B. Fasteners: Nall dimensions In the table are fisted diameter by length. See pp. 21-72 iorfestener information.
i
�I
tit
197
U
Z
0
0
F
0
Z
0
155
a
s
m
N
N
C�
Simpson Strong -Tie' lNood Construction Connectors SIMPSON
HUMUCIHSUR/L. - ;_
Medium—DutyQP
Face —Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUG products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel
• The HUG is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 2!',s' or greater, at 100% of the table load.
Specify HUG.
• HU is available with one flange concealed when the W dimension
is less than 25/ie' at 100% of the table load. Specify as an'9
version and specify flange to conceal.
• For any HU or HUG shown in this catalog, the user may
substitute all face nails with'1a' x 1 Ya TWO 2 screws
(Model TTN2-25134H) for concrete and V4' x 2'.'e Tit 2
screws. [Ivlodel TlN2-2ii234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
Finish: Galvanized; ZtdW and stainless steel available
installation: .
• Attach the hangers to concrete or GFCMU walls using
hex -head Tien 2 screws. Titan screws. for GFCMU ('/a x 2W —
Model TTN2-252344 and for concrete (ya' x 1'/a' — Model
T M2-25134H) are not provided with the hangers.
• Drill the -Yie -dameter hole to the specified embedment
depth plus W.
• Altemativey, drill the 3/is -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.
• Titert Installation Tool flits are available. They include a
I/is drill bit and hex -head driver bit (Model 7fM01-AC);
a:'is' x 41R dull bibs also available (Model MDB18412).
• A minimum edge distance of 1 W and minimum end distance
of 3W is required as sio vn.in Figure 1 for full uplift: bad.
• Where no uplift load is required, a minimum end distance
of 1T is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUG410
i •
rmn •'.
i dies .
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
1 -Er
�.
Figure 2 — HUC410 Installed on
Masonry Block Ford Wall
aa
237
Simpson Strong -Ties Wood Construction Connectors SIMPSON
Medium -Duty Face -Mount Hangers (cont.)
D These products are available with additional corrosion protection. For more information, see p.15.
ID
P
---------- .
-
Model: -
"Nnr . ,
::-
=Fasteners77
{Jri)• ...
'Eode.
= ' HFCMU . =: <.<_,. ,°
:Dongrptte-::•'-,'::;
Standard.
Standard..: .;
....:
'.:Concealed :
_
6FCMU
®
Fiten_2,
.Concrete <
rrbanm2..r
"Joist.`.. .
Upfift
(16D}
Down .
(1D0l125►
f
Upl(R
bowri : ?
(1D�1.126)•.'
nu
. Hef
HU26
HU26X
(4)114 x 23/4
(4) Ya x 1 Y4
(2) 0148 x 11/z
335
1,090
335
1.545
HU28:'
HU28X =' '' :;'
(6)Yai234;••;:
46)i8X1Y4'i'
(4)'D.14B%17k
HU24-2
HUC24-2
(4) Y4 x 2'/4
(4) Y4 x 1 Y4
(2) 0.148 x 3
3B0 I
1,000
380
1,545
:'HU26-2(FJfnt)'_.HUC2fi2,_..:::=:..:(BJY�:x2a/a.:•:.(B)atXIVW
,:(4)D.148x3..r
7fiD'- .-`:';`'2AA0,_r_
s;760'.'c:,'c:a3;20©1;
"HU26=2(Max)_:'
,.HUG2fi2 :
(42)Y4X2Yi
..(12)3!ax13a I
(6J014Bx'3'
1135 ;:.:i:3;000
7.135
3;95D1
HU26-3 (Min j
HUG26-3 (Min.)
(8) Y4 x 2Y4
(8)1/4 x 1 Y4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUG26-3 (Max.)
(12) 1/4 x 2Y4
(12) Y4 x 1 Yi
(6) 0.148 x 3
1,135
3,000
1.135
3,950
:.HW28-2M(ir:
HUC28-2(A9in:).,Y..-
;.{10)*4iZ�4'.:-
(10)i/x14'4 ,`.;(4).0.148.x3
:.2,30R
LZfiD'. ';_
3,725':
H1128-2:(Mez7'. ;'I{UC282(tJfaic);'.
.:.{14}y/4X2"a ::
=•(141�/ax:l?a':
14Bx3:'.
1135
-3500i.
.1;13�r92D
HU210
HU210X -
_." (oj'YiX2Y+ '-
'(8)-1/4x13/4
(4)0.148x111r-
- -.Sq5.--I--•2AW.-__
.__760
2,415
HU210-2(Nlillj:;_�Ii1C210�(Mfn)
,':,-.(14j:'1ax7?/g:
(14)�/i>zlya ..
•; 6)01483'
== 1:435-=;;
-igDG.`:-.
1.735
<. ?4;920:'.
-11t1210.2(Max)
•{i6)'�1aX23'a
_,j1B)'Jax1Ya;','.:.�:{1D):t!_748X3:
:�`1,B40 ;�
4,50Q:
HU210-$ (Min.)
_.HUC210-2(Mai:)
HUG210-3 (Min.)
n4) Y4 X 23/4
(14)1/4X 1%
(6) 0.148 X 3
1,135
3.500
HU210-3 (Max.)
HUC210-3 (Max.)
n6) Y4x23/4
(1B) Y4x13/4
(10) 0148 x3
1,B00
4,500
q�i
iO)�(az13i.
.RP.148XhkHU212-2
(Min.)
HUC212-2 (Min.)
(16) Y4 x 23/4
06)1/4 x 1'/4
(6) 0.14E x 3
1,135
4,000
1,15
4,920
HU212-2 (Max)
HUC212-2 (Max)
(22)1/4 x 23/4
(22)1/4 x 12K
(10) 0.14B x 3
1,350
5.085
I 1,350
5,085
hIU212-3(Min.),'I
;H11C212=3'.(Mmj .:..::(16)'/4x23a
-n6f?iaXl'la:i.
4_B.:x;3:%'`:'_4;fl00y=-'1,185_•;4920;.'.
�:' HU212 3 (Maxj =
HU 2=3(19)D148
_
x3_` .
1 BOD :.
S D85
1800
SOB�r
—
HU214
HU214X
(12)1/4 x 2-Y4(12)1/a
x 134
(6) 0.148 x 11/e
1,135
I 2,565
1,135
2,665
�•
l7C2y 2'Miri..'
Bi X23'a: ;-:,
8}yJ4x1�<.
(�0.141 '-`
_-7.5�5:`r .`.r
'4,SbD�-:_
.-1,615: �7.`U�5'�8�'f:'.
_HU2142(Max):•:•'HUC214`2(MaX)'•.
•:(2tj:Ya�(YJa-'
::(24}Ya7(1�a_.1
(12)-0:148X.3.
2Oi5 .�
5085-
2075
5mD85?;
HU214-3(Min)
HUG214-3(Miin.)
.0B)Y4x2Y4
0B)VAx1Ya
(8)0.14Bx3
1,515
1 41500
1.515
5,085
HU214-3 (Max)
HUG214-3 (Max)
(24) Y4 x 2Ya
(24) Y4 x 1 Ya
(12) 0.148 x 3
2,015
5,085
2,015
5,DB5
,
- fi?2;-,=:,: �:::NU27
--
-:7 Y4ir. 8'a±r
' Y<x•��i�.�;.j�10:1461t.•1.?fi_
'-��;,�r15''`�,
_ems-2;82�.:�:
_`,=1:�515._',�.:_'2,
_
HU216-2 (Min.)
HUC216-2 (Min)
(20)1/4 X 2%
(20) Y4 x 13/4
(8) 0.14B x 3
11515
4,920
1.515
4.920
HU216-2 (Max)
HUC216-2 (Max)
(26)1/4 x 23/4
(26) Y4 x 13'4
(12) 0.148 x 3
2,015
5,085
I 2,015
5,085
apft
;'
'
`
HU7 (Min,)
(Not available)
02) Y4 x 23/4
(12) 1/4 X 1?'4
I (4) 0.148 x 1 Ya
545
2,9B0
760
2,980
HU7 (Max)
Obt available)
06) Y4 x 23/4
(16)'14 x 1 %
(8) 0148 x 1 Yi
1,095
3,4115
1,085
3,485
avalahle):=;:
�. (j8)3!4x_2'1.::
1PBl'ax 3a .:`{s)a�48x11k':,
-;;_ 135~
a.
323Q. _.:
v.
otsvaileble
4'14x2Y4 `
i -.(24) 114 '1-74
,
HU11 (Mint
(Not available)
(22)1/4 x 23/4
(22)1/4 x 1'/4
(6) 0.148 x 11/z
1,135
3,23D
1,135
3,230
HU71 (Ma)L)
t1U14•(M(n)::
(Not available)
(Not`avelia6le))%aic2Y4•.:
(30) Y4 x 2Y4
(30) Ya x 1 %
(2B)YaxlYa
J (10) 0.14B x 1' i
` (81iz14R`x1Yr•
1,445
;^'1515
_
3,735
1,445
3,735
exi -
dtevailable :
CJYa'X.2'La:
< : (36}Yax7i:,
:' (14);0148x1'!e:`,2x17
;.,4245t'.'
= 2,Q(5.`-t;
3k245 .
0
w
F
O
0
0
g
0
a
6
6
238
STAGGER JOINTS - TTP.
RAISED HEEL ROOF TRUBBES
B/`•
BEE PLAN
y
Y
W�
RIBBON BOARD- SEE
N
SCHEDULE FOR SPACING t
FASTENING TO TR16SE6
UPLIFT/SHEAR ANCHOR
MASONRY WALL -
EACH TR155 - SEE
B/SKI
SEE PLAN
PLAN
NOTE, ADD L FRAMING NOT
SHOW14 FOR CLARITY
RA18ED HEEL TRUSS BEARING/
A
SCALE.NT
SKI
ROOF SHEATHING- SEE' PLAN
RAISED HEEL ROOF TWSSES
i
-SEE PLAN
SOFFIT/FA5CIA- SEE ARCk4.
d
l�'
RIBBON BOAI�I,
SEE BCHEDULb'•:
FOR SPACING d
FASTENING Td
TRU55E�
WALL 6HEATHING-SEE PLAN ;
MIN.15/32' COX PLYWOOD OR ;
S
1/16' 055 WITH 8d GM NAILS ;
GYP. CEILING-
(0.I31' X 7 1/71) 6 6' O.G. TO !
UPLIFT/SHEAR
SEE PLAN t
. RIBBON BOARDS
ANCHOR EACH
SCHEDULE
DO NOT FASTEN RIBBON 60AFV
TRI155- SEE PLAN
MASONRY WALL -
INTO END GRAIN OF ROOF TRUSS
SEE PLAN
BOTTOM CHORD
RA15ED HEEL TRUSS BEARING/ 5
ecxr, Nre SKI
RIBBON 5CHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON 6PACUK,
RIBBON ATTACHMENT
Vult-165 MPH
(2J 12d GUN �0.131' X 39
fvaed•118 MPH)
2X4 6PF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS A1'JOINTS
ENCLOSED
Vull=I80 MPH
(1) Ild C}JN (0.131' X 31)
WssclzUS MPW
7X4 6PF'7
16,
To EACH i_FUSS, (4)
EXP. C,
NAILS AT; JOINTS
ENCLOSED
INEEr loA
N OflM�011
4Et0 NIREOOi1�YlH1
SNFEt INTOWWON:
unu
ourutr. ,
iirEwom w
SU
i�
Piggyback Detail —ASCE ASCE 7-10i 180 rip`h, 30' Mean Hgt, PartlaRy Enclosed, Exp, C, Kzt=1.00
100 mph Wlnd, 30.0(1 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp C, Wind DL= 5.0 psF <rlin), Kzt-1.0.
Or 160 mph wind, 30.00 ft Mean Hot, ASCE 7-10, Part, Enclosed Bldg, located anywhere In roof, Exp D, wind DL- 5.0 psf (min), Kzt=1.0,
Notei Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall
i provide diagonal bracing or any other sultable anchorage to perTneptly restrain purllns, and lateral bracing for out of plane loads over gable ends.
. , Maximum truss spacing Is 24' o.c. detalt Is not applicable If cap su�-po�ts additional loads such as cupola, steeple, chimney or drag strut loads.
Piggyback cap truss slant nailed to all top
bracing.wlth (2) 16d box nails (0,135'x3,5') ar
chord with 2x4 03 grade scab (1 side only r
attached with 2 rows of LOd box nails COME
12
Up to 12N) '->4, �� -
L—Top Chord Scab (Typical Each End)
d loll—" V
AN 111WO01VIIwNY
13339 Lak.fronl Drive
E.dh Cily, MO 6304E
i purlln
:ure top
:h end)
at 4' c.c.
