Report (100) s �- aa��
GAARAGE DOOR HEADER �r S---
BeamChek v2.4 licensed to:BOB STEELE Reg# 109-990 �R
Date: 3/01/18 " 8 2018
Selection ( 3.118x 12 GLB 24F-V4 DFIDF Lu=0.0 Ft CITY O . "`' R
D
Conditions
Min Bearing Area R1= 1.7 in2 R2= 1.7 in2 DL Defl 0.03 in Suggested rY�b�i�CO. 'in �t `
•
Data Beam Span 12.0 ft Reaction 1 LL 750# Reaction 2 LL 750#
Beam Wt per ft 9.11 # Reaction 1 TL 1105# Reaction 2 TL 1105#
Bm Wt Included 109# Maximum V 1105#
Max Moment 3314'# Max V(Reduced) 921 #
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl
Actual 75.00 37.50 0.11 0.07
Critical 16.57 7.27 0.60 0.40
Status OK OK OK OK
Ratio 22% 19% 18% 18%
Fb (psi) Fv(psi) E(psi x mil) Fc_l_(psi)
Values Base Values 2400 190 1.8 650
Base Adjusted 2400 190 1.8 650
- Adjustments Cv Volume 1.000 t
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress 1.00
Cm Wet Use 1.00 1.00 1.00 1.00
CI Stability 1.0000 Rb=0.00 Le= 0.00 Ft Kbe=0.0
Loads Uniform LL: 125 Uniform TL: 175 =A
I Uniform Load A
R1 = 1105 R2= 1105
SPAN= 12 FT
Uniform and partial uniform loads are lbs per lineal ft.
t
NMI I=
mu,
MiTek6
MiTek USA, Inc.
250 Klug Circle
7 ? Corona,CA 92880
w 4_: 951-245-9525
Re: 20592- JD HILL- BITHER RES
ROOF DESIGN INFO ' ,(618
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision
based on the parameters provided by Pacific Lumber&Truss Co..
Pages or sheets covered by this seal: K4275712 thru K4275717
My license renewal date for the state of Oregon is December 31,2019.
9,0 PR Opt
7tNE4\
89200PE f
o
2- 4,OREGON\� AlV.
O 14, 20 p4
.
1.1k _ 0
February 19,2018
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSUTPI-1, Chapter 2.
•
LUMBER SPECIFICATIONSThis da_sian prepared from cotnpu-et input by
Pacific Lumber and Truss-BC •
TI=: "t r.9 CF TR 16-00-0Q DUTCH SETBACK 9-00-00 FROM END WALL
E(-: 21.4 DF #19ETR
LOAD DURATION INCREASE _
WEES; 2x9 CF STAND = 1.10 (Non-Rep)
DEC 2015 MAX MEMBER FORCES 4'r]R/GDF/�_
1- 2=( 0) 71 2 6'=(-117) 2360 -`161.00
TC LATERAL SUPPORT <-
LOADING
�y 1,1-�Gsr�l 1115 0-
�-1_120} e3'7 '_( 0) 185
EC LATERAL SUPPORT �= 1` Ot.. (IDN. LL = 2.5 ODE _: and Snow (Po)
lc"OC. ('ON, TL' UNIF LL( 50.0)+DL '- 9.,-15,1, -(-1.2,) z.; ` "'s" ' '
TC UNIF LL S ( 19.0) 19.0 PLF G'- 0.0" TO 12'- 9- 5=( 1591) 110 1J o=( 117 2366 9- 5=( 0) 112
( 0.0)+DL( 19.01 64,0 PLF 9'- 0,0" �/ 5=i.-1060! 112
Ol'ERHP.NGR: 24.0" 24.0•' El' UNIF LL( 0.0?+DL! 30.p)= 0.0" TO 12'- O.0" L 5- 6=(-2597) 145 `
30..0 PLF 0'- 0.0" TO 1;'- 0.0" 7=( vj 72 c-'-1v=( 0) 195
TC COLIC LL( 100,0)+DL( 28.0)= 128.0 LOS @ 4'- 0,0" L
TO COLIC LL( 100.0)+DL( 28.0)= 120.0 LES @ 12'- 0.0" L REARIN,
MAX VERT MAX HORZ ERG REQUIRED ERG AREA
LOCATIONS REACTIONS
LIMITED STORAGE .-AES NOT APPLY DUE TO THE SPATIAL 0' 0.0•• -190/ 13641' REACTIONS SIZE SQ,IN. (SPECIES)
REQUIREMENTS OF INC 2015 AND 1RC 2015 NOT BEING l0�- G•0" -19 G! 1:69V 0� SBH '_0" 2.10. DF ( 625)
" MET. 5.50" 2..19 DF ( 625)
BOTTOM CHORD CHECKED. FOR lOPSF LIVE LOAD, TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
COND. 2: Design checked for net
(-5 c psf) uplift at 24 .oc spacing:
VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100
MAX LL DEFL = 0.040" @ -2•_ 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.287"
MAX LL DEFL = -P.077" L 9'- 0.0" Allowed = 0.754"
•
MAX TL CREEP DEFL = -2.171" L^ 9'- 0.0" Allowed = 1.006"
MAX LL DEFL = 0.040" @ 19'- 0,0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" @ 19'- 0.0" Allowed = 0.267"
MAX HORIZ• LL DEFL - 0.020" @ 15'-
MAX HORIZ. TL DEFL 6.5"
0.046" l° 1.5 - 6.5"
1"---_ 9-00 9-00 Design conforms to main windfotce-resisting
4-00system and components and claddingCriteria.
