Plans (54) ,r,
1111111111111 RECEIVED / 'n0,5 54, r•
FEB 032016
CITY OF TIGARD
MiTek BUILDING DIVISION
MiTek USA, Inc.
MI Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 9161676-1900
Re: PL12-21 1_UPPER Fax 9161676-1909
POLYGON 4ABC 11/2012
The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision
based on the parameters provided by Pacific Lumber & Truss Co..
Pages or sheets covered by this seal:R35370856 thru R35370860
My license renewal date for the state of Oregon is June 30,2014.
Lumber design values are in accordance with ANSI/TPI I section 6.3
These truss designs rely on lumber values established by others.
PR OP4-6,
.47Z
SFR S. ‘N
Digital Signature
EXPIRATION DATE:06/30114)
October 26,2012
Tingey,Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
11111®
MiTek®
MiTek USA, Inc.
(I/!Greenback Lane
Suite 109
Citrus Heights,CA,95610
Telephone 916/676-1900
Re: PL12-211_UPPER Fax916/676-1909
POLYGON 4ABC 11/2012
The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision
based on the parameters provided by Pacific Lumber &Truss Co..
Pages or sheets covered by this seal:R35370856 thru 835370860
My license renewal date for the state of Washington is August 1,2014.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
\ . i S.TIj re
qP ofwAsy7A,4
7-7
October 26,2012
Tingey,Palmer
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
41,3
Job Truss Truss Type Qty Ply POLYGON 4A8C 11/2012
R35370856
PL12-211 UPPER FG FLOOR TRUSS 1 1 1
Job Reference(optionatl
Pacific Lumber&T1usS Co.,frulsboro,Ore • 7.250 s Aug 25 2011 MliTek Indwuies;Inc. Fri OU 2610:66:330 2012 Page 1
ID:Fz90zgfOraltgjap2TIcUzyPYh_ITFUeWnJ07JzVh5RfMDIGrkFixontoJdkfZtlK4PYRd
1 1-0e 1 1 1047 I i 1-2-0 11040-0 1
5nk•1:363
1333 II
134 II 1.343 II 1.54 II 130 II 134 II 1.98 II 1.243 II 330 PP= 1.522 II 44=
I 2 3 4 5 e 7 0 5 10 11 12 13 14 IS 16 17 16 IS 20 21 22
3a�/•N / '\�/\ ./ • d/ \B/\6/ ,\6/ \d/+\../"`e•
e. e a e e 5
.t 033.
•i34 33 52 61 30 26 25 27 26 25 24 �"
34= 34= 34 FP= 30= 138 11 as= 34= 34= 333= 40= 330=
1513 3P=
3s=
641.12
7 .13 5-7.0 I
71.247
7-6-5-42 67-0 Q7-0 12-100
Plate Offsets(X Yy [1:Edge.0-1-8).18:0-1-8.Edge)[29:0-1-8.Edoel
LOADING(pst) SPACING 1-0-0 CSI DEM In (toe) Udell Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 s TC 0.38 Vert(LL) -0.34 28-29 >770 480 MT20 220/195
TCDL 10,0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.53 28-29 >492 360
BOLL 0.0 Rep Stress lncr NO WE 0.65 Horz(TL) 0.08 23 n/a nla
BCDL 5.0 Code 1BC2009/TPI200T (Matrix) Weight 111 lb FT=0%F,0%E
LUMBER BRACING
TOP CHORD 4 X 2 OF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
HOT CHORD 4 X 2 OF 2400F 2.0E end verticals.
WEBS4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3564/0.5-8(mit.0-1-8),23=990/0-5-8 (min.0-1-8)
FORCES (Ib)-Max.Comp./Max.Ten.-M forces 250(Ib)or Less except when shown.