++ Flat top chord purlins required at both ends and at a maximum
of 24' Intervals unless otherwise noted on base truss design
drawing, Attach purlln bracing to the flat top chord using a
minimum of (2) 16d box nails (0.135'x3,5').
Flat Top' Chord <= 36'
w In addition, provlle connection with one of the following methods)
Trulox
2BP13 Wave Plnnvback Plate
Use 3X8 Trulox plates for 2x4: chord member, and
3X10 Trulox plates for 2x6 and larger chard
One g 28PR wave piggyback plate to each face
to to t
Jae' o.c At t&€ i teeth toppII ggackruss eith f
members, Attach to each face,2 0' o,c, with (4)
0.120'x1.375' nails Into cap bottom chord and (4)
f b Ica�lon. ach su fP
(4) 0.120'x1,375' Halls per ace per ply.
In base truss top chord_. Trulox plates may be
PIO�Yback plates may be staggered 4 a,c. front
staggered 4' o.c. front to bdgk-faces,
to- ack-faces, -
APA'Rated Gusset I
81x81x7/l6' (min) APA rated'sheath!ngg GBussets
2x4 Vertical Scabe
2x4 OF 02, full chord depth scabs (each face).
((eppchh Face), Attach @ 8' o.c. It 8) fi canmom
�4)
Attach N.8' o.c. with (6) 10d box Halls (O,128'x3')
43) In
<0.[13'x2') nails per gusset, In cap botroom
chord and (4) In base truss top d}iord. Gussets
back faces,
per scab, (3) In cap bottom chord and
base truss top chord. Scabs may 6a staggered
may be staggered 4' o.c front t
4' o.c. front to back faces.
MWARNDGira REMAND FOleV ALL DYES R THIS DRAW110
NNWMTANTse FIRHOSH INIS DRAYM m ALL CMTR,1C)DFT B1 Iffi THE INSTALLER&
r so aro..psa ,ova-. rar swnaar. y,o.. W .--
Ane, o dvision oP ITV Dukdlnp0 Cunpenenis Groupp Inc shoo not be respmWMv for anyy devinibn f
droehV any P.1w. to bulld•!h. truss h eonParnance slth MSI/TPI 1. ar iar hondllna. ohadm,
AM$- b,.Wrq oP tru...s.
ssol on this t ra" or wv.r paps iithV Ire. dra.Yg, Ed -tee, onc.pt— of praf.ssbnol
any y�p �y sdely for '1F,n d,-r whoa The aiAteMity and ,a. eP ihis dro.Y,a
si vchr•e Y,e r•.q,onssyuty ath. D RAM Grde wr W AN,SUM 1 S--&
SPACING 24.0'
REF PIGGYBACK
DATE 10/01/14
DRWG PD180101014
This documenthasbeen electronir3ily #k
signed using a Digital Signature. Printed i t r /
copies without an original signature must ( t �I j'`
he verified using the original electronic I
version. `
ALPINE
111SIi"tearye
ANITWCOMPANY
H
CCA #0 278
a... . ,,��yy - 08/26/2020
No. 708 1 l
► E
STATE-
•J ""'�"�7l8Rtt4
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www:alpineitw,com
iSfte Infioritxadon k
Pa qe 1.
Customer: • Carpenter Contractors of America
Job Number. N362326
Job Description: 7A51320 ,4EHBH ,01 F ,RJ01 14EHB 12601 l HAYDEN EXPRESS
lAddress:
Job En ineQrin ,Criteria -_.
Design Code: FBC 6th Edition (2017) IntelliVlEW Version: 17.02.02A through 17.02.02C
JRef #: 1 WY589750045
Nind Standard: ASCE 7-10 Wind Speed (mph) 160 Roof Load (pso? 20:00- 7.00- 0.00-10.00
3uildin Type: Closed F/oor Load s None
This package contains general notes pages, 34 truss drawing(s) and 4 detail(s).
item,;,
Drawing Number-,
7rus5
1
239.20,1113.50269
Al
3
239.20.1113.49474
A3
5
239.20.1113.50052
A5
7
239.20.1113.49710
A7
9
239.20.1113.53592
A9G
11
239.20.1113.50831
B2G
13
239.20,1113.51112
L1
15
239.20:1113.51845
EGE
17
239.20.1113.50956
EJR
19
239.20.1113.51611
CJ5E
21
239.20,1.113.51954
CJ1E
23
239:20.1113 49708
ER
25
239.20.1113.53374
CJ5A
27
23920.1113'.50519
CJ52
29
239.20.1113.49709
CJ3A
31
239.20.111350425
CJ1
33
239.20.1113.51283
HJ31-
35
A14030ENC101014
37
A14015ENC101014
diem
Drailuir j Number ,; ,
"
2
239.20.1,113.50098
A2
4
23920.1113.49754
A4
6
239.20.1113,49770
A6
8
239_-20.1113.50.144
A8G
10
239.20.1113.50800
131
12
239.20.1113.52172
MEG
14
239,20.1113.51455
L2G
16
239.20.1113.52250
EJ6E
18
239.20.1113.5`1470
CJ1L
20
239.20.1113.51876
CJ3E
22
239.20.1113.53515
MG1
24
239.20.111.3.50659
EJ72
26
239.20.1113.49848
CJ5
28
239.20.1113.49598
CJ3
30
239.20.1113.50581
CJ32
32
239.20.1113,51751
HJ6E
34
239.20.1113.50363
HJ7
36
GBLLETIN1014
3$
GBLLETIN0118.
Florida Certificate of Product Approval #FL1999 Printed 8/26/2020 1:47:44 PM
v"
a
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.org.
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
i
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 Udefl value.
Udefl = 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.orq.
2. [CC: International Code Council; www.iccsafe.org.
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.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
Job Number: N362326 Ply: 1 SEQN: 50381 / T6 HIPS Gust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50261
Truss Label: Al KD / YK 08/26/2020
6'1 "4
6'1"4
12'29 18'"4 + 21'"1
6'1"5 6'0"3 4
11 3.1"8
9'10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
WindStd: ASCE7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 22.84 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
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
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set 13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
=5X5 =5X5
E F
39'8"
19'10"
27'57 i 33'612 + 39'8"
6'0"l1 6'1"5 6'1"4
10,
29'10"
39'8"
39'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.259 L 999 360
B 1546 / 786 1861 / - / 303 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.703 L 983 240
N 1546 / 786 / 861 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.097 K - -
Wind reactions based on MWFRS
HORZ(TL): 0.179 K
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor: 2.0
N Min Brg Width Req = 1.8
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.865
Bearings B & I are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.991
Bearings B & I require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.441
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1907 - 3037 F - G 1422 - 2011
C - D 1785 - 2773 G - H 1786 - 2773
D - E 1421 - 2011 H - 1 1908 - 3037
E - F 1431 -1892
ti�� It H.
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08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2726 -1618 L - K 2369 -1378
M - L 2369 -1351 K - 1 2726 -1636
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
453 -161
L - F 521 - 363
D ,- L
528 - 703
L - G 528 - 703
E - L
521 - 363
G - K 453 -162
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! '
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing.and bracing. , Refer to and follow the latest edition of BCSI (Building
t Safety Information, bV TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted ojherwise,top chord shall have properly attached structural sheathing and bottom chord) shall have a properly
�id ceiling. Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
e. Appgv plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
line, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
ss in conformance with ANSIl1 PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page ,
ling this drawing indicates acceptance of pro esslona engmeerinq responsibility solely for the design shown. The sui abtidy
d use of this drawing for any structure is ?to)
responsibility of the Building Designer per ANSI1TPI 1 Sec.2.
more information see this job's general notes page and these web sites: ALPINE: www.alpineilwxom; TPI: www.lpinst.org; SBCA: www.sbcindustry.com: ICC: www.iccsaf
ALPINE
--COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
r
Job Number: N362326 Ply: 1 SEQN: 50382 / T12 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 2 FROM: RAA DrwNo: 239.20.1113.50098
Truss Label: A2 KM / WHK 08/26/2020
12'2"9 1T 22-E
6'1"4 61"5 4'9"7 5'8"
=5X5 =5X5
E F
27'5"7 33'6"12 39'8"
4'9"7 � 6'1"4
39'8"
10, i 10, + 910" +1
9'10" 19,10" 29" 0" 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 22.58 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T1, T5 2x4 SP #1:
Bot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pt in PSF)
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.265 L 999 360
B 1646 / 786 / 868 / - / 284 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.669 L 999 240
N 1646 / 786 / 868 / - / - 18.0
Snow Duration: NA
HORZ(LL): 0.091 K - -
Wind reactions based on MWFRS
HORZ(TL): 0.160 K
B Min Brg Width Req = 1.5
Code / Misc Criteria
Creep Factor: 2.0
N Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.680
Bearings B & I are a rigid surface.
TPI Sid: 2014
Max BC CSI: 0.620
Bearings B & I require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.378
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1932 - 3293 F - G 1460 - 2207
C - D 1814 - 3026 G - H 1813 - 3027
D - E 1459 -2207 H - I 1933 -3293
E - F 1506 - 2199
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08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2959 -1648 L - K 2570 -1400
M - L 2569 -1374 K - 1 2960 -1673
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 456 -167 L - F 590 - 328
D - L 489 - 709 L - G 488 - 709
E - L 590 - 328 G - K 456 -168
"'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 oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properyy
attached rigQid ceiling Locations shown forpermanentlateral restraint of webs shall have bracing ins alied per BCSI sections 83, 87 or B10,
as applicable. Apply lates to each face, o truss and position as shown above and on the JoinfDetails, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for sandard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the w wco�
truss in conformance with ANSIfI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page ability
2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro) essionaT engineering responsibility solely for the design shown. The sul ability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIrfPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: w—.t inst.or ; SBCA: www.sbcindust .corn; ICC: www.lccsafe.org Orlando FL, 32837
f
W
Job Number: N362326
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: A3
T8"6
7'8"6
1' 9'10"
9'10"
15'
7710
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 22.16 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T3 2x4 SP #2 N:
Bot chord 2x4 SP 2400f-2.OE :B2, B3 2x6 SP #2 N:
Webs 2x4 SP #2 N :W 1, W4, W7 2x4 SP #3:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Ply: 1
Qty: 2
19'10" 24'8"
e5X5 1112X4 =5X5
D E T3 F
39'8"
SEQN: 50383 / T11 / HIPS Cust: R8975 JRef: 1WY589750045
FROM: RAA DrwNo: 239.20.1113.49474
KM / WHK 08/26/2020
31'11"10 + 39'8"
7'3"10 7'8"6
10, 10 _ i _ 1,1011+1.
19,10" 29'10" 39'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L1#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.279 E 999 360
B 1693 / 789 / 874 / - / 255 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.683 E 984 240
M 1693 / 789 / 874 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.092 J - -
Wind reactions based on MWFRS
HORZ(TL): 0.159 J
B Min Brg Width Req = 1.5
Code / Misc Criteria
Creep Factor: 2.0
M Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.758
Bearings B & H are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.958
Bearings B & H require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.470
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1957 - 3392 E - F 1699 - 2705
C-D 1918 -3173 F-G 1918 -3175
D - E 1699 - 2705 G - H 1956 - 3394
f
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°
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Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
B - L 3045 -1664 K - J 2458 -1264
L - K 2457 -1237 J- H 3047 -1690
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L-D 639 -367 K-F 412 -181
D-K 413 -181 F-J 640 -366
7 6Fi t V t °
e m°
COA AL
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NPtr�ap3�ttq���v�1, i
08/26/,'
**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, byy TPI and SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq 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. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildingg Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the n" wcnm,*u
truss in conformance with ANSI1TPI 1, or for handl% shipping, installation and bracing of trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro esstonali engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this drawing for any structure is go)
responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusrry.com; ICC: www.iccsafe.org Orlando FL, 32837
f
Job Number: N362326 Ply: 1 SEQN: 50384 / T10 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 2 FROM: RAA DrwNo: 239.20.1113.49754
Truss Label: A4 KM / WHK 08/26/2020
7'4"5 13' 1910" 26'8" 323"11 39'8"
7,4"5 0 T 6'10" 6'10" 5.7"11 -i-- 7,4"6
Ea5DX5 1112E4 T2 =5F5
T ,2
5 �o2X4 oi2X4
C Z
G
n
n W3
s� A B H I
1 =4X6(B2) III6X8 62 =8x8 63 1116X8 =_4X6rB2M
1
39'8"
fir+ s'1o" i 10 + 10 + s10 +1�
9'10" 19,10" 29'10" 39'8"
Loading Criteria (psf) Wind Criteria
TOLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 21.76 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 " C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2 2x4 SP #2 N:
Bot chord 2x4 SP 2400f-2.0E :B2, B3 2x6 SP #2 N:
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
T
m
rn
t--o18'8"12
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.292 E 999 360
B 1659 1790 / 876 / - / 226 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.733 E 923 240
M 1660 / 790 / 876 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.089 J - -
Wind reactions based on MWFRS
HORZ(TL): 0.157 J
B Min Brg Width Req = 1.5
Code / Mist; Criteria
Creep Factor: 2.0
M Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 201
7Max TC CSI: 0.690
Bearings B & H are a rigid surface.