12 1�5lk -.'I`_ 9_00
4;00 p 12 l[ 1Rq -� Wind`. 190 mph, h=20.Bft, Tl'DL=4.2,ECDL=E.O, ASCE 7-1G
ll ,
6.00 12 (AHeights}, Enclosed, Cat.2, Exp.E, 11WFRS(Dir),
14-9 r.6 r0O V 9.OG load duration factor-1.6,
Truss designed for wind loads
in the plane of the truss only.
4.0"
tai
M-5x00 3.1
s �M-5r6
* I
\ p
o / RA
2 6 L N
t::::::::
/ x
3
M-3x6 M-1.5x3 10 =�6 o
M-3x8 M-1.5x3 \ 7 o
M-3x6 0
1,
3-10-04 y y
4 ( 4-01-12 4-01-12 3-10-04 y
2-00
10-00 y 2-00 y \��ED PROF�s
1:47cOGININ s/�2
JOB NAME: 20592 JD HILL BITHER GARAGE Al �-,••8920006 9r
WARNINGS:
E'czle: 0.3368 -
40
.33u9 +
Truss: Al 1.Builder dnd eerection cnbactor should be addsed slag General Notes OSNERA1.R07E8, unless ome sass noted:
and Washings before oon°bueuon commences, 1.This design a basad Any uponyIhrt of design
pee shown and a fore fidvwaat t511.0.,.....--; /�.
2,2s4 compreceion web bracing must he Installed wfiere shown+, ncorporationilding component.
of comp neat h the Peeponsibel y oft en and proper �L ,�OREGON as�s� !y
3.Adtleionel temporary bracing to Incurs alabRIp dbnnp construction
2.Design assumes the top and bottom horde to be latehe rally bbraced ernes. iss t
LATE: c/ib/2010. tithe rasponsibifdy of Na erector.AddpoNlpelteennt bracing of ' 2'o.a.and at1170.,rsapecevep mks.braced throughoutlhee kngth by 'O q'I 14 AO‘ +1.(4`\
DATE : /16/20 the overall structure is the responsibility of the begAng designer. eontkueus sheathing.ueh as ply y d sheathing/7C)and/or tl 1 (�
12 4.No lead should be applied to any component until alter all hawing cod 3.2a Impact bridgi g or lateral bract"qq required where shover o o r. V�
fisteners are compkk antlatnotone ahould> 4.Installation me, tithe yepone use°f the respective contractor.
��� �`
TRANS I D: LINK demon(dads be applied k any component. ^y bads greater than 5.Design assumes hoses are u be used n a noo-cortg.Ne emkonment, Y
5.Gumpullms has no control over and assumes no responsibility and are for•tlry con6tlon'of use.
fabrication,handing,shipment and instahtlon of components.
y fir the B.Design assume.full bearing at al supporta shown.Shim or wedge If
necessary.
EXPIRES:_)$_)$-3___„ 1__,2Qjg�
B.This deeipn i°furnished subject b the toAtorne set Auk by 7.Design assumes adequate drainage a provided.