TOP CHORD 2-3=-1265/0,3-4=-1265/0,4-5=225210,5-6=-2252/0,6-7=2969/0,7-8=2969/0,
8-9=-3443/0,9-10=3443/0,10.11=380010,11-12=-3800/0,12-13=3802/0,
13-14=-3802/0,14-15=3564/0,15-16=-3584/0,16-17=3122/0,17-18=3122/0,
18-19=3122/0,19-20=-1950/0,20-21=-1950/0 &'9 S.riA,
BOT CHORD 34-35=0/684,33-341788,32.33'0/2652,31-32=0/2652,30-31=013443,29-30=0/3443, 01' f`1�A� ,,LSf
28-29=0/3688,27-28=0/3833,26-27=0/3721,25-26=3/3380.24-254'02797, O
23-24=0/1035 .c' 4,./""'"4,4."-- i'�T
WEBS 2-35=-932/0,2-34=0/815,4-34=732/0,433=0/650,6-33=560/0,6-31=0/445, h' v „ O
8-31=734/0,21-23=1410/0,21-244/1282,19-24=118710,19-25 /455, 23 4.- J 1
16.25=362/0,16-26=0/285,10-29-496/46
NOTES +-3
1'0,7
loads have been considered for this design. -- 4, 30496 9 tv�
f Unbalanced floor live
2)All plates are 3x4 MT20 unless otherwise indicated. a41�+ G ISTDP. `�
3)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,s. AI +CS
4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)468 lb down at 18-3-0 on top
chord. The design/selection of such connection device(s)is the responsibility of others. P
6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). DEQ ore
tynn
LOAD CASE(S)Standard - 4 N FR wo
1)Floor:Lumber Irrtaease=1.00,Plate Increeswa1.00 `6:/ }- 9
Uniform Loads(plf) ce
Vert 23-35=5,1-22=-50
Concentrated Loads(b) �-
Vere 19--463(F) >'
A0 l OR -O '�0)
Digital Signature
f EXPIRATION DATE:06/30/14
October 26,2012
®WARI1 '%•vcroi. design parameters asadREADMYI'E&C)NYf7S.ANDMCLUDEDb IER REFERENCRP.AGEAHI-7473 BEFORE UM ••�
Design wad for we ordy with r4ffek connectors.71115 design is based only parameters shown,and Is loran individual building component.
Appl�6ty of design pmomelen and ptprooppeerr i�ncapomaon of component a resporeinfity of budding designer-not hes designer.Bracing shown 1►�;T
is for loferce support of indrvidud web mertl6ess only.Additonal temporary bracing Io insure stab4ly dosing constnxfion is the regxmsiblifly of the Wel(
erector.Additional permanent bracing of the overol structure Is the responstaly of 07e building designer.For general guidance regarding
fabrication,quay control storage,delivery,erection ond bracing,Consult ANSI/T111 Oua1Hy Criteria,05B-89 and SCSI Building Component 7777 Greenback Lane,suite 169
Safety Pntortnatiaa avelable born Truss Plate Institute,781 N.Lee Street.S,ite312.Alexartckia.VA 22314. Citrus Heights,CA,95630
If Southern Pine(SP or SPp}lumber is specified,the design values are those effective 001/2012 by ALSC or proposed by SPIE.
An
Job Truss Truss Type Ory Pry POLYGON 4ABC 11/2012
R35370857
PL12-211_UPPFR FT1 FLOOR TRUSS 22 1
Job Reference Motional)
Pacific Lumber&Truss Co.,Hilisboro,Ore - - . .. " " 7.250 s Aug 25 2011 MiTek industries.Inc.'Fri Oct 2610:06:31 2012 Page 1
la Fz90zgfOrfT1tgjap2TkUzyPYh_ tri3Q4XFAUGH?MtSATNIsL5TdNmzFJ1SOyPYRc
1 20-0 I 2-0-0 1 1 2,20 1 1-6.4 1 1 1-2.4 ti 1.84 i 1 1-9-0 1
3938•121.3
15411
150311 iia= 5.533 II 334= 1.503 II 3.4= SSa B 34= sa FP= 334= 15.2 II sa= tea fl
1 2 7 4 5 8 a\\ 7 8 9 10 11 12 13 14
S8 17 18
22 21 29 i9
334= x010= 34fP=334= 1508 sa= Ra= x010= 834=
ba SP=
8.11.12
I 7-5.15pf t3i i 2141.12 1
74412 '0-7-0 0.7-0 17.160
Plate Offsets(X.Y): [6:0-1-8.Edgej.(20:0-1-8.Edge1
LOADING(psi) SPACING 1-7-3 CSI DEFL in (lac) I/defl Lid PLATES GRIP
TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.45 18-19 >574 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.71 18-19 >368 360
BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.09 15 n/a n/a
BCDL 5.0 Code II3C2009R1I2007 (Matrix) Weight:99 lb FT=0%F,0%E
LUMBERBRACING
TOP CHORD 4 X 2 OF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 4 X 2 OF 2400F 2.0E end verticals.
WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (b/sae) 15=954/0-4-8 (min.0-1-8).23==954/0-4-4(min.0-1-8)
FORCES (b)-Max.Comp./Max,Ten.-All forces 250(b)or less except when shown.