TPI Sid: 2014
Max BC CSI: 0.838
Bearings B & H require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.484
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1982 - 3305 E - F 1928 - 2999
C - D 1917 - 3077 F - G 1917 - 3079
D - E 1928 - 2999 G - H 1982 - 3306
a
>9
P
0
a
a�V .
6-4
fummit"+1410`
08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2964 -1688 K - J 2541 -1390
L - K 2541 -1364 J - H 2965 -1714
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
L - D
504 - 263 K - F 591 - 331
D - K
592 - 331 F - J 505 - 262
E - K
348 - 388
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlingshipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, bV TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a progeny
�id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq insgalled per BCSI sections B3, B7 or 810,
e. App'' plates to each face , of truss and position as shown above and on the Join "Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this 2
1 For more information see
if-i i,orTor r
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suit"ability
ALPINE
-COMpAM!
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
1
Job Number: N362326 Ply: 1 SEQN: 50385 / T9 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB 12601 / HAYDEN EXPRESS Qly: 2 FROM: RAA DrwNo: 239.20.1113.50052
Truss Label: A5 KM / WHK 08/26/2020
T4"4 _1 _ 11' _ _ 16'11"4 _ 22'8"12 28'8" + 32'3"121 39'8"
7'44 3'7"12 5'11"4 5'9"8 5'11"4 3F 7'4"4
5X5 =5X5 =4X4 =5X5
D E F G
,2 T
5 i7 2X4 is 2X4
C H
(a) W (a)
W6
in
4AB I JT
—is18'8'12
4X6(B2) sRX n B2 =AXR 63 =AX n =dXRIRNI
�1' I 9'10"
9' 10"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 21.33 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1 :132, B3 2x6 SP #2 N:
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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 0.1280" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
39'8"
10,
19'10"
10,
29.10"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): 0.307 L 999 360
Lu: NA Cs: NA
VERT(TL): 0.831 L 831 240
Snow Duration: NA
HORZ(LL): 0.094 K - -
HORZ(TL): 0.173 K
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.890
TPI Slid: 2014
Max BC CSI: 0.880
Rep Factors Used: Yes
Max Web CSI: 0.314
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
+a
f
D
COA �% � AL
911 �
39'8"
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1546 / 791 / 872 / - / 196 / 8.0
N 1546 / 791 / 872 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
N Min Brg Width 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 1998 - 3016 F - G 1714 - 2353
C - D 1934 - 2800 G - H 1933 - 2800
D - E 1715 - 2354 H - 1 1997 - 3016
E - F 2155 - 3107
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2698 -1700 L - K 3032 -1862
M - L 3030 -1857 K - 1 2698 -1726
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 823 - 508 F - K 584 - 817
M-E 581 -814 G-K 825 -510
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
anent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryY
er BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
d n id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
licabgle. Apply plates to each face oftrussand position as shown above and on theJoin Details, unless noted otherwise. (tefer to
3s 160A-Z for standard plate positions.
a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e .
this drawing indicates acceptance of professlonar engineering responsibility solely for the design shown. The suffability
ae of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.
ALPINE
umvco.N.-
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
l
Job Number: N362326 Ply: 1 SEQN: 50386 / T20 / SPEC Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 14EHB / 26011 HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.49770
Truss Label: A6 KM / WHK 08/26/2020
7'1"1 10,10" 1'101 19,10"
7'1"1 3'8"15 r 7'2"
24'8" 30'8" 32' "5 39'8"
4'10" 6' 1'7" 7'411
5X5
12 D =6X6
1112X4
=5X5
=5X5
5 p o 2X4 E
F T3
G
H p/2X4
T
C
T
I
n
W4
T
v
:Q rn
B
s� A
J
K 11
4X6(B2) __ 6X8
=5X8
�18'8"12
= 5X8 = 4X6(B22)
39'8"
1' 9'10" _
10,
+
9'10"
10, 1'
9'10"
19,10"
29'8"
39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 21.30 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.384 F 999 360
B 1546 / 789 / 856 / - / 194
/ 8.0
Lu: NA Cs: NA
VERT(TL): 1.041 F 664 240
O 1546 / 791 / 859 / - / -
/ 8.0
Snow Duration: NA
HORZ(LL): 0.104 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.193 L
B Min Brg Width Reg = 1.8
Code / Misc Criteria
Creep Factor: 2.0
O Min Brg Width Reg = 1.8
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.896
Bearings B & J are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.954
Bearings B & J require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.849
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per
Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 2048 - 3005 F - G
2615 - 3760
C - D 1969 - 2780 G - H
1964 - 2776
D - E 1716 - 2352 H - 1
1955 - 2789
E - F 2615 - 3761 1-1
2028 - 2992
o.70$ I
6
sn I
fvins"i4]ilti tit
08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 2688 -1731 M - L 3452 - 2198
N - M 3197 - 2037 L - J 2675 -1750
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
N - D
1865 -1317
M - G 400 - 227
N - E
1375 -1815
G - L 651 - 864
E - M
645 - 397
L - H 867 - 596
**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, byy TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted o) herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10,
as applicable. Apply plates to each faceoftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the *nnwca.+nwr
truss in conformance with ANSI/TPI PI 1, or for handling{ shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro esslonaT engineering responsibility solely for the design shown. The sui ability Suite Lake
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.wm; TPI: www.lpinsterg; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50387 / T8 / HIPS Cust: R8975 JRef: 1WY589760045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.49711
Truss Label: A7 SN / BAF 08/26/2020
II
T1"2 Al
' 23'
7'1"2 T 1'10'14 7'8" 6'4
30'8"
7,8„
4 39'8"
4 T1"2
12 5X5 —4E T2 —5F5 T3 _5G
D
9xe -9xd
39'8"
9'10 10, 10, 9'10" +1�
9'10" 19,10" 29'10" 39'81,
T
Loading Criteria (psq
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell L/#
Loc R / U / Rw / Rh / RL / W
B 1546 1827 / 864 / - / 167 / 8.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.367 L 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.995 L 694 240
N 1546 / 827 / 864 / - /- / 8.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.110 K - -
Wind reactions based on MWFRS
Des Ld:EXP'
C
HORZ TL : 0.203 K
( )
B Min Br Width Re 1.8
9 q
Code / Misc Criteria
CL 10.00
NCBCLL: 00
Mean Height: 20.91 ft
9
CreepFactor: 2.0
N Min Brg Width Req = 1.8
0,
Soffit: 0.00
TCDL: 4.2 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.898
Bearings B & I are a rigid surface.
Load Duration: 1.25
BCDL: 5.0 sf
p
MW FRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.931
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CSI: 0.320
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T3 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
"eft{ •®fp -A l4eaafe�f
0
r e
iiIL
RA
AT fl
oa
."
COA�I Y Q�h11-S*99�*R3
mine."„+ p
08/26/2020
B - C 2005 - 2998 F - G 1927 - 2758
C - D 1938 - 2811 G - H 1938 - 2812
D - E 1927 - 2757 H -1 2003 - 2998
E - F 2510 - 3700
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2681 -1705 L - K 3612 - 2259
M - L 3615 - 2259 K - 1 2681 -1731
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - M 776 - 498 F - K 706 - 989
M - E 709 - 992 K - G 773 - 495
"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 sheathingand bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brac'In insalled per BCSI sections B3, B7 or B10, _
as applicable. Apply Oates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. F�efer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the py wCON-
truss in conformance with ANSIPI1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIrTPI 1 Sec.2.150
For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.mm; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 2 SEQN: 50409 / T14 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50144
Truss Label: A8G KM / WHK 08/26/2020
2 Complete Trusses Required
3414 6.2 + 2 + 3T!"' + 39'8"
65177' VI "4Z'2 4 7'
12 =6X6 =4X4 T2 =8E8 =4F4 T3 —6G6
5 � C D
T
C)
r!t
M
1 6�
T
M
I�
f7
—,s.18'8"12
1112X4 =8X8 =3X8 =68 1112X4
�1'+ 6'10"4 I 6'S"14
6'10"4 13'4"2
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Stoll: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 20.50 ft
NCBCLL: 0.00 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 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N:
Bot chord 2x6 SP SS
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Loading
#1 hip supports 7-0-0 jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
39'8"
6'5"14 6'5"14 09
'S"14 6'10"4 1�
S'1' 0" 26'3"14 32'9"12 3g'S"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.434 E 999 360
B 3115 / 1614 /- /- /-
/8.0
Lu: NA Cs: NA
VERT(TL): 1.192 E 581 240
O 3115 11614 / - / - / -
/ 8.0
Snow Duration: NA
HORZ(LL): 0.071 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.133 C
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor: 2.0
O Min Brg Width Req = 1.8
Bldg Code: FBC 6th.ed 201 7Max
TC CSI: 0.558
Bearings B & H are a rigid surface.
TPI Sid: 2014
Max BC CSI: 0.434
Bearings B & H require a seat plate.
Rep Factors Used: No
Max Web CSI: 0.743
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per
Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1 213.2
B - C 1762 - 3442 E - F
2781 - 5458
C - D 2492 - 4892 F - G
2493 - 4893
D - E 2781 - 5458 G - H
1763 - 3443
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - N
3147 -1600
L - K
4957 - 2539
N-M
3136 -1600
K-J
3137 -1601
M - L
4956 - 2539
J - H
3148 -1601
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - M
1951 - 991
L - F
553 - 267
M - D
488 - 672
F - K
488 - 672
D - L
554 - 267
K - G
1951 - 991
COA V(`SQ! A
09/26/2020
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryy _
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a propperly
attached ri id 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-Deta!Is, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the �nmvC r A.
truss in conformance with ANSI/TPI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro engineering responsibility solely for the design shown. The suitability Suite 150
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .corn; ICC: —iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 2 SEQN: 21795 / T38 / SPEC Gust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 1 FROM: HMT DrwNo: 239.20.1113.53592
Truss Label: A9G KID / FV 08126/2020
2 Complete Trusses Required
4
1010' 1,'8
19'10"4
2T4
32'8"
39'8"
7'1"4
3'8"124'9"12
8'
7'
=5X5
D
T
12
5 Q2X4
C
=8X8
1112X4
F T3
=8X8
G
=6X6
T4 Fi
E
vo
N
(a)
W
1 A4X6BA1)
N
M
B3
L K
=8X10
=H1014
=10X10 1112X4
39'8"
F1'
10'
10,
7'8"
5'1"12
6'10"4
10'
20'
27'8"
32'9"12
39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
D
Des Ld: 37.00
Mean Height: 21.30 ft
NCBCLL: 0.00
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T3, T4 2x6 SP SS:
Bot chord 2x6 SP SS :B3 2x8 SP 2400f-2.0E:
Webs 2x4 SP #3 :W8 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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.
Nafinote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs :1 Row @ 4"o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting,
Wind
Wind loads and reactions based on MWFRS.
It is the responsibility of the Building Designer and
Truss Fabricator to review this drawing prior to
cutting lumber to verify that all data, including
dimensions and loads, conform to the architectural
plans/specifications and fabricators truss layout.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefi U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): -0.446 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.777 F 608 240
B 2725 /- P P /1752 /-
Snow Duration: NA
HORZ(LL): -0.096 D - -
0 3745 1- P /- 12183 P
HORZ(TL): 0.167 D
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.6
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.775
0 Brg Width = 8.0 Min Reg = 2.2
TPI Std: 2014
Max BC CSI: 0.538
Bearings B & I are a rigid surface.