TPUWT3A In 6D51,copies oivfilch will be furnished upon request, B.Plates shat be bated on both faces of Was,and placed so their center
M Tek USA,Inc./CompuTrus Software 7.6.6(11.}E �"°`ledloa.v sizeh joint
plate In lsheFebruary 19,2018
9.Diger Indicate size of In laches. •
10.For basic connector plate design values see E517-1311,ESR•1088(Wok)
LUMBER SPECIFICATIONS
This design prepared from.'conyuterinput by'
'I#16ETIONS Pacific Lumber and Truss-Er
TO: 4 IF #1&ETF 16-00-00 DUTCH 5ETEACIC 4-00-00 FROM END WALL
EI': 2.r DF 59 LOAD DURATION INCREASE-
WEBS: '2x4 DF STAND - 1.15 (Nun-Rep) INC 2015 h1AY. MEMBER FORCES 4YlR/GDF/!
1- 2 ( 0) 72 2- '9 1.00
6=(-029) 2403 9- -( -24) 132
TC LATERAL SUPPORT < LOADING 2. ]-I1CG1, IES 1,-
= 12"C(.. UON. LL - 25 P F AD and Snow (Pa) 3- s (-1845) 113 I-129r 260s
TC LATERAL SUPPORT <. 12"OC. 1'ON. TC UNIT LL( Si).0)+DL( 14.0)= 10=112`+l 2405 5- s ( 0) 102
TO UNIF LL) 50.0)+D 94.0 PLF 4'- 0.0" TO 12.- 0.0" L 4` 7=(-1_9_) 113 10- a""=(_lir+) 2473
L( 19.UJ= 59.0 PLF 9'- 5- 5=(-2593) 145 9- --( 1033) 112
OVERHANGS: 24.0" 29.0., EC UNIP LL( 0.0)+DL( 30.0). 30.0 PLF 0.- 0.0" TO 12'- 0.0" L 5-10=( -24) 132
0.0" TO li'- O,p" ,/ o` 7=( U) 72
TC CONI; LL( 100,0)+GL( 28.(1)= 128.0 LES'L^ 9'- 0.0" L
TC CONC LL( 100.0)+UL! 29.0)- 129.0 LES 9 14'- 0.0" L BEARING MAX VERT
LOCATIONS X HORZ ERG REQUIRED ERG AREA
LIMITED STORAGE 'DOES NOT APPLY DUE TO THE SPATIAL REACTIONS REACTIONS SIZE
50
0'- 0.3" -133/ 1344V -58/ 58H 5._,., 2.19 (SPECIES)
REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. lo'- 6.5" -139/ 1369V 0/ OH 5,c0 2.18 OF ( 525)
0" 2.18 OF ! 628!
BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2
Design checked for net(- psf) uplift at 24 floc spacing.
"VERTICAL DEFLECTION LIMITS: LL=L/240, TL--L/180
MAX LL DEFL = 0.040" 6 -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.040" 9 -2'- 0.0" Allowed = 0.207"
MAX LL DEFL = -0.007" @ 8'- 0.0" Allowed = 0.754"
MAX TL CREEP DEFL = -0.147" 6 8'- 0.0" Allowed = 1.006"
MAX LL DEFL = 0.040" 9 18'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.048" 9 18'- 0.0" Allowed = 0.207"
0IAX HORIZ. LL DEFL = 0.017" 9 15.-
MAX HORIZ. TL DEFL = 9.5"
0.029" 9 15'.- 9.5"
•
q-pp Design conforms to main windforce-resisting
4-00 4_Q0 4-00 system and components and cladding criteria.
•
4-i10 4-00 Wind: 190 mph, h=20.8ft, TCUL=4.2,ECDL=E,O, ASCE 7-10,
4-00 6-00 (All Heights), Enclosed, Cat.2, Exp.B, NIWFRS(Dir),
12 122# load duration factor--1.8,--'
4.00 l==='" 1L 12 128# 'r Truss designed for wind loads
..00 /I-' M-4x6 Q 5.00 12 in the plane of the truss only.
4 4.00
4.0"
M_3y@ ,�� (,�_3Y6 Truss designed for 402 outlookers. 2x4 let-ins
M-2.5x4 TYPICAL AT NON- of the same size and grade as structural top
chord. Insure tight fit at each
STRUCTURAL HORIZONTAL INLETS. M-1.5,4 M-1.5x9 Dutlao Y.ecs must be out with cox eeandoa rest-in.
M 3xb \ permissible at inlet board
lt' I4-3x8 areas only •
.