TOP CHORD 2-3=3074/0,34=3074(0,4-5-4665/0,5-6=-4665/0.6-7=4998/0,7-8=-4998/0,8-9,-4422!0,9-10=4422/0,
10-11=-4422/,11-12=2779/0,12-13=2779/0
BOT CHORD 2223=0/1717,21-220/405120-210j4051,19-20 /4665,18-19==0/4665.17-18=0/4821,16-17=0/3728,
15-1611532 /S. jA,
WEBS 5.20=-335/0,2-23=-1923/1,2-2241/1521,4-22=1094/0,4-2(=0/897,13.15=1767/0,13-16=0/1438,11-16=109410,
11-17=0/801,8-17=459/0,8-18=X287,6-18=-211/639 Oo Vaslt1
NOTES F n
1)Unbalanced floor live loads have been considered for this design.
2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and 10fosenced standard ANSI/7P11. =/ '.
3)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3")nails. Strongbacks to ' ,,
be attached to wails at their outer ends or restrained by other means. 304 �
Standard 5° -1STE l/
LOAD CASE(S)
SS1ONAL96�G
���cD PRoFFss
F
-9'.<'70R s.1v.4
Digital Signature
( EXPIRATION DATE:06/30/14 1
October 26,2012
ti
®WARE(M}-Eerily deslyaparameters gad READ NOM ON1/11SAND INCLUDED AMEX RBFERENCEPAGE AEr-7473BEFORE USE. ,
^`
Design veld tor use only with Meek connectors.This design is based any upon Parameters shovwa and is for an indnddual>wltrng component
AppricabItand of design parameters proper luccrporaion of component is responstdly of bolding designer-not true designer.Bracing stlewrs
1111
is for lateral supped of andlviduol web members only.Additional temporary bracing to Insure siablfty doming construction is the responsb8lly of the i A fe
erector.Additional permanent bracing of the overaN structure's the respon5fbtity of the bulking designer.For general guidance regard-ung
fabrication,quality control,storage.deivery,erection and braing.consult ArNSVTPn Qualify Werra,DSB-8P and SCSI building Component 7777 Greenback Lane,Serio 109
Safely Information avalable from Tout Plate Inditule.781 N.tee Street.Sale 312.Alexandra,VA 22314. Cetus Heights,CA,95810
If Southern Pine(SP or SPP)lumber is specified,the design values.are diose effective 06181/1012 by ALSC or proposed by SF15.
Job Truss Truss Type Ory Ply POLYGON 4ABC 11/2012
R35370858
PL12-211_UPPER FT2 Floor Truss 1 1 •
Job Reference(optionan
Pacific Lumber&Truss Co.,Hillsboro,Ore .- ... .. . ..- .. . . --. ' .. ' . • 7.250 s Aug 25 2011 MiTek industries.Inc. Fd Out eon 10:06:32 2012 Page i ' •
iD:Fz9Ozgf0nlTligjap2T OzyPYh_-FsNF3242rgN1DorTZ4Ohihw4LicStlj3wCz2bOSyPYRb
I 264 I I 2.5.4 if 1Q4 l 1 1.64 1
24216•111.3
15d Il 926= +523 b lou= 1523 11 3+4= 1.5.3 II 305= 150 11
2 3 4 5 e 7 a
e
1Z a 13 12 2, Yr;
•
3+4= 966= 1.566 U 3+4= 3.24= 324=
61.4
I 7-942 ia442 p.11-121 i 164.1 I
7-¢12 674 674 936
121.21
Plate Offsets(X.Y): 14:0-1-8.Ednel.t12.-0-1-8.Edge]
LOADING(psi) SPACING 1-7-3 CSI DEFL in (bc) Ildefl Lid PLATES GRIP
TOLL 40.0 Plates Increase 1.00 TO 0.34 Vert(LL) -0.26 11-12 >832 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0,42 11-12 >524 380
BOLL 0.0 Rep Stress iter YES WB 0.63 Horz(rL) 0.07 10 n/a n/a
BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E
LUMBER BRACING
TOP CHORD 4 X 2 DF No.1843tr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 4 X 2 DF No.1&Btr end verticals.
WEBS 4 X 2 OF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 15=802/044 (min.0-1-8),10=80210-4-8 (min.0-1-8)
FORCES (ib)-Max,Comp./Max.Ten.-AS forces 250(ib)or less except when shown.