Rep Factors Used: No
Max Web CSI: 0.779
Bearings B & I require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE, HS
VIEW Ver: 17.02.02C.0211.16
Special Loads
B - C 1930 -2945 F - G 4332 -6455
C - D 1828 - 2837 G - H 3501 - 5606
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
D - E 1597 -2471 H - 1 2430 -4178
TC: From 55 plf at -1.00 to 55 plf at 21.14
E - F 4338 - 6462
TC: From 28 plf at 21.14 to 28 pif at 32.67
TC: From 55 pif at 32.67 to 55 pif at 40.67
BC: From 20 pif at 0.00 to 20 plf at 20.00
Maximum Bot Chord Forces Per Ply (Ibs)
BC: From 10 plf at 20.00 to 10 plf at 32.64
Chords Tens.Comp. Chords Tens. Comp.
BC: From 20 pif at 32.64 to 20 plf at 39.67
TC: 175 lb Conc. Load at 22.60,24.60,26.60
B - N 2678 -1746 L - K 3821 -2223
TC: 167 lb Conc. Load at 28.60,30.60
N - M 5075 -3379 K -1 3826 -2216
TC: 378 lb Conc. Load at 32.60
M - L 6225 -4091
BC: 1445 lb Conc. Load at 21.14
BC: 130 lb Conc. Load at 22.60,24.60,26.60
Maximum Web Forces Per Ply (Ibs)
BC: 129 lb Conc. Load at 28.60,30.60
BC: 492 lb Conc. Load at 32.64
Webs Tens.Comp. Webs Tens. Comp.
N - D 1947 -1225 G - L 828 - 869
ilititr+fruyjip�sfJ�lfrrri, 3350 L - H 2O76 -1487
E - M 1588 -
�,,, ••mesa•,°Qa rrrrr
e° (
o. 708 1
a
a
AST 000ANV'
ONAL
'i>sux,si,fo'+a+tia�''0' I
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the .xnwco uuw
truss in conformance with ANSIlI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 6750 Forum Drive
listing this drawing indicates acceptance of roTesslonaT engineering responsibility solely for the design shown. The sui ability Suite 305
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI. www.tpinst.org: SBCA: www.sbcindustry.com: ]CC: www.iccsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50388 / T2 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50800
Truss Label: 131 KID / DF 08/26/2020
19' 12'8" _ I 21'
r 9' 3,8" 8W
�— v
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
SCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
9'1"12
9'1"12
Wind Criteria
Wind Std: ASCE 7-10
Speed:160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.91 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2 2x4 SP #2 N:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
C8 T2 =5XD5
21'
3'4"8 8'2"4
12'6"4 20'8"8 3"8
'29'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 61h.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.036 G 999 360
VERT(TL): 0.096 G 999 240
HORZ(LL): 0.014 E - -
HORZ(TL): 0.026 E
Creep Factor: 2.0
Max TC CSI: 0.822
Max BC CSI: 0.760
Max Web CSI: 0.635
VIEW Ver: 17.02.02A.1213.21
tv.. H.-.,rfrfr
d �
a
o. 708 1
a ,
�m e
9p ,Ai 0 $�
e
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 850 / 536 / 475 / - / 134 / 8.0
F 778 /483 /393 /- /- /-
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
F Min Brg Width 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. Chords Tens. Comp.
B - C 842 -1274 D - E 820 -1241
C - D 845 -1073
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1088 - 679 H - G 1093 - 680
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - E 825 - 480 E - F 543 - 706
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I
Trusses require extreme care in fayabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component
racing per�BCSI. Unless noted olherwise,top chord shall haver prtoperly atttached struclt structural sheathintl and bottom chordalahpalol have s p�orperly
attached rlgld ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, 67 or 610, _
as applicable. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE
,
drawings 160A-Z for standard plate positions. �LPP�I NN
Alpine, a division of ITW BuildingComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the .„nwroMW
truss in conformance with ANSIlI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2g00 Lake Orange Dr.
listing this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.wm; TPI:—Jpinst.org; sack www.sbcindustry.com; IM www.imsafe.org Orlando FL, 32837
1
i�
Job Number: N362326 Ply: 1 SEQN: 50410 / T5 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50831
Truss Label: B2G KID / DF 08/26/2020
7' 14'8" 21'
7' 7,8" 6,4,. 1
_6C6 T2 =6XD6
21'
6' 10"4 7' 11 "8 5' 10"12
1 6'10"4 14'9"12 20'8"8
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,PI in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
B 1605 / 997 / - / - ! - / 8.0
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.136 H 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.371 H 989 240
F 1559 / 953 /-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.043 E - -
Wind reactions based on MWFRS
Des Ld:EXP:
C
HORZ TL : 0.081 E
( )
B Min Br Width Re 1.5
g q
Code / Misc Criteria
CL 0.000
NCBCLL: 0.00
Mean Height: 20.50 ft
TCDL: 4.2 psf
Creep Factor: 2.0
F Min Brg Width Req = -
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.786
Bearing B is a rigid surface.
9 9
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.945
Bearing B requires a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: No
Max Web CSI: 0.696
Members not listed have forces less than 375#
Loc. from endwall: NA
FT/RT:20(0)/10(0)
Top Chord ForcesPer
r
GCpi: 0.18
Plate Typ e(s )
Tens.Comp.
Chordsm Tlens. Comp.
VIEW Ver: 17.02.02A.1213.21
B - C 1967 -3258 D - E 1904 -3157
Wind Duration: 1.60
WAVE
Lumber
C - D 1711 - 2847
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1 :T2 2x6 SP SS:
Bot chord 2x4 SP 2400f-2.OE :B2 2x4 SP #1
Webs 2x4 SP #3 :W2, W4 2x4 SP #2 N:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
#1 hip supports 7-0-0 jacks at left end and 6-4-0 jacks
at right end. Jacks have no webs.
Wind
Wind loads and reactions based on MWFRS.
ai r,.o
e 111
e
COA AL
n$tat�ftn
08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 2932 -1748 H - G 2901 -1743
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 650 -106 G - E 2741 -1621
D - G 518 - 37 E - F 968 -1535
"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 o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper y
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 Plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise, kefer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page ,
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
and use of this drawing,
for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALP NI E
A.—COMVANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS
Truss Label: MEG
fi
5'9"8
5'9"8
12
4
=5X8
C
Ply: 1
Qty: 1
11'8"15
5'11"7
III2DX4
SEQN: 80723 / T39 / HIPM Cust: R8975 JRef: 1WY589750045
FROM: RAA DnvNo: 239.20.1113.52172
/ BAF 08/26/2020
17'8" 6 17'il l"14
5' 11 "7 3' 8
=4X1E
F
III ZX4 = bX14 = 3X6
1113X6
17'11"14
1 5'11 "4 5'9"11 5'11 "7
5'11"4 + 11,81,15 17'8"6
�3"8
17'11"14
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x6 SP #2 N
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
:Rt Bearing Leg 2x4 SP #3:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 of at 5.79
TC: From 27 plf at 5.79 to 27 pif at 17.99
BC: From 20 plf at 0.00 to 20 plf at 5.82
BC: From 10 plf at 5.82 to 10 plf at 17.70
TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85
13.85,15.85
TC: 247 lb Conc. Load at 17.71
BC: 221 lb Conc. Load at 5.82
BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85
15.85
Wind
Wind loads and reactions based on MWFRS.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): 0.142 D 999 360
J 1248 / 534 / - / - / -
/ 8.0
Lu: NA Cs: NA
VERT(TL): 0.382 D 813 240
F 1537 / 670 / - / - / -
/ 1.6
Snow Duration: NA
HORZ(LL): 0.024 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.044 C
J Min Brg Width Req = 1.7
Code / Misc Criteria
Creep Factor: 2.0
F Min Brg Width Req = 1.6
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.877
Bearings J & F are a rigid surface.
TPI Sid: 2014
Max BC CSI: 0.824
Bearing J requires a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.813
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per
Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.02C.0211.16
B - C 1162 - 2876 D - E
1254 - 2958
C - D 1254 - 2958
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - I 2687 -1069 I - H 2711 -1064
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - H 462 - 622 E - F 1262 - 2178
H - E 2848 -1179
, .911 „1�y4c
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chordishall have a pro
pperryly
d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10,
cable. Apply lates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. (tefer to
is 160A-Z for standard plate positions.
a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI/1 PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa�e ,
this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
;e of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2.
ALPINE
A -COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
i
Job Number: N362326 Ply: 1 SEQN: 60403 / T24 / COMN Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 2 FROM: MRS DrwNo: 239.20.1113.5111:
Truss Label: L1 SN / DF 08/26/2020
T
3J15
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 "
5' 10' it
5' + 5'
12 = 4X4
4 C
T_
B D M
N
Li E
F 1-0-
2X4(A1) 1112X4 2X4(A1)
Wind Criteria
Wind Sid: ASCE 7-10
Speed:160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCp!: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
10'
5'
5'
5'
10,
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.016 F 999 360
Lu: NA Cs: NA
VERT(TL): 0.040 F 999 240
Snow Duration: NA
HORZ(LL): 0.005 F - -
HORZ(TL): 0.009 F
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.337
TPI Std: 2014
Max BC CSI: 0.321
Rep Factors Used: Yes
Max Web CSI: 0.079
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
�y� �•xpdt+�oa9 sCo1• °r°°'+IC
s
r
•
COA
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 429 1205 / 272 / - / 79 18.0
D 429 / 205 / 272 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 809 - 641 C - D 810 - 641
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 578 - 620 F - D 578 - 620
"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 c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a pro[�er y
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 610,
as applicable. Apply, plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AumvcoAUAur
truss in conformance with ANSI1TPI 1, or for handling, shipping, Installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
I
isting this drawing indicates acceptance of proTesslonaf engineering responsibility solely for the design shown. The suitability Suite 150
and use of this drawing,
for any structure is phe responsibility of the Building Designer per ANSIrrPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50412 / T36 / HIPS Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: MRS DrwNo: 239.20.1113.51455
Truss Label: L2G SN / DF 08126/2020
ih
3"15
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
4
3' 7' 10,
3' 4' 3'
=4X4
C
4X4
D
B E
4 F
88'
H G
1112X4 1112X4
=2X4(A1)=2X4(A1)
10,
1 3'1"12 3'8"8 + 3'1"12
3' 1 "12 6' 10"4 10,
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.
1.25)
TC: From 55 plf at -1.00 to 55 pif at
3.00
TC: From 27 pif at 3.00 to 27 plf at
7.00
TC: From 55 plf at 7.00 to 55 plf at
11.00
BC: From 20 plf at 0.00 to 20 plf at
3.03
BC: From 10 pif at 3.03 to 10 plf at
6.97
BC: From 20 pif at 6.97 to 20 plf at
10.00
TC: 98 lb Conc. Load at 3.03, 6.97
TC: 63 Ib Conc. Load at 5.00
BC: 119 lb Conc. Load at 3.03, 6.97
BC: 50 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Defl/CSI Criteria
PP Deflection in loc L/defl L'/#
VERT(LL): 0.037 G 999 360
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL
B 628 / 270-
Lu: NA Cs: NA
VERT(TL): 0.110 G 999 240
E 628 / 270-
Snow Duration: NA
HORZ(LL): 0.011 G - -
Wind reactions based on MW FRS
HORZ(TL): 0.020 G
Creep Factor: 2.0
B Min Brg Width Req = 1.5
E Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.337
Bearings B & E are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.519
Bearings B & E require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0 070
/W
/ 8.0
/ 8.0
FTlRT:20(0)/10(0) Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
WAVE VIEW Ver: 17.02.02A.1213.21
B-C 490-1313 D-E 490 -1313
C - D 447 -1249
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1226 -450 G - E 1226 -450
H - G 1249 - 447
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlingshipping„in%alling_and bracing.. Refer to and follow the latest edition of BCSI (Building
rt Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSi. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
lid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810,
le. Apply plates to each face. of truss and position as shown above and on the JoinCDetails, unless noted otherwise. f�efer to
60A-Z for standard plate positions.
a division of
I rI -I, or Tor r
acceptance
any sructure
his drawing,any failure to build the
on this drawing or cover pa e
to design shown. The sup
TPI 1 Sec.2.