_ M-556
t0 410 p
I
I - _
E
1/ /
M-3x8 P1-1..5x3 10 MM-358 M-1.563 P7-:3x8 o 0l
,L__________ I
3-1' 04 l
L I 4-01-12 -� 4-01-12 3-10-04 y
L QED F
2-00 16-OG 2-00 i' -,�^ Ole` >"
L,c` �t,7711��NE U V�
JOB NAME: 20592 JD HILL BITHER GARAGE - AH1 =9200PE 'P'<'
WARNINGS: Scale: 0.3118
/
Truss: AHl
WARNINGS:
and emctln cntracrorehnldbe advised of al General Notes GENERAL NOTES, unless*thanis*noted:
and Warhkpa before conetructln commences 1.Thle design k based ony upon drgpammeron shown and is kr en Bdivitldsi
2.hot compression web bracing mutt be Installed commences.
where shown 5. Ibnuilding component Applicability ot design parameters and proper 74. 49 OREGON,,,,!),
tj
3.Adtlltknal leorporaten of component Is the rbsponsibibv othe budding designer.
temporary brewing to insure onal p rinandivinenraging n 2.Design assumes the top end boom chortle to be laterally braced at14�O �� �O ���
DATE: 2/16/2QjP tithe toeponslbdiy of the erector.Adddlenalpermanentbracingot
continuous
r,c,respecbply unless braced throw
me osmel&seWre Ia the responsibility*ftha budding designer. ae knout
eua sheatg or such as WW6°e fired e(eC goon Weir length by
SEQ: K4275713 4.No load should be epppedro3.2a inn tbrld I°odor dryual(BC>•
any component until alter all bracing and pas bridging is Weralpons yofWe whamshown contractor.•+ p {
fasteners am complete and at no One should any Bads greater Wan 5.Design assumes alabon of trusses aro to beusedh a non�•con sivmk nmeM, RIO'
I Ir�
TRANS ID: LINK design Bads be tippled t*any component. and are for Wy condition•of use.
5.CompnTrus has no control over and assumes ndmepnsbRly for Me O.Design assumes fun bearingat Nsu
fabrication,handing,shipment and instegtion of components.
necessary.
supports shown.Shim or vxdeaR �/
B.This design la fumlehed subject to the bnibtlons set BM by 7.Design assumeso dad on both
drainage 1,provided. C/�I�I R ES. 1 Z��1-
TpIMlTCAInSCSI,copies of which MI be banished upon request. S•Wes sincde vAth h hint center faces of truss,and placed so mob center
February 19r20'18
•
MfTek USA,IncJCompUTfua Software 7.6.8(1L}E 9.Digits Indicate sAitt hint
}pole In Bchds.
10.For basic connector plate design sabres see ESR-1911,ESR-tge6(NITek)
This design prepared from compo-er input by
Pacific Lu
TC: SPECIFICATIONS
TRUSS SPAN 4'-
0. Lumberet and Truss-EC
T(=: 2r.4 DF #1&ETR
PC: 21:4 DE.#1&ETR ., -
LOAD DURATION INCREASE - 1.15 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1,00
TO LATERAL SUPPORT<= 12"0C. CON,
EC LATERAL SUPPORT <= 12"00. UON. LOADING SPACED 24.0" O.C. 1-2.=( Ui 72 2-4_(U) 0
M=I- Of .37
LL( 25.0)+DL( 7.0) CN TOP CHORD
OVERHANGS: <9.0" 0.0" DI ON BOTTOM CHORD = 0.0 PSF EEARINIi
1C , PSP. LOCATIONS MAX VERT MAX HORZ ERG REQUIRED ERG AREA
TOTAL LOAD.= 42.0 PSF REACTIONS 330 REACTIONS SIZE
0,- 0.3" -145/ 5320 0/ 46H SQ•IN. (SPECIES)( 62,5
LL = 25 PSF Ground Snow (Pg) 1'- 10,9" -96/ S,L, 5,`U" 0.25 DF 1525)
0/ OH 1.50" 0.00 DE i 625;
4'- 0,3" -3/ 320
LIMITED STORARE DOES NOT APPLY DUE TO THE SPATIAL 0/ OH 5.50" 0'05 DE ( 625)
REQUIREMENTS CF IBC 2015 AND IRO 201.5 NOT BEING MET.
(PROVIDE FULL BEP.RLdG;Jts:2,3,4 I
BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CON .