TOP CHORD 2-3e-2872/0,3-4=2872/0,4-5=3464/0,5-6=3464/0,6-7=-2880/0,7-8=2880/0
BOT CHORD 14-15 /1721,13-14 /3464,12-13=0/3464,11-12 /3430,10-11=0/1723
WEBS 2-15=1858/0,2-14 )/1242,4-14=806/0,8-10=1860/0,8-11=0/1248,6-11=594/0,6-12=229/358
NOTES ��>,R S.Tt>VC�
1)Unbalanced floor live loads have been considered for this design. '�P of WAS/y f"
2)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. Ay - 3
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks FY 4''' o
to be attached to wails at their outer ends or restrained by other means. — Fx
LOAD CASE(S) Standard r
/ ;r
'J✓p k 30496, cc:
,n C/sT1:?- -
� /OtYAL8.,..C.,\1
e
io, -0.-
1,!
F``..,,,,....0,41000,0r 04".
R S.1\4:1
Digital Signature
I EXPIRATION DATE:06/30/14 )
October 26,2012
I r
,A,WARM:NO-Verify design pvsnoieters and READ NOTES ON TIES AND INCLUDED 39lPXRBP JVCEPAGEI1I-T473 BEFORE USE
Design valid for use only with Mick connectors.fits design Is based only upon parameters shown,and is loran Individual building component.
Applicability of design parameters and proper incorporation of corrponeni is respo ail:My of bulking designer-not truss designer.Bracing shown
Is for taterat support of individual web members only.Additional temporary bracing to Insure steady during construction is the responsibisty of the pp A� 1�
erector.Addfional permanent bracing of the oveml structure is the respons811ay of the buffing designer.For general guidance regarding kvi I e!e`
fabrication quality control storage.delivery erection and bracing.consul ANSVIPit Quality Criteria,050-89 and SCSI towing Component 7777 Greenback Lane.36115109
Solely fmformaSon available from less Plate Institute,781 N.Lea Street.Suite 31 Z Alexondria.VA 22314. Carus Heights,CA,95610
If Southern Pine(SP or SPp)lumber isspecified,the design values are those effective 06'618812 by ALSC or proposed by SPfa.
•
Job Truss Truss Type Qty Ply POLYGON 4ABC 112012
R35370659
PL12-211_UPPER FT3 Floor Truss 7 1
Job Reference/optional)
• Pacific t umber&Truss Co.,H 0slxxa,Ora .- . ....
-7250 a Aug 25 2011 M7ek 61duShies,Inca Fri as 22610:05:33 2012 Paye 1 .
. iD:Fz9OzgtDnfT1191aP2TkUzyPYh_ti2wdGuciND9mvwFuTFPBpU4AX3Rdo8wuyPYRe
I 24-0 I I 25'4 i i 140 I I 14-4 I
Sale 41:31.0
1.64 ii 14= 1.623 II 324= 1323 II 324= 1.623 S 300= 1.50 ti
1 2 3 4 6 6 7 0
e _ _e. O
1 M 14 13 12 n 10
g„4= 34= 1.623 it 344= 346= 324=
I 7•e/2 1&412 pt1-/2i I /� I
7.912 0.741 w0.
ole
Plate Offsets(X.YI: 14:0-1-8 Edge).112:0-1-8.Edoet •
LOADING(pal) SPACING 1-7-3 CSI ['EFL in (loo) Udeft Lid PLATES GRA
TOLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.25 11-12 >873 480 MT20 220/195
TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(L) -0.39 11-12 >552 360
BOLL 0.0 Rep Stress Ina YES WB 0.62 Horz(TL) 0.06 10 n/a ilia
•
BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:80 lb FT=0%F.0%E
LUMBER BRACING
TOP CHORD 4 X 2 DF No.18.Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except
BOT CHORD 4 X 2 OF No:1&Btr end verticals.
WEBS 4 X 2 DF Stud/Sid BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 15=791/0-4-4 (min.0-1-8),10=791/Mechanical
FORCES (Ib)-Max.Comp./Max.Ten.-AU forces 250(Is)or less except when shown.
TOP CHORD 2-3=2824/0,3.4=-2824/0,4-5=3381/0,5f=3381/0,6-7=283010.7-8=2830/0
BOT CHORD 1415=0/1697.13140/3381,12.130F3381,11-120/3358,, 10-11=0/1698
WEBS 2-15=1832/0.2-1441/1217,414-77010,8-10-1833/0,8-11.0/1222.6-11=588/0,6-12=227/340 y �R S.TING
FTEs q��o4 vrAs1,*fc l-
1)Unbalanced floor live bads have been considered for this design.