CA: www.sbclndustryxom; ICC: www.iccsafi
ALPINE
amvCmu
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 80710 / T17 / EJAC Cust: R8975 JRef. 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.51845
Truss Label: EGE / BAF 08/26/2020
1'8"12 1'1 1 "8
V8"12 '12
12
4 1112X4CD
B
s 1 A
EF
G
4X4(B1) 1112X4
TT
co
�8'8"
812
— 1'2"12
1 1'8"12 2'.12
"8
1'8"1 2 1'1
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.000 F
Des Ld: 37.00
EXP: C
HORZ TL : 0.000 F
( )
Code / Misc Criteria
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.177
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.012
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.041
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
•
o, 7Q8 1
•
t a
+ s
/q a•�6mar t. �tle4
COA V4 � iAL
09/26/2020
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 131 /85 /112 !- /42 /1.5
B 42 /11 /40 /- /- /14.5
G 49 /29 /26 /- /- /7.5
Wind reactions based on MWFRS
B Min Big Width Req = 1.5
B Min Big Width Req = 1.5
G Min Brg Width Req = 1.5
Bearings B, B, & F are a rigid surface.
Bearings B, B. & F 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
quire extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
Cid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. f�efer to
50A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawint
and use of this i
It For more information see
f1 PI 1; or for r
acceptance
any structure
from this drawing,any failure to build the
seal on this drawing or cover pa e
for the design shown. The su Vability
KOF
mvCWm
6750 Forum Drive"
Suite 305
Orlando FL, 32821
4
Job Number: N362326 Ply: 1 SEQN: 80708 / T7 / EJAC Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 7 FROM: RAA DrwNo: 239.20.1113.52250
Truss Label: EJ6E / BAF 08/26/2020
6"l
4X4(B1)
C
10,91,11
co d'
LO
CV �
5r9rr$ I
5r9rr$ �1
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA B 283 / 123 / 214 / - / 98 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 106 111 / 81 / - / - / 1.5
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 D C 141 / 99 / 58 / - / - / 1.5
Des Ld: 37.00 EXP: CHORZ(TL): 0.012 D - - Wind reactions based on MWFRS
NCBCLMean Height: 15.00 ft
L: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5
Soffit: 0.00 TCDL: Height:
BCDL: 5.2 psf psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.507 D Min Brg Width Req = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.365 C Min Brg Width Req = -
Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B a rigid surface.
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02C.0211.16
Lumber
Value Set: 13B (Effective 6/112013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
tiStfi{tittWBgti
IAIJJt
1
a
f a
a n
w o' a P°1 i 0
COA #� {ifs}VVVVVS N��
�7tt46i{4lii
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proppery
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the pMnWCOMDpNY
truss in conformance with ANSI/TPI 1, or for handling{ shipping, installation and bracing of trussesA seal on this drawing or cover pa
e , , 6750 Forum Drive
listing this drawing, indicates acceptance of Pro esslonar engineering responsibility solely for the design shown. The sui ability Suite For
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305
For more information see this job's general notes page and these web sites: ALPINE: www.alpineim.wm; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821
ir
Job Number: N362326 Ply: 1 SEQN: 50404 / T42 / EJAC Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 3 FROM: MRS DrwNo: 239.20.1113.50951
Truss Label: EJ3L SN / DF 08/26/2020
12
4 F_� C
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
3'
3'
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/deil L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.185
TPI Std: 2014
Max BC CSI: 0.110
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
08/26/2020
&918117
ti
8'8n
♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL
/W
B 185 /87 /151 /- /57
/8.0
D 50 /7 /38 /- /-
/1.5
C 63 /43 /25 /- /-
/1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width 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) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly
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 tales to each face, of truss and position as shown above and on the JoinCDetails, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for s�andard plate positions.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,ariy failure to build the .Co,.,,.sr
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro essfona engineering responsibility solely for the design shown. The sui abrlfty Suite 150
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see (his job's general notes page and these web sites: ALPINE: www.al ineit-mm; TPI: www.t inst.or ; SBCA: www.sbcindust .cam; ICQ www.iccsafe.org Orlando FL, 32837
•
3
Job Number: N362326 Ply: 1 SEQN: 50405 / T40 / JACK Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 4 FROM: MRS DrwNo: 239.20.1113.51470
Truss Label: CAL SN / DF 08/26/2020
12
4
C
B 9'0" 3
7"11
A$tsri
D
2X4(A1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
11 "4
11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.183
TPI Sid: 2014
Max BC CSI: 0.023
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
t� � eaa®ae •a•" l,r��
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 141 /103 /135 /- /28 /8.0
D 10 /12 120 /- !- /1.5
C -15 /27 /28 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
b
0
® � Ai � r •".
• � F
COA t s' ONA1. +°
faa»ewstl��
08/26/2020
"WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin�g shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI and SBCA)1or safety practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the .nnwCo,A AW
truss in conformance with ANSI/TPI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite Lake
and use of this drawing,
for any structure is p e responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wm; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: -imsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 80712 / T37 I JACK Gust: R8975 JRO: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty., 2 FROM: RAA Dnallo: 239.20.1113.51611
Truss Label: CJ5E / BAF 08/26/2020
17 C
1, 4'11"4
4' 11 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l36" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
10'6"5
M
c�
CV N
8'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL
/ W
Pf: NA Ce: NA
VERT(LL): NA
B 252 / 111 1194 / - / 85
/ 8.0
Lu: NA Cs: NA
VERT(TL): NA
D 90 / 9 / 68 / - / -
/ 1.5
Snow Duration: NA
HORZ(LL): 0.004 D
C 119 / 84 / 48 / - / -
/ 1.5
HORZ(TL): 0.007 D
Wind reactions based on MWFRS
Code / Misc Criteria
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.393
D Min Brg Width Req = -
TPI Sid: 2014
Max BC CSI: 0.263
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
F11RT.20(0)/10(0)
Plate Type(s):
WAVE VIEW Ver: 17.02.02C.0211.16
9Qp9-A9ft81�f��,f�]
s+
O. i0 1
Members not listed have forces less than 375#
b
0 .° 01MMIess+�
(9/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, _
as applicati a. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover" e , , 6750 Forum Drive
listing this drawing indicates acceptance of roTesslonar engmeerinq responsibility solely for the design shown. The sui ability Suite 305
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.cum: TPI: w Apinst.org; SBCA: www.sbcinduslryxom; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 80714 / T32 / JACK Cust: R8975 JRef: 1 WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 2 FROM: RAA DrwNo: 239.20.1113.51876
Truss Label: CJ3E / BAF 08/26/2020
12
4 C
TT 9'10"5
c�
to jl-
66"l A 8r8n
D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 fit
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
B 183 184 / 149 / - / 56 / 8.0
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 52 / 3 / 40 / - / - / 1.5
Snow Duration: NA
HORZ(LL): -0.001 D
C 64 / 47 / 21 ! - / - / 1.5
HORZ(TL): 0.001 D
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.205
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.085
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02C.0211.16
WAVE
-yam H * �•j{f//
" 9Wt 9,p00040
��ja(a® 0
` #
O
1
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I
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ma atr A
nentt"IR
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bV TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proEe'r y
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610, _
as applicable. Apply Plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. �tefer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Bui(dingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the *„m ram,
truss in conformance with ANSIfI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability Suite For
and use of this gnawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t insl.or ; SBCA: www.sbcindust .cam; ICC: w Jccsafeorg Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 80716 / T33 / JACK Gust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 26011 HAYDEN EXPRESS City: 2 FROM: RAA DrwNo: 239.20.1113.51954
Truss Label: CJ1E / BAF 08/26/2020
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SIP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
12
4 F::—,-
r
Cal
T 9r2°9
o
81811
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
B 139 / 97 / 131 / - / 29 / 8.0
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 14 17 / 18 / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.000 D
C -11 / 27 / 24 / - / - / 1.5
HORZ(TL): 0.000 C
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Erg Width Req = 1.5
Code / Mist; Criteria
Bldg Code: FBC 61h.ed 201
Max TC CSI: 0.177
D Min Brg Width Req = -
TPI Sid: 2014
Max BC CSI: 0.024
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02C.0211.16
WAVE
,r*.- H.
�•�p•OAOs pAb .t'W� �yO°r.
-`� imm A`
4 �'
d a
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. 0oz
COA�f�At� a�
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bV TPI and SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for'permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of 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.
Alpine, a division of ITW Buildinqq Components Group Inc.shall not be responsiblefor any deviation from this drawing,any failure to build the ..—Co...
truss in conformance with ANSI1TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , _ 6750 Forum Drive
listing this drawing indicates acceptance of rotessionar engineering responsibility solely for the design shown. The suitability Suite 305
and use of this drawing,
for any structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: wwwJccsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 2 SEQN: 21792 / T23 / MONO Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.53515
Truss Label: MG1 KD / FV 08/26/2020
2 Complete Trusses Required
=4
T
6']
1
3'2"8
3'2"8
T
3'9"8
1112XC
12
5 F,-,-
/
4X4
B m
in
i�
X4(AA1)
Li L 18'8"12
E D
1114X6 1114XB
7'
3'0"12 3'11"4
i
3'0.12 r 7,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Delft/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): -0.033 E 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.038 E 999 240
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL):-0.008 D - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ TL : 0.009 D
( )
Code / Misc Criteria
NCBCLL: 0.00
Mean Height: 20.70 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.414
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.720
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: No
Max Web CSI: 0.439
Loc. from endwall: not in 6.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
Wind Duration: 1.60
WAVE
Lumber
It is the responsibility of the Building Designer and
Value Set: 13B (Effective 6/1/2013)
Truss Fabricator to review this drawing prior to
cutting lumber to verify that all data, including
Top chord 2x4 SP #2 N
dimensions and loads, conform to the architectural
Bot chord 2x6 SP #2 N
plans/specifications and fabricators truss layout.
Webs 2x4 SP #3
Lumber value set "1313"
uses design values
approved 1/30/2013 by ALSC
Nailnote
Nail Schedule:0.128"x3" nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 4.25" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 55 pif at 0.00 to 55 pif at 7.00
BC: From 10 plf at 0.00 to 10 plf at 7.00
BC: 161 lb Conc. Load at 1.09
BC: 1559 lb Conc. Load at 3.00
BC: 778 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Additional Notes
WIND LOAD CASE MODIFIED!
H.
x0 ,N Off* ,�E 8
."
4
s°
o. 7,08 1
a
0
pp,, AT O II
°r Fes,@jY+ �ffi4
50n� �®ffiA 9®ffiffif, en9ffi�7���
cNA'aF�L�!
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 1508 /- P /- /1510 /-
D 1445 /- /- P 11352 P
Wind reactions based on MWFRS
A Big Width = 8.0 Min Req = 1.5
D Brg Width = - Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 1487 -1442
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 1311 -1351 E-D 1252 -1291
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
E - B 948 - 980 B - D 1372 -1330
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byy TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propprly
aid ceilingq. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
le. AoX plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to
line, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
ss in conformance with ANSI/I PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page ,
ling this drawing, indicates acceptance of ppro essiona engineerinq responsibility solely for the design shown. The sui ability
d use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
more information see this job's general notes page and these web sites ALPINE: www.alpineitw.com; TPI: www.ipinst.org; SBCA: www.sbcindustry.com; ICQ w Jccsaf
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
•
Job Number: N362326 Ply: 1 SEQN: 50389 / T18 / SPEC Cust: R8975 JRef: 1WY589750045
,7A51320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Oty: 22 FROM: RAA DrwNo: 239.20.1113.49708
Truss Label: EJ7 AK / YK 08/2612020
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
21'10"3
12
5
c)
in
B
a
18'8"12
D
4X4(B1)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.50 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 it
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
I
Z
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Mist; Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): -0.016 D
HORZ(TL): 0.023 D
Creep Factor: 2.0
Max TC CSI: 0.778
Max BC CSI: 0.549
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
H• rrr
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El
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08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 327 / 172 / 232 ! - / 179 / 8.0
D 130 /21 /101 /- /- /1.5
C 175 / 169 / 60 / - / - / 1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width 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 sa shipping,
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 progpeny
attached riqid 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 Joint Details, unless noted otherwise. ♦defer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AMRWCOMVANY
truss in conformance with ANSI] 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro) esslonat engineering responsibility solely for the design shown. The sui gablltty
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinst.org; SBCA: www.sbcmdustry.com; ICC: www.iccsafe.org Orlando FL, 32837
f
Job Number: N362326 Ply: 1 SEQN: 50390 / T22 / SPEC Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qly: 3 FROM: RAA DrwNo: 239.20.1113.50659
Truss Label: EJ72 KM / YK 08/2612020
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 "
21'10"3
12
5
M
zo CM
M
O
zt
B
18'8"12
a D
4X4(B1)
! 2'
Wind Criteria
Wind Std: ASCE 7-10
Speed:160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.29 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
l�
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL):-0.012 D
HORZ(TL): 0.018 D
Creep Factor: 2.0
Max TC CSI: 0.736
Max BC CSI: 0.538
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
P 4 +• e°
a
C3. 7,Q$ i
• 1
•
46
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COAifIP+L >> 08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 395 / 226 / 305 / - / 200 / 8.0
D 129 /16 /99 /- /- /1.5
C 167 /160 /52 /- /- /1.5
Wind reactions based on MWFRS
B Min Big Width Req = 1.5
D Min Brg Width Req = -
C Min Big Width 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, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary)
bracing per SCSI. Unless noted olherwise,top chord shall have properly attached structural sheathin9 and bottom chord shall have a pro er y
attached riqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or �10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the AN --
truss in conformance with ANSI)I PI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing,indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI1TPl 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsl.org; SBCA: www.sbcinduslryxom; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 21788 / T4 / JACK Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 1 FROM: HMT DrwNo: 239.20.1113.53374
Truss Label: CJ5A / WHK 08/26/2020
19 C
21'0"2
v
ifl
CV
18'8"12
1113X8(E3) D
4X4(E3)
5i"5
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
D
Des Ld: 37.00
EXP: C Kzt: NA
NCBCLL: 10.00
Mean Height: 20.41 ft
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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 2.000'
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
3'10"4
4'3"4
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL):-0.028 B
HORZ(TL): 0.035 B
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.448
TPI Sid: 2014
Max BC CSI: 0.195
Rep Factors Used: Yes
Max Web CSI: 0.171
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02C.0211.16
�. • .r
E �'Rf•�
a `s
m p� q
0,708
08 i
«� b ,� wi##00.06
%dals�_� eN
08/26/2020
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 161 /- /- /101 /66 /94
D 80 /- /- 163 /11 /-
C 113 /- /- /40 /114 /-
Wind reactions based on MWFRS
A Brg Width = - Min Req = -
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing,and bracing.. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byy TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
aaid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or �10,
He. Apply lates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for s�andard plate positions.