(-OND. 2: Design checked for net(-5 psf) uplift at 24 '
,URRENTLY. n.. spacing.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed
1-11-11 MAX TL CREEP DEFL = -0.046" f -2'- 0.0" Allowed = 0.207"
IMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078"
MAX TC PANEL LL DEFL = 0,005" @ 1'- 0.0" Allowed = 0,072"
12
4.00 I7
MAX BC PANEL TL DEFL = 0,012" @ 1'- 9,2" Allowed = 0,102"
MAX RC PANEL TL DEFL = -0.008" @ 1'- 12.0" Allowed - 0.102"
FLAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9"
MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=19,5ft, TCDL=4.2,BCUL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat,l, Emp.B, MWFRS(Dir),
load duration factor-1.6,
/J Truss designed for wind loads
in the plane of the truss only.
m
/ i
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o ,
I /
o
t/ 9
iirateh
r(-3x9
J, y
2-00 y
4-00
���Ep PROp
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JOB NAME: 20592 JD HILL BITHER GARAGE - AJ1 -:''89200PE 1!:
WARNINGS: Scale: 0.7156 - P. '' • /
Truss: AJ1Cr
Builder and unction contractorshouW be advised of al General Noire GENERAL NOTES, unless othe tihae noted:
/� •
and Wadregs before eenawcon commences. 1.TEa design is basad only upon bre aerometers ehasui and Is for an kdwldod110
2.the compression web bracing must be lauded when shown a.
incorporation component.Applcab9ry if design parameters and proper '94. "�OREGON
3.Additional k rporation of component Is the responsibility o1 the budding designer. •
temporary bracing to insure stability dosing construction 2,Deogn assumedly top and bottom chords to be lahn!/braced at L a�
DATE; x/16/2018 is the respone(bllRy of the sector.Additional permanent bracing of 2'rte.andat10'o.c,riamb as
unless braced throughout their knph by /O F ' y�,s 2��µ
the overall structure is the responsibility oftho building designer,
continuous eoua ridging oil such lateral b plywhodacing re the d ,,eC)andlor drywal(BC).
SEQ. : K4275714 4.Noload should beapplied toany componentuntil der all bracinand 4.4'2xhnDaeneth sIor sthreapanab� Rwinewneratheconbe p
fasteners em compete end at no ttne°haoS any loads grater than 5.Design assumes bussese
are to be rred h aty °non-tort sive environment,
��1 7 I��
TRANS ID: LINK design leadvbupptiedkan
y component. and are for'dry condition'of use.
5.Comput us has no control over and assumes rad reasons/1118y kr the 6.Design assumes Ml b°adng at all aupportc shown.bher orwetlpe if EX i h
tebdcetion,hanrEng,shipment end lnstehbon of components. beaten see EXPIRES. +�����LO��
6.This design is furnished subject to the Ymttaleon set forth by 7.Design assumes adequate drainage Is provided.
TPWWCA in SCSI,copies of dish will be baMehed upon request 8.Platesshadbe adonbothfaces of truss,and placed so their serer February 19,2018
MuTak USA,Inc.lCompuTrus Software 7.6.8(11}End
Inn coincide a e joint ane ism etre
IL Digits indicate size of plate In Inches.
10.For bask connector plate design values see ORA 311,ESR-1988(Wirth/
•
•
This design prepared from compo-er input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS
0
TRUSS SPAN 9'_ 0.0"
TO: 2r.4 DF #1&ETF
BO: 2.4 DF #15ETR
LOAD DURATION INCREASE = 1.1L ISO 2015 MAX. MpgEEk FORCES
1-2=( Oj 72 2-9=(9WR/GCF/L4=1.00
SPACED 24,0" 0.E.
TO LATERAL SUPPORT <= 12"00. DON. 01
BC LATERAL SUPPORT <= 12.0(). DON. LOADING 2-�=I-soy 22
LL( 25,01+DL( 7.00) ON TOP CHORD = 32.0 PSF
OVERHANGS: 24.0" 0,0•• DL ON BOTTOM CHORD = FEARING
10.0 PSF MAX VERT AX HORZ ERG REQUIRED ERG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS 120 REACTIONS
0'_ O.J.• SIZE SQ.IN, (SPECIESi
LL = g•- 0.2" -127/ 5120 0/ 65H 5,50•' 0.22 DF ( 625)
25 PSF Ground Snow (prj} -5/ 470
4'- O.J" -43/ 1030 0/ OH 1.50" 0.17 DF ( 525)
LIMITED STORAGE DOES NOT 0/ OH 1.50" 0.18 DF ( 625)
REQUIREMENTS OF IBC 2015 APPLY DUE 15 THE SPATIAL
IRC 2015 NOT BEING MET.