3)This buss 2)Refer to iis designed In acco)for truss to rdanconnections.
with the 009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. :� w �0
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-104(0.131"X 3")nails. Strongbacks (,; 47— f- -4
to be attached to walls at their outer ends or restrained by other means. .. j
LOAD CASE(S) Standard ,• ,
15 4,3049
.
AAG1SISIL6w
'SJONALtr`' �
ck- NGINEF6u/,-,
2v 16 ' r fir"
lei .
ORE :1
SER S•.-r‘N
Digital Signature
EXPIRATION DATE:06/30114
October 26,2012
. te
a WARN/NG-•Verify design parameters arid READ 11077:5 ON 1Tf7SMN?JINCLUDE:11 MINK RBPERENCE PAGE 5111.7475 BEFORE'USE.
rb
Design valid for we**with Miele connectors,thin design Is based only uponparameters shown.and is to or.kidvidud bussing component.
Appfcab6ty of design parameters and prrooppeerr rncrpararron d......1.44 rend is respansbiltty of buiding designer-not tens designer.eroctng shown
Is for Lateral support of individual duweb membe+e only.Additional temporary bracing to insure stabitly during construction is the responsibiily of the R Ii:T® `
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For genera guidance regarding IYl'Tele
fabrication.quality controt storage,dewery,erection and brochta.consult ANSI/7911 Quality edferrta,655-SF and SCSI Building Component 7777 greenback Lane,suite 109
iSafety f Southern Pine(S Pp)lumber is specified,epecifred,the design values Suite
ee 312,Alexandria
effective 0&111,2012 0eJ1t112012 by ALSC or proposed by SWB: Citrus Heights.CA,95610
•
Job Truss Truss Type Qty Ply POLYGON 4ABC 1112012
R35370860
P112-211_UPPER FT4 Floor Truss 1 1 •
Job Reference lootionall
-' 'Pacific Lumber$Truss Co.,Hillsboro,Ore .. ._ ... ....__-..._.. .._-- -• .. _- . -•• .. . ... ..7.250 s
252011 Jn7ticirxhu5'or' .es,itrc. Fri Pagel _ . . .- <
ID:Fz9QzglDr 115p'ap2TlcUzyPY1t_32wdGN4gc8VugyOg6nvwFuTlb6td4Ay3RdodwuypyRa
t 242 It 24.0 I
sa,b.lat.5
1.54 li 1.593 II 1.9,a II
i 3"` 2 93"= 4 5sc4= - 6
a
• e
4
A V v o
•
IAA 0
sus=
I 12.842
12-9.12 1
LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) Udell Ud PLATES GRIP
TCLL 40.0 Plates increase 1.00 TC 0.18 Vert(LL) -0.07 8-9 >999 480 MT20 2201195
TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.12 8-9 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.59 I1orz(fL) 0.02 7 n/a n/a
BCDL 5.0 Code IBC20091f PI2007
(Matrix) Weight:5710 FT=0%F,0%E
LUMBER BRACING
TOP CHORD 4 X 2 OF No.1843tr TOP CHORD Structural wood sheathing d'xectiy applied or 6-0-0 oc purlins, except
BOT CHORD 4 X 2 OF No.1&Btr end verticals.
WEBS 4 X 2 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 0-4-4 except(jt tgth)7 .)-4-8,7 :1-4-8.
(b)- Max Gray All reactions 250 lb or less at joints)except 10=554(LC 1),10=554(LC 1),7=554(LC 1),7=554(LC 1)
FORCES (m)-Max.Comp./Max.Ten.-All forces 250(I)or less except when shown.
TOP CHORD 1-10=-548/0,1-2=-1069/0,2-3=1069/0,3-4=1668/0,4-5=-1668/0
BOT CHORD 8-9 /1619,7-8 /1118
WEBS 5-7=1207/0,5-8=0/594,3-9=-593/0,1-9=0/1169
.SER S.N,
NOTES j; G,6,
1)Non Standard bearing condition. Review reeked. C4' 0 WAS/ A
2)This truss Is designed in accordance wild the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .54' yam, RC1,
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks h .
7-.t.,.- 0
to be attached to wails at their outer ends or restrained by other means. s
LOAD CASE(S) Standard
i * 30496� kv
9,4`,,t, otsTE
SSioNALS1*'&
••(<-" o
, PD Rope s
9
T
1.1 fir
9 7 8 � .�
R S.