Alpine, a division of
truss in conformano
listing this drawinc
and use of this c
• For more information see
rl PI 1, or for r
acceptance
any structure
from this drawing,any failure to build the
% seal on this drawing or cover pa e
/ for the design shown. The suitability
ANSI/TPI 1 Sec.2.
ICC:
ALPINE
"mvca—
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50393 / T26 JACK Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 8 FROM: RAA DrwNo: 239.20.1113.49848
Truss Label: CJ5 KID / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12 20'11"14
5
v
Do
9)
CV CV
B
A 18'8"12
D
4X4(B1)
I 4'11"4
1 r 411 "4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.07 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL):-0.005 D
HORZ(TL): 0.007 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.462
TPI Std: 2014
Max BC CSI: 0.271
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/l0(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
'�� 3 o°%aaoaeoi+ani'� fJ�iG
i o
m 017,08 1
4
z
1
COA�NAL�, 9�
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 252 / 134 / 185 / - / 130 / 8.0
C 121 /116 /40 /- /- /1.5
D 91 /13 /70 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width 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
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byv TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryy
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have a propperly
�id ceilingp. Locations shown forpermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10,
e. AoDTv plates to each face of truss and Dosition as shown above and on the Join Details. unless noted otherwise. kefer to
Alpine, a division of ITV
truss in conformance wi
listing this drawing in
and use of this drawing,
f For more information see this
I Hi 1, or Tor nanoun4, snipp
acceptance of ro4essior
any structure is tphe respon
ral notes page and these web sites:
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suit9ability
ALPINE
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50395 / T30 / JACK Cust: R8975 JRef: 1 WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50519
Truss Label: CJ52 KM / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
20'11"14
co co
N (V
B M
18'8"12
A p
4X4(B 1)
L 2'
Wind Criteria
Wind Std: ASCE 7-10
Speed:160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 19.86 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: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SIP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
4' 11 "4
4'11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.004 D
HORZ(TL): 0.005 D
Code / Misc Criteria
Creep Factor: 2.0
Bidg Code: FBC 6th.ed 201
Max TC CSI: 0.568
TPI Std: 2014
Max BC CSI: 0.260
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL /W
B 325 /192 /265 /- /151 /8.0
C 109 /104 /27 /- /- /1.5
D 90 /8 /74 /- /- 11.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
q
�rastafswlj0 {
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
,quire
Information, by TPI and SECA) r safety practices poor to performing these functions. Installers shall provide tempora
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperryly
aid ceillnq Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawim
and use of this i
• For more information see
,Im 1, or tor
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover pa e ,
to design shown. The suitability
TPI 1 Sec.2.
CA: w sbcmdustry.com:ICC: -imsafi
ALPINE
*"mvcoru�"r
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
I
Job Number: N362326 Ply: 1 SEQN: 50396 / T27 / JACK Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 8 FROM: RAA DrwNo: 239.20.1113.49598
Truss Label: CJ3 KM / WHK 08126/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
fi3
12
4X4(B1)
C
1, 2' 11 "4 i
e
T 2' 11 "4 1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 19.65 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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP 92 N
Bot chord 2x4 SP 92 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
EO
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL):-0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.252
Max BC CSI: 0.090
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
i•
0
o. 708 1
,� aq 8 A;i Q
m
s ° A ! ps
�s� oarr,°sv •°° Ca`'��
COAD�
>e,eas�a,wn�c�
08/26/2020
20'1 "14
SO
T
r
18'8"12
♦ Maximum Reactions (lbs)
Loc R /U !Rw /Rh /RL /W
B 182 / 100 / 143 ! - / 85 / 8.0
C 66 /64 /18 /- /- /1.5
D 53 /5 /42 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width 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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq 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 JoinCDetails, unless noted otherwise. Defer to ALPINE�
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildingc� Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ppro essfona engineering responsibility solely for the design shown. The suitability Suite 150
and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE:-alpineihv.mm: TPI: w Apinst.org; SBCA: w .sbcindustryxom; ICC: _.iccsafe.org Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50398 / T13 / JACK Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.49709
Truss Label: CJ3A KM / YK 08/26/2020
T
6"3
i
12
5 � B
20'1 "14
A 00
18'8"12
C
4X4(B1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 19.86 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: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "'I3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2'11 "4
2'11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.002 C
HORZ(TL): 0.002 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.285
TPI Std: 2014
Max BC CSI: 0.119
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
4ggJE go-tlR�e ya
O�
4
a
o, 708 1
S A7 0
COAQt&NAL
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
A 115 /47 /72 /- /63 /8.0
B 74 / 72 / 26 / - / - / 1.5
C 54 /8 /43 /- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
B Min Brg Width Req = -
C Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A 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 temporarYY
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE
,
drawings 160A-Z for standard plate positions. �LPPfI NN
Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the A --
truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIrfPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .corn; ICC: "w.iccsaie.or9 Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50400 / T31 / JACK Cust: R8975 JRef: IWY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.50581
Truss Label: CJ32 KM / YK 08/26/2020
C
20'1 "14
B 00 00
T CV
1 18'8"12
A D
4X4(B1)
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 "
i 2'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 19.44 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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
04`KI!
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
Pg: NA Cl: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.003 D
HORZ(TL): 0.003 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.952
TPI Std: 2014
Max BC CSI: 0.189
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
gf'�ttl� U, "fry
° ' 3 0.708 1
e i i
v° =ATOA
COA Q-0I A Ld 4ca
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 268 / 169 / 237 / - / 106 / 8.0
C 44 /44 /17 /- /- /1.5
D 51 /12 /51 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width 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
quire extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and SBCA) fo'r satPety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properyy
d ceiling Locations shown for permanent lateral restraint of webs shall have bracingp insgalled per BCSI sections B3, B7 or B10,
e._ AppTy plates to each face of truss and position as shown above and on the JOInCDetallS, unless noted otherwise. kefer to
line, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
ss in conformance with ANSI TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page ,
ting this drawing indicates acceptance of OTessionaT engineering responsibility solely for the design shown. The sui?ability
d use of this drawing,
for any structure is p e responsibility of the Building Designer per ANSIITPI 1 Sec.2.
more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org _SBCA: www.sbcindustry.com: ICC: www.iccsaf�
ALPINE
AxowcomvA-
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 50401 / T28 / JACK Cust: R8975 JReL• 1WY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 10 FROM: RAA DrwNo: 239.20.1113.50425
Truss Label: CA KM / WHK 08/26/2020
12
5 �
C
B T 19'3"14
T
6"3 A
18'8"12
D
4X4(B1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 19.23 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0% min. toe -nails at bottom chord.
11 "4 -�
11 "4
1, T 1
11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.000 C
HORZ(TL): 0.000 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.195
TPI Std: 2014
Max BC CSI: 0.023
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
`w.. � • ..,,fpri
� s �
s
s
00 o.7U8
0, ••®•.,o.••••
COA t� ONAl•
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 135 / 93 / 126 /- / 41 / 8.0
C -11 /28 /25 /- /- /1.5
D 14 /7 /17 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
C Min Brg Width Req = -
D Min Brg Width 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
quire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
d Safety Information, by TPI an SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
aaid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to
60A-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawint
and use of this i
'I For more information ses
i vi i, or for r
acce tance
any structure
his drawing,any failure to build the
on this drawing or cover page ,
�e design shown. The sui abtltty
ALPINE
•H" Cca
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
6
Job Number: N362326 Ply: 1 SEQN: 80720 / T1 / HIP_ Cust: R8975 JRef: 1WY589750045
,7A5/320 ,4EHBH ,01F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS Qty: 1 FROM: RAA DrwNo: 239.20.1113.51751
Truss Label: HJ6E KID / YK 08/26/2020
C
2.83 � 10'97
T-11
�— N
r
N �
B N
511�i-4 A8'8"
D
2X4(A1)
�— 1'5" .1�
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 5-9-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Provide (3) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
8'2"5
8'2"5
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.865
TPI Std: 2014
Max BC CSI: 0.594
Rep Factors Used: No
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02C.0211.16
WAVE
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 250 / 127 / - /- /- / 11.3
D 115 /- /32 /- /- /1.5
C 273 /211 /- /- !- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width 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, bVV TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryY
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached riqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq 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. f�efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildingq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,N nwco vANv
truss in conformance with ANSIfiPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page ?ability
6750 Forum Drive
listing this drawing, indicates acceptance of professfonar engineering responstbility solely for the design shown. The suitablllty
and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. Suite 305
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: —kcsafe.org Orlando FL, 32821
Job Number: N362326 Ply: 1 SEQN: 50408 / T43 / HIP_ Gust: R8975 JRef: 1WY589750045
,7A51320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 2 FROM: MRS DrwNo: 239.20.1113.51283
Truss Label: HJ3L KD / YK 08/26/2020
2.8312
C
T 9'8"4
N
B � f`
C7
T
!'1 O —
TT �
15 A prpn
JJ vv�l E D O
ii 4'2" 3
�- 1'5r'
4'2"3
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.001 D
Des .00
EXP: C
Mean Height: 15.00 ft
HORZ TL : 0.004 D
( )
NCBCLL: 10.00
TCDL: 4.2 psf
Code / Misc Criteria
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
BldgCode: FBC 6th.ed 201
Max TC CSI: 0.120
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.156
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.000
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCp!: 0.18
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set 1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads and reactions based on MWFRS.
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.
L
Noy",
'({1°pig t-i ®� tom'
�b®q,®U P9Bsayp �I
U, `,08 1
0 Pill
Law
�® 14
$��e 4 4 °s°°p°yzje�
b®..mat,....
con b 4 R +r*;
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
E 142 /83 !- /- /- /10.6
D 69 /5 /- /- /- /1.5
C 36 /6 /- /- /- /1.5
Wind reactions based on MWFRS
E Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing E is a rigid surface.