BOTTOMCHORD CHECKED FOR 1 'PROVIDE FULL BEARI_G;Jts:2,4,3
AND BOTTOM CHORD LIVE LOADS PACTLNON-CONCURRENTLY.P 'COND. 2: Design checked for net( p
12
` psf) uplift at 29 "c^ spacing
9,00 C=.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 3.040" L -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.046" C -2'- 5.5" Allowed = 0.257"
MAX T7 PANEL LL DEFL = 0.015" 5 2'- 5.4" Allowed = 0.215"
MAX TC PANEL TL DEFL = 0.015" 5 2'-
5.9" Allowed = 0.322^
MAX BORIS. LL DEFL = -0.000" - 11,2•'
MAX HORIZ. TL DEFL = -0.000" 5 3'- 11.2"
Design conforms to main orindforce-resisting
s y
system and components and cladding criteria.
Find: 140 mph, h=19,Hft, TCL'L=4.2,ECDL=E,0, ASCE 7-10,
1 (All Heights), Enclosed, Cat.2, Erp,E, MWFRS(Dir),
load duration factor=1,5,
u> Truss designed for wind loads
in the plane of the truss only.
I
/ r
O
N z-
I
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M411 -I
--------------'-------2 /
O ��
� 9'
•
f_._.------------------T___---------------
/ M-1X4
J'
2-20 i'4_.10
�c�EO PRopS.
�� •
04G1NFF�Q cSj�2
JOB NAME: 20592 JD HILL BITHEI GARAGE - AJ2 ¢ :9200PE T'<'
WARNINGS:
Scale: 0.76$6 + /
Truss: AJ2 1. NING and erection cenbatbr should be advised OW Oanerel Notes GENERAL NOTES, unless otherwise noted:
and Wa/n or beton eonebuctlon commences. 1.This design k basad only open mos parameters shown and is for an mdwWUY O
2.zsdcompreegonwebbracingbutidnpcomponent.App/c bly of deep parametenantlproper �� 4f'_,�/t/,�DL
moat be Metalled where shown+,
incorporation of component b me responsibly afore beading designer.
OREGON
3.Additional temporary bracing to insure stablty Wang tensbusbon 2.Design assumes the top and bottom chords b be lateral,/braced M �A
DATE: 2/16/2 019 Ia me responsibly ofthe erector.AddNonal permanent bracing of Z'az.and at tp'ex.cool,a vey oo,od unless o breed mrou -7 O
me oven/enucture le me responsibly of me btllang designer. 2z impact sheatglop such tb ecinp re uired w (TC bout meblenp h by
•
here shower v.v
SEQ. : K4275715 4.Na bad shauN be applkd to any componentuntgaperad bncin and 3•�anpac bfb rap orktenlbnclr�Dg g landlord ywaygc), ^tea
g 4.Dedga11 ofthanaside reeponety of usedinn a respond contractor, ���� { v
TRANS I D LINK favtanen are complete and at no tone should any bads greater than 5.Design assumes t ucsee e a m he b a nonsonadve emMnment, 11 L
design(dads be applied to any component, and are kr'dry eondtlon'of at sR su itsµown.Shim ar ver R
B.Desi assumes fug beano ppo wedge
fabrication,handling,shipment end installation of components.
necessary.
EXPIRES:
ry
B.ThedesIgnistomishedsubjecttomeWnifatlonasetbNiby 7.Design snumesadequtedranageisprovided. a✓arIRES. 12-31-2019
TPWv/CA In BCBL copies of which WI be furnished upon request B.WPlelesµa/babeaoin center faces of truss,andplecetlaa Met center February 19,2018
MRek USA,IncJCompuTrus Software 7.6.6(1L}E B.Digs.indicate size oincide with of plate In Inches.
ID.Far basic connector plate design values see ESR-1311,ESR-111S6(MITek)
LU19E3F SPECIFICATIONS Thi de,.1gn prepared from computer input'by
P.acif is Lumber and Truss-13r
CHORDS:
HIP CORNER RAFTER
LOAD DURATION INCREASE= 1.15
TL =Y4'2 pp #1&RTR
LOADING
TOF CHORD LL + DL = 32,0 pSF
12
2.83
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M-3x6
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M-3x6 1.