Bearing E 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
quire extreme care in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byv TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly
]id ceiling, Locations shown for permanent lateral restraint of webs shall have bracing(1 installed per BCSI sections B3, B7 or B10,
le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
a division of
as In conformance Wiln ANbi/ I M i, or for m
ing this drawing,indicates acceptance c
J use of this awing for any structure
more information see this job's general notes page and
his drawing,any failure to build the
on this drawing or cover pa e ,
LE design shown. The suiabllrty
ALPINE
�NIIW COANAM'
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N362326 Ply: 1 SEQN: 21790 / T19 / SPEC Gust: R8975 JRef: IWY589750045
,7A5/320 ,4EHBH ,01 F ,RJ01 / 4EHB / 2601 / HAYDEN EXPRESS City: 5 FROM: RAA DrwNo: 239.20.1113.50363
Truss Label: HJ7 KM / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
57'8
5'7"8
9'10"1
4'2"9
n
21"0"2
12
3.54 �4X4
C
5) W
ih
B
ALi 18'8"12
G F E
4X4(B1) 1112X4 =5X5
1'5"
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 20.49 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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
5'5"12
5'5"12
3'6"3 1C
8'11"15 19'1
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.044 G 999 360
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 324 / 205 / - /- / - / 10.6
Lu: NA Cs: NA
VERT(TL): 0.120 G 999 240
E 363 / 142 / - / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.008 C - -
D 211 / 206 / - / - / - / 1.5
HORZ(TL): 0.014 C
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 61h.ed 2017
Max TC CSI: 0.512
E Min Brg Width Reg = -
TPI Std: 2014
Max BC CSI: 0.699
D Min Brg Width Reg = -
Rep Factors Used: No
Max Web CSI: 0.268
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT.20(0)/10(0)
Plate Type(s):
WAVE VIEW Ver: 17.02.02A.1213.21
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 439 - 713
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 664 -404 G - F 654 -406
Loading Maximum Web Forces Per Ply (Ibs)
Hipjack supports 6-11-8 setback jacks with no webs. Webs Tens.Comp.
Wind C-F 458 -737
Wind loads and reactions based on MWFRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord. �tttstintrrgaarts !r
H. P1 J!
° O. 7.08 1 °
a ,a
a
e �
& m
9
.:. AT a ;
r
s, "+►
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byV TPI and SBCA) for saTety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ngid ceiling Locations shown for permanent lateral restraint oT webs shall have bracing installed per BCSI sections B3, 87 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted) otherwise. (tefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildingq Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the wcon �n
truss in conformance with ANSIftPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page _ , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of rotessronal engineering responsibility solely for the design shown. The sui ability Suite 150
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wrn; TPI: www.l inst.or ; SBCA: www.sbcindust xom; ICC: w Jccsaie.org Orlando FL, 32837
r
Gable Stud Reinforcement Detail
ASCE 7-10i 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1,00
Ori 100 inch wind soeed. 30' Mean HPinht. Partlallv Fnrinspd. Fxnn4,JrP n. Kzt = i.nn
2 x 4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace A
(1) 2x4 'L' Brace le
(2) 2x4 'L' Brace N*
(1) 2x6 'L' Brace r
(2) 2x6 'L' Brace AN
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
—C
4")
#1 / #2
4' V
6' 11'
7' 2'
8' 2'
B' 6'
9' 9'
10, 2'
12' 10'
13' 4'
14' 0'
14' 0'
-
S P P
#3
3' 10,
6' 2'
6' 7'
8' 1'
8' 5'
9' 8'
10, 0'
12, 8'
13' 2'
14' 0'
14' 0'
HO F
Stud
3' 10'
6' 2'
6' 6'
8' 1'
8' 5'
9' 8'
10, 0'
12' 6'
13' 2'
14' 0'
14' 0'
Standard
3' 10'
5' 3'
5' 7'
7' 0'
7' 6'
9' 6'
10, 0
11' 0'
11' 10,
14' 0'
14' 0'
CU
#1
4' 2'
7' 0'
7' 3'
8' 3'
8' 7'
9' 10,
10' 3'
13, 0'
13' 6'
14' 0'
14' 0'
J
S P
#2
4' V
6' 11'
7' 2'
8' 2'
8' 6'
9' 9'
10' 2'
12' 10'
13' 4'
14' 0'
14, 0'
# 3
4' 0'
5' 7'
5' 11'
7' 5'
7' 11'
9' 8'
10, 1'
11' 7'
12' 5'
14' 0'
14' 0'
(lJ
D P L
Stud
4' 0'
5' 7'
5' 11'
7' 5'
7' 11'
9' 8'
10, 1'
11' 7'
12' 5'
14' 0'
14' 0'
d
Standard
3' 9'
4' 11'
5' 13'
6' 6'
7' 0'
8' 10,
9' 6'
10' 3'
11' 0'
13' 11'
14' 0'
U
#1 / #2
4' 8'
7' 11'
8' 3'
9' 4'
9' 9'
11' 2'
11' 7'
14' 0'
14' 0'
14' 0'
14' 0'
+1
_
S P P
#3
4' 5'
7' 6'
8' 3'
9' 3'
9' 7'
11' 0'
11' 6'
14' 0'
14' D'
14' 0'
14' 0'
U
LJ P
Stud
Stud
4' 5'
7' 6'
8' 0'
9' 3'
9' 7'
11' 0'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
1
O
�l
4' 5'
6' 5'
6' 10'
B' 7'
9' 2'
11' 0'
11' 6'
13' 6'
14' 0'
14' 0'
14' 0'
1
#1
4' 10'
8' 0'
8' 4'
9' 6'
9' 10,
11' 3'
11' 9'
14' 0'
14' D'
14' 0'
14' 0'
S P
#2
4' 8'
7' 11'
8' 3'
9' 4'
9' 9'
11' 2'
11' 7'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 7'
6' 10'
7' 3'
9' 1'
9' 8'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Q1
D P L
Stud
4' 7'
6' 10'
7' 3'
9' 1'
9' e'
11' 1'
11' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 5'
1 6' 0'
6' 5'
1 8' 0'
8' 7'
10, 10,
11' 6'
12' 7'
13' 15'
14' 0'
14' 0'
.Q
41 / #2
5' 2'
8' 9'
9' 1'
10' 4'
10, 9'
11' 2'
12' 9'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 10'
8' 7'
8' ill
10' 2'
10' 7'
12' 2'
12, 8'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
H
StudStandard
O
I�
4' 10'
7' 5'
7' 11'
9' 11'
10' 7'
12' 2'
12' B'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 4'
8' 10'
9' 2'
10' 5'
10, 10,
12' 5'
12' I1'
14' 0'
14' D'
14' 0'
14' 0'
d
S P
#2
5' 2'
8' 9'
9' 1'
10' 4'
10, 9'
12' 3'
12' 9'
14' 0'
14' 0'
14' 0'
14' 0'
#3
5' 0'
7' 10,
8' 4'
10' 3'
10' 8'
12, 2'
12, 8'
14' 0'
14' 0'
14' 0'
14' 0'
rl
D F L
Stud
5' D'
7' 100-1
'
3'
10' 8'
12' 2'
12' B'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 10'
6' 11'
7' 4'
9' 3'
9' 10'
12' 2'
12' 6'
14' 0'
14' 0'
14' 0'
14' 0'
Bracing Group Species and Grades)
Group Al
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 Stnndnrd
Dou las Fir -Larch Southern PlneNKK
#3 #3
Stud Stud
Standard Standard
Group BI
Hen -Fir
#1 6 Btr
#1
Douglas Fir -Larch Southern Pinewi,e
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
■wFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these nodes.
Gable Truss Detail Notes)
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 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.
About j1= Attach 'L' braces with 10d (0.128'x3.0' min) naps,
able Truss )K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
Diagonal brace option, )K)JEFor (2) 'L' braces, space nails at 3' o.c.
vertical length may be T
In 18' end zones and 6' o.c. between zones.
doubled when diagonal 18, )E 'L' bracing must be a minimum of 80% of web
brace Is used. Connect L I member length.
diagonal brace for 525# 'L' +
at each end. Max web I Brace Gable Vertical Plate Sizes
total length Is 14'. 3iE )IE Vertical Length No Splice
2x6 DF-L #2 or Less than 4' 0' 2X4
better diagonal T' Greater than 4' 0', but 3X4
Vertical length shown bracer single 8, it�t 1 ftHiti rrrrr, less than 11' 6'
In table above, or double cut '1 7 Greater than 11' 6' 041
45' (as shown) at L 1 ��% + Refer to common truss design for
upper end. earn s 11 peak, splice, and heel plates.
�s > ®a Refer to the Building Designer for conditions
Connect dlagona at �yw ®s e
midpoint of vertical web. Refer to chart t ove,:for aX abl ve ti a le~ th,-wVAMNGI-- READ AND FOLnot addressed by this detail.
—IMPORTANT- FURNISH THIS DRAWING TOL ALL CONTRACTORSALL NOTES
INCLUDING THE INSTALLERS 2' 0. REF ASCE7-10-GAB14030
Trusses require extreme care In fabricating, handling, shipping, Instollingg and brncing• Refe" nd a
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA> fo `ty, 0 _ DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary brncing pe BCSI. a 4
Unless noted otherwise, top chord shall hove properly attached structural sheathing and ba m chat �� DRWG A14030ENC101014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f
a shall hove tracing Installed per BCSI sections B3. B7 or BID. as applicable. Apply plates to ea a I ®o 42 �Z
ALPINE of truss °M position as shorn above and on the .Joint netans, unless noted otherwise. ^�4/!
Refer to drawings 160A-2 for standard plate positions, @b 4 9
Alpine,
n division of ITW Building Components Group Inc shop not be responsible L
P g P P Ponslble for any deviatb r iii� oe
this drawing, any ineure to sbuildses the trans In conformance with ANSI/TPI 1, or far hnndUmg, shipping (� ®••"•"'` ` MAX. TOT. LD. 60 PSF
AN ITW COMPANY Installation 6 bracing of trusses, iJ�j����
A seal on this drowtng or cover page Ilstlg this drawing, Indicates acceptance of professional r l IN
514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drawing � iL
Suite 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.?- C t26/2020
Earth City. MO 63045 For more Information see this Job's general notes page and these web sites- MAX. SPACING 24.0'
ALPINE- w w.alpineltw.con) TPI, www.tpinst.orgi SBCN www.sbclndustry.orgi ICG ww.Jccsaf.4rg
'T
Relnfol
MemE
Ga
Tr
Gable Detail
F-nr I at -in Var-hirnl�
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,
e, 2*2X4
*2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsr
IOd Common (0,148'x 3',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenalled Nallsi
lOd 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 Gable Detall Drawings
AS1515ENC101014,. A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014
S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815,
S18015ENCI00815, S20015ENC100815, S20015ENDICOB iQ$L� tliP,'.}�15,
S11530ENC100815, S12030ENC100815, S14030ENC 03� C100 01
S18030ENC1D0815, S20030ENC100815, S20030 00' aw+ pg�lc4,l,E,l B
See appropriate Alpine gable detail for maxi grg(�gpp�er,®�pj
'T' Reinforcement Attachment Detall
'T' Reinforcing 'I' Reinforcing
Member Member
Toe-nall X- Or - End-nall
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
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP 83
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30
2x6
20
..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCVARNINC4.- READ AND FOLLOW ALL NOTES [IN ILUDING THE INSTALLERSH S DRAWING] U. �'''�' ' g REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe" ir�,{�,�yn� Y
fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sdi�t" DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporory brothg pe BCSI. • .".
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chaff DRWG GBLLETIN1014
shall have a properly attached rigld ceiling. Locations shown for permanent lateral restraint f s
shall have bracing Installed per above
sections the
J or Det as unlessapplicable.no Apply proles to ea • ,t, �i�
I� of truss and position as shown above and on the Join{ Details, unless noted otherwise. + a �i!
Refer to drawings 160A-2 for standard plate positions.
Alpine, a divislon of ITV Building Components Group Inc. shall of be responsible for any deviatb r
AN IIWCOMPANI this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin MAX, T❑T. LD, 60 PSF
Installation 6 is chrg of trusses. �)® �
A seal on this drowY,g or cover page design
this drawing, Indcates acceptance t professional4"',4�� 9 {�
Suite RiverponOrive engineering ny strresponsibility
ict�w mIs heSOespely �the o s es11Wdi D suitability per
and us• of this wa.Y,g Cf4�Z#1® � 4 '� DUR, FAC, ANY
Suite zoo y responsibility t� �+a Designer per ANSI/TPI 1 Sec2 C: t6 8/26/2020
Maryland Heights, MO fi3043 For more Information see this Job's general notes page and these web sltesi e
ALPINE, www.alpineltw,conl TPI, ww..tpinst.orgl SBCA, www.sbcindustry.org) ICG wwwJccsofearg MAX, SPACING 24,0
Gable Stud Reinf orcement Detail
ASCE 7-101 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2x4 Brace
Gable Verticnl
Spacing Species Grade
No
No
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace IN
(2) 2x6 'L' Brace wis
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
4' 3'
7' 3'
7' 7'
8' 7'
B' 11'
10' 3'
10, 8'
13' 6'
14' 0'
14' 0'
14' 0'
U
S P P
#3
4' 1'
6' 7'
7' 1'
8' 6'
8' 10'
10, 1'
10, 6'
13' 4'
13' 10'
14' 0'
14' 0'
u
Stud
4' 1'
6' 7'
7' 0'
8' 6'
B' 10,
10, 1'
10' 6'
13' 4'
13' 10'
14' 0'
14' 0'
O
I�
Standard
4' 1'
5' 8'
6' 0'
7' 7'
8' 1'
10, 1'
10' 6'
11' 10,
12' 8'
14' 0'
14' D'
#1
4' 6'
7' 4'
7' 8'
8' B'
9' 0'
10' 4'
10, 9'
13' 8'
14' 0'
14' 0'
14' 0'
-J
S P
#2
4' 3'
7' 3'
7' 7'
8' 7'
8' I1'
10' 3'
10, 8'
13' 6'
1 14' 0'
14' 0'
14' 0'
# 3
4' 2'
6' 0'
6' 4'
7' I1'
8' 6'
10' 2'
10' 7'
12' 5'
13' 4'
14' 0'
0
14' '
(U
I
D P L
Stud
4' 2'
6' 0'
6' 4'
7' 11'
8' 6'
10' 2'
10' 7'
12' 5'
13' 4'
14' 0'
14' 0'
d
Standard
4' 0'
5' 3'
5' 7'
7' 0'
7' 6'
9' 6'
10' 2'
ill 0'
11' 10,
14' 0'
14' 0'
U
_
p
#1 / #2
4' 11'
8' 4'
B' 8'
9' 10'
10' 3'
111 8'
12' 2'
14' 0'
14' 0'
14' 0'
14' 0'
>
-
S f F
#3
4' B'
B' 1'
B' 8'
1 9' 8'
10, 1'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
U
u F
Stud
4' 8'
8' 1'
B' 6'
9' 8'
10, 1'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 8'
6' 11'
7' 5'
9' 3'
9' 11'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#1
5' 1'
8' 5'
e' 9'
9' 11'
10' 4'
11' 10,
12' 4'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 11'
8' 4'
8' e'
9' 10,
10, 3'
11' e'
12' 2'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 9'
9' 9'
10' 2'
11' 8'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
QJ
D F L
Stud
4' 9'
7' 4'
7' 9'
9' 9'
10' 2'
11' 8'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 8'
G' 5'
6' 10'
8' 7'
9' 2'
11' 7'
12, 1'
13' 6'
14' 0'
14' 0'
14' 0'
#1 / #2
5' 5'
9' 2'
9' 6'
10, 10,
11' 3'
Il' 8'
13' 5'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
5' 1'
9' 0'
9' 4'
10, 8'
11' 1'
1 12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
L1
U
l J r
Stud
5' 1'
9' 0'
9' 4'
10, 8'
11' 1'
12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
O
I l r
Standard
5' V
8' 0'
8' 6'
10, 8'
Il' 1'
12' 9'
13' 3'
14' 0'
14' 0'
14' 0'
14' 0'
x
#1
5' 8'
9' 3'
9' 8'
10' 11'
11' 4'
13, 0'
13' 6'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
5' 5'
9' 2'
9' 6'
10, 10,
11' 3'
12' 11'
13' 5'
14' 0'
14' 0'
14' 0'
14' 0'
#3
5' 3'
8' 5'
9' 0'
10, 9'
11' 2'
12' 10'
13' 4'
14' 0'
14' 0'
14' 0'
14' 0'
D P L
I Stud
5' 3'
8' 5'
9' 0'
10' 9'
11' 2'
12' 10'
13' 4'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
5' 1'
Bracing Group Species and Grades,
Group A,
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud 13 Standard
Dou las Fir -Larch Southern Pinexxx
#3 #3
Stud Stud
Standard E Standard
Group B,
Hem -Fir
#1 4 Btr
#1
Douglas Fir -Larch Southern Plnewxw
#1 I#1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board),
rwFor 1x4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these rndes.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 55 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outtookers
with 2' 0' overhang, or 12' plywood overhang.
About j'� Attach 'L' braces with 10d (0.128'x3.0' min> nails.
able Truss )K For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c, between zones,
Diagonal brace option, )K)KFor (2) 'L' braces, space nails at 3' o,c,
vertical length may be T In IS' end zones and 6' o.c, between zones.
doubled when diagonal 18, X 'L' bracing must be a minimum of 80% of web
brace Is used. Connect I L member length,
diagonal brace -for 450# - -'L'
at each end. Max web I Brace Gable Vertical, Plate Sizes
total length Is 14'. I )K)K Vertical Len th No Splice
2x4 DF-L #2 or T I Less than 4' 0' 1X4 or 2X3
better diagonal I -tI Greater than 4' 0' 3X4
Vertical length shown I brace: single 8, 1 {{TT88i filly /
In table above. or double cut
45' (as shown) at L 1':• to
upper end. °° '/' + Refer
splice,mon heel truss lntesgn for
a P P P
t ®�� % r Refer to the Building Designer for conditions
Connect diagonal at ram" y. �„
midpoint of vertical web. Refer to chart 11i oveAor Aax gabi. ve ti a lei th, not addressed by this detnll,
..IMPORTANT■. FURNISH THIS DRAWINGWARN1NG1- READ AND TOL13W ALL NOTES ON THIS ALL CONTRACTORS INCLUDING VUTIH- IV W
INSTALL
0 s REF ASCE7-10-GAB14015
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Rafe- n o
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) foa s�' tys DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporaryy bracing pe BLSI, a
Unless noted otherwise, top chord shot( have properly attached structural sheatWnp and bo cho tl = DRWG A14015ENC101014
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint f s 4.A ® fi .
,v shall have bracing Installed per BCSI sections H3, 87 or BIO, as applicable. Apply plates to ea t, Jx.J Z
ALPINE of truss and drawings
position as shown above and on the Joint Details, unless noted otherwise. oa y
Refer to drawlnps 160A-Z for standard plate positions,
Alpine, a ,,vision of ITV Bulding Components Group Inc. shall not be responsible for any deviatb r
this drawing, any falure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin C4 ®ap•ewaoa� f_^ol q�' MAX, TOT. LD, 60 PSF
AN ITW COMPANY Installation 6 bracing of trusses. 67 1�
A seal on this drawing or cover page Ilsting this drawing, Indicates acceptance of professional 110 /26/2020
514 Earth City Expressway nglneering responsibility solely for the design shown The suitablity and use of this drawing
Suite 242 for any structure Is t2. he responsibility of the Building Designer per ANSI/TPI 1 SecS►iLZ4i{3
Earth City, MO 63045 For more Information see this Job's general notes page and these web ww.sites, MAX, SPACING 24,6w
ALPINE, wnlpineltworm TPI,-w.tpinst.orgi SBCA, w-sbcindustry.orgi ICG wwwJccsafe.org
.3
Reinforcing
Member
Gable
Truss
Gable Detail
Fnr I Pt -in VPrtirnlc:;
S
3proprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overtop, use a
to that covers the total area of
apped plates to span the web.
2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common <0,148'x 3,',min) Nails at 4' o.c, plus
(4) nails in the top and bottom chords,
Toenalled Nallsr
'Od Common (0,148'x3',min) Toenails at 4' o.c, plus
(4) toenalis In the top and bottom chords.
This detall to be used with the appropriate Alpine gable detall for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051D14, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENCIOD118, A16030ENC100118,
A18030ENC100118, A20030ENC300118, A20030END10D118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015EN0100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 l f1a.
S11530ENC100118, S12030ENC100118, S14030ENC 30 1D01� 11
S18030ENC100118, S2003DENC100118, S20030E - DI a° QP D;0
See appropriate Alpine gable detall for maxlr_grt2'e�;,®q�
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - 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
ARNING.- READ AND ..IMPORTANT.. FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSL ® LLOW ALL NOTES ON THIS DRAWINGIW' '� REF LET -IN VERT
Trusses require extreme core In fabricating, hmndling, sipping, Installing a nd bracing. Ref., nj ; DATE 01�02�2018
follow the latest edition of SCSI (BuRdin Component SafetyInformation, b TPI and SBCA) fo s
practices prior to performing these functions. Installers shall provide temporary brocing pe SCSI, e
unless noted otherwise, top chord shall have properly attached structural sheet.. and ba 'm chat /k� !Z DRWG GB LLETIN0118
shop hove a properly attached rigid ceiling. Locations shorn for permanent latarnl restrolnt f s !'i t.3 ° [}�.
,a shall have bracing Installed per BCSI sections 83, H7 or BID, as oppllcable. Apply plates to eo sd,^hL�
ALPINE of truss and drawings
6C as shown above and on the Joint Details, unless noted otherwise.
Refer to drorinps 160A-Z for standard plate positions. ? i +
Alpine, a division of ITV Building Components Group Inc. shall of be responsible for any devlatb r a°w • wa®
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hantlting, shipping '®amrrwm°w+ S~ MAX, TOT, LD, 60 PSF
AN ITWCOMPANY Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indcates acceptance of professionn1 7
514 Earth City Expressway engineering responstblty solely for the design shown. The suitability and use of this drawing � fj tn"� /26/2020 DUR, FAC, ANY
Suite 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SoCZ I
Earth City, MO 63045 For more Information see this Job's general notes page and these web sitesi MAX, SPACING 24,0'
ALPINE rwr.olpineltr.conl TPI- www.tptnst.orgr SBCA- www.sbclndustryargl 1CC, vwvJccsofeorg
0
I VALLEY FRAMING & BRACING DETAIL
R
BC
Lumber Size and Grade Minumum Req
GENERAL NOTES
uirements
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: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, 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 4'-0" for 30 psf (TL)'and 20 psf (TD) Max.
:e the Grippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
TYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
('•) 816d face -nails
Rafter to sleeper or blocking
S 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two Zx6 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
Cripple to purlin
316d toe -nails
1t..., KC4u,KCu it JLm-mo AK= uJC ) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE:l6d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10%0" Iong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'"r' or scab reinforcement nailed to flat edge
of cripple with 10d i0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripples 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 n accordance to current NDSoth rwise. me
Nails are common wire nails unless noted otherwise.
Sit° t
(A) (B) �` )
*WN*aHGW. REAB NOFU- W N.L HMS a THIS BRAVBi7 E � •
—DVMTMTo nOM THIS WAV= To ALL MMUCTORS DICUM r: n+E MST&MM 3 * • * C LL 20 30 40 54 REF VALLEY FRAMING
Trusses require ext—. care Y, fabrlcatkno, har,dkZ Wpphp, Instat0rp and bracing, Refer m
• C DL 10 20
ety • 7 7 DATE 10/O1/14
follor the latest edition of BCSI CButldFp Caponont Safety Warnatlon, by TPI and SBCA) for C$f
pr=es prior to perfornft these functlons. Installers Shaltl ro°
vlde ten orer bracln E,P, M t
UN— noted otherslse, tap chord shall have properly attached ctrucdrold,eaWng and bottor9ac a STATE O7
shall have a properly attached rqW cerNO. Locations shom for rone pernt lateral restraint of m o • BC DL 0 0 0 0 DRWG VACNV1801015
shop have bracFq Installed per BCSI sectims B3, 87 r B10, as a koble. • • e
rr1rTTTTrlr� Apply plates !o each Face - •
a �� 11I � of truss and Position as chom above and on the Jdnt Dctnlls, ess rated otherskse. "o • /� O Q► �/
Illl \VVI11�� Refer to drarkys 16CA-2 for standard plate posWans. eio� ,p •90 _� VD.-,0
f il` BC LL 0 0 0 0
Alpine a dtNsfcn of ITV BJldlno Conponents Group B,c. sha0 not be responsible fr oorryy devlatbn f •••A•...... TOT. LD.30 50 47 61
AN iTWC OMPANY this drawing, any falk r to build the truss In confornance with ANSI/TPI 1, or fr horvAtnq, shlpplr,p; o /���� G \\�\�\
hnstallatio, & brad g of trusses.
A seal on this draving r cover poye UsWQ this droving. Indmtes acceptance of professlonol -7j/y� \
fr any hi soletyr'Y of sham Thr suttatlUty ord use of this dro.b,p "'nf fifth\\
13389 Lakefront Drive A.
�� I)es7prrr per ANSI/TPI 1 scL DUR. FAC. 1.25/1.15
Earth City. MO 63046 Far' ^ore Nfom°don see this Job's omeral notes pace and these reb sites,
r S 2 C:� SPACING SEE ABOVE
N.PDO to-lte.coni TPAse t.tpYistoroi SBCM ..rsbdus rdtrycrpl IM—1="fe.oro