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JOB NAME: 20592 JD HILL BITHER GARAGE - AR1 9200PE r
•
WARNINGS: Scale: 0.9769 _ /
Truss: AR1 1.Sattler and erection contractor should be edu ced one General Notes GENERAL NOTES, unless oho wise noted:
7�
and e,a Warnings before construction commences. 1.Thi.design is based only upon me permissive shown and is for an individual
2.becom compression must he Metalled s. imertm sompofcemPoppcab -9L „�OREGON !V�
p g ling component
one ley of design parameters and proper
3.Addlibnal temporary bracing to insure stab during 2 Design mpappnent is me neponslWpyof 1e bugtlnp deApner.
stability g construetlon gn assumes tlx t and bottom chords to be laterally braced at A
DATE: 2/19/2 018 Is Me responsibility entre erector.Additional permanent bracing of 2'es,and at 79•ob.respectively as ey unless braced iTD) �O �'/ .....c)71,
the oven)shueture to me responsibility of me budding des 2'ob.and
sheathing such as elr union
aheace TC Shout their length by
SEQ. . K4275716 4.No loadTaaMbea a beer. 3.2a alolon a gt >anae90 to.t9c). a 42:111*.
pplied fa any component until alter al bracing and Wb is theralandngnquiree where snore.r 44, Rp t `
fasteners are complete and at no time should any loads greater than 5.Design assumes of estrusses are to be u�d in tyof the
erwionment. •,1 7 L�y
TRANS ID: LINK design bads he apptind too
any component.
and for'thy condition'of use.
5.CompuTme has no control over end assumes no responsarllty forme S.Design sumer full hearing t al supports
fabrication,handing,shipment and installation of component,, g° ap ro shown.Shim wwedge H
�a" EXPIRES: 12-31- 019
S.This design Is furnished subject to the timibtlans set forth by 7.Design assumes adequate drainage is provided,
8.Plates
TPW/TCA in SCSI,copies of Mich will be Nmkhed upon request. tinestscoicoincide bids
on t ter Paces of truss,and placed so the}amber February 19,2918
M Irak USA,Inc./CompuTrue Software 6.2.3(1L}Zdde bidsJooed plate hr inches.
8.Digits indicate size off
10.For basic connector plate deified values see ES13-1311,E511-1989(MiTek)
•
LUMBER 5'PECI FICP,TIONS - This design prepared from cornpu_er input by
T=: 2r9 DF R1&ETR C Pacific Lumbern d Tn15s-P
EC• . 2r.9 DF TRUSS SPAN "t'- 0.0"
R1&ETF. LOAD DURATION.INCREASE,
N
.,0" 0 1.1`_ IBC 2015 MAXME2_ER FORCES
1-2=( 0) 72 2-9=4Wk/ODP/Cq=1.OJ •
IC LATERAL
SPACED 29-,0" O,C.
SUPPORT <= 12"CC• DON. .01 0
EC LATERAL SUPPORT <= 12"OC. UON,
LOADING 2-3-r_g+, as
OVERHANGS:
LL( 25.0)+PL(, ''.fi) ON TOP CHORD = 2.0 PSF
X4.0 O,p• DL ON BOTTOM CHORD = FEARING
10.0 PSF MAX VERT MAX THDRZ ION
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS ERG REQUIRED ERI;AREA
0'- 0 l„ REACTIONS SIZE SO.IN, (SPECIES)
-174/ 577V 0/ 9611 S.50"
LL = 25 PSF Sround Snrur (Pg)
l.- 9.2" -118/ 575 0/ OHDF ( 625?
1'- 11.1" -:;5/ 42V5.50" DF i 525)
0.09 0/ OH 1.50" 0.07 DF ( 625)LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IEC 2015 AND IRC 2015 NOT BEING MET.
BOTTOMCHORRU CHECXEC• FOR lOFSF LIVE PfiOVIDE FULL BEA.RINGCJts:2 9 i
CONCURRENTLY. D. 2= Design checked for net
IM •sf) uplift at 29 "os spacing.
AND BOTTOM CHORD LICE LOADS ACT NON-
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1130
MAX LL DEFL = 0.040" 8 -2'- 0.0" Allowed = 0.200"
1-11-11 MAX TL CREEP DEFL = -0.046" 1 -2'- 0.0" Allowed = 0.207"
f---
MAX TC PANEL LL DEFL = 0.002" 8 1'- 0.8" Allowed = 0.072"
--I' MAX TO PANEL TL DEFL = 0.004" L 1'- O.B" Allowed = 0.109"
12
9.Op D MAX HORIZ. LL DEFL = -0.000" la 1'- 10.9"
MAX HORIZ. TL DEFL = -0.000" 6 1'- 10.9"
Design conforms to rain •+lindf vice-resisting
system and components and cladding criteria.
Wind: 141 mph, 5=19.1 f t, TCDL=4.2,ECPL=E.O, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp,E, MP:FRS(Di r),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
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Symbols
PLATE LOCATION AND ORIENTATION Numbering System GeneralSafety Notes
1314" Center plateindn joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Cu) C2u
MOE offsets are indicated. Prep6r�v
Dimensions are in ft-in-sixteenths. (Drawings of to scale) Damage or Personal injury F'
h$ /4 andlfuly llly lates embed teeth.ides of truss 1
2 3 1. Additional stability bracing for truss system,e.g.
TOP CHORDS diagonal or X-bracing,is always required. See BCSI.
0-1116'
2. Truss bracing must be designed by an engineer.For
311111--wilt ce
_ IL8Si4
wide truss spacing,individual lateral braces themselves
may require bracing,or alternative Tor I
11111,1* w bracing should be considered.
61IU 3. Never exceed the design loading shown and never
D
O 1111311011A1
a_°1
O
PI stack materials on inadequately braced trusses.
For 4 x 2 orientation,locate ~
ra O 4. Provide copies of this truss design to the building
plates 0- 'Hs from outside BOTTOM CHORDS designer,erection supervisor,property owner and
edge of truss. all other interested parties.
8 7 6 5
5. Cut members to bear tightly against each other.
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each
��. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/ WI 1.
connector plates. THE LEFT. joint and embed fully.Knots and wane at joint
*Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from
software or upon CHORDSSILETTERS. the environment in accord with ANSI/TP,I1.
p request.
8. Unless otherwise noted,moisture content of lumber
shall not exceed 19%at time of fabrication.
PLATE SIZE PRODUCT CODE APPROVALS
ICC-ES Reports:
The first dimension is the plate 9. Unless expressly noted,this design is not applicable for
use with fire retardant,preservative treated,or green lumber.
4 x 4 width measured perpedimension
isr ESR-1311,ESR-1352,ESR1988 10.camberisa non-structural consideration and is the
to slots.Second dimension ER-3907,ESR-2362,ESR-1397,ESR-3282 responsibility of truss fabricator.General practice is to
the length parallel to slots. camber for dead load deflection.
LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions
indicated are minimum plating requirements.
12.Lumber used shall be of the species and size,and
Southern Pine lumber designations are as follows:
;ice Indicated by symbol shown and/or SYP represents values as published in all respects,equal to or better than that
by text racing section of the by AWC in the 2005/2012 NDS
in the bspecified.
output Use T rora I bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at
if indicated. with effective date of June 1,2013 spacing indicated on design.
BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing,
or less,if no ceiling is installed,unless otherwise noted.
Indicates location where bearings 15.Connections not shown are the responsibility of others.
ihkill All' (Supports)occur. Icons Vary but 16.Do not cut or alter truss member or plate without prior
r' reaction section indicates joint C 2012 MiTeke All Rights Reserved approval of an engineer.
number where bearings occur.
Min size shown is for crushing only. 17.Install and load vertically unless indicated otherwise.
inli
' 18.Use of green or treated lumber may
Industry Standards:
ANSI/TPI1: National Design Specification for Metal Y pose unacceptable
environmental,health or performance risks.Consult with,
project engineer before use.
Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words
DSB-89: Design Standard for Bracing. and pictures)before use.Reviewing pictures alone
BCSI: Building Component Safety Information, ■ isgot sufficient.
Guide to Good Practice for Handling, ' 20.Design assumes manufacture in accordance with
Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria.
Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013
16'_0"
147
•
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AH1
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4 : 12 6 : 12 6 : 12 4 : 12
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411
16'-0"
®Copyright CompuTrus Inc.2006
BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS
JD HILL'' 02/16/1$ PLACEMENT ONLY.REFERTO
TRUSS CALCULATIONS AND
PROJECT TITLE: REVISION-1: ENGINEERED STRUCruRu S;
20592-JD HILL-BITHER RES
ORAWINGSFORALLFURTHER
INFORMATION.BUILDING � .
ESPODESIGNER/ENGINEER OF RECORD !idler
PLAN: DRAWN BY. JP REVISION-2: RESPONSIBLE FOR ALL NON TRUSS f t
1 / BITHER RES CHECKED BY:: E TRUSS CONNECTIONS.BUILDING
DESIGNERIENGINEER OF RECORD TO
!DELIVERY LOCATION REVIEW RIOR TO ROVE OF ALL p (+ ;'+
SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION, Qt a7 J
0.22"- 1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.