•
Digital Signature
( EXPIRATION[DATE:06/30/24 j
October 26,2012
i
®Wi.K .Vehifydesists parameters and DEW NOiBSOKram AND INCLUDED MIPKREFERENCE PMCsR5111•7'473SPPOREUSE
Design vatd for use only with MIA connectors.This design is bused only upon porametets stwwn and Is for an individual building component.
ApplbublBy of design parameters and proper n co,poralion of Cop ponent is responsibility of brsrdkp designer.not truer designer.Swing shown
is for lateral support of zsdividucit web members only.Addtbnot temporary bracing to insure sfoblity during construction Is the responsiblilty of the
erector.Addt'wnal permanent bracing of the overall skuclure Is the reapordblly of the building designer.For general guidance regarding M?ek'
fabrication.quality control,storage.delivery.erection and bracing.conch ANSr/Bit Qualify C°Hela.055-69 and SCSI Sulklkig Component 7777 Greenback Lane,suite 108
Safety Information available from Truss Plate karlute.781 N.Lee Street.Suite 312.Alexandria,VA 22314.
11'Spinners rate{SP or SPp)lumber is specified,the design valuesare those effective 068112012 by ALC or proposed by SW& Citrus Heights,CA.45530
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Symbols Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
3/4 Center plate on joint unless x,y
" 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property
1 I (Drawings not to scale) Damage or Personal Injury
offsets are indicated.
Dimensions are in ft-in-sixteenths.
- Apply plates to both sides of truss1. Additional stability bracing for truss system,e.g.
and fully embed teeth. 1 2 3 diagonal or X-bracing.is always required. See SCSI.
TOP CHORDS 2. Truss bracing must be designed by an engineer.For
• 1 .r wide truss spacing,Individual lateral braces themselves
O'h d t a
4 may require bracing,or alternative Tor I
p bracing should be considered.
t O � 3. Never exceed the design loading shown and never
U = stack materials on Inadequately braced trusses.
n U
rL 4, Provide copies of this truss design to the building
O designer,erection supervisor,property owner and
For 4 x 2 Orientation,locate BOTTOM CHORDS ~ all other interested parties.
plates 0- from outside
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
• joint and embed fully.Knots and wane at Joint
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1.
required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
_ connector plates. THE LEFT. 7. Design assumes trusses wit be suitably protected from
the environment in accord with ANSI/TPI I.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
''Plate location details available in MITek 20/20 NUMBERS/LETTERS. B. Unless otherwise noted,moisture content of lumber
software or upon request. shall not exceed 197.at time of fabrication.
9. Unless expressly noted,this design Is not applicable for
PLAYS SIZE PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber.
ICC-ES Reports: 10.Camber Is non-structurala consideration and is the
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The first dimension is the plate responsibility of truss roGeneral practice is to
4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection.
to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282
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the length parallel to slots. 11.Plate type,size,orientation and location dimensions
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Indicated are minimum plating requirements.
LATgRAL BRACING LOCATION 12.Lumber used shall be of the species and size,and
Southern Pine lumber designations are as follows: In all respects,equal to or better than that
specified.
SYP represents current/old values as published
�! Indicated by symbol shown and/Or by AWC in the 2005/2012 NDS 13.Top chords must be sheathed or puffins provided at
by text in the bracing section of the SPp represents SPIE proposed values as provided spacing indicated on design.
output, Use T or I bracing In SPIE submittal to ALSC dated Sept 15.2011
if indicated. SP represents ALSC approved/new values 14.Bottom chords require lateral_bracing at 10 ft.spacing,
with effective date of June 1,2012 or less,if no ceiling Is Instated,unless otherwise noted.
BEARING amend all MSR/MEL gra2 and lower d
and smaller sizes),
15.Connections not shown are the responsibility of others.
16.Do not cut or alter truss member or plate without prior
*IL II Aik
Indicates location where bearings 0 2012 Mitek®All Rights Reserved approval of an engineer.
(supports)occur. Icons vary but 17.Install and load vertically unless indicated otherwise.
reaction on icgj ut
number where bearings occur.
l� 16.Use of green or treated lumber may pose unacceptable
Min size shown is for crushing only.. g enprovijroectnmengineerental,health or perfuse.ormance risks.Consult with
Inddstry Standards: 19.Review as portions of this design(front,back,words
ANS'/TPII: National Design Specification for Metal and plctures)before use.Reviewing pictures atone
Plate Connected Wood Truss Construction. is not sufficient.
DSB-89: Design Standard for Bracing. nt 20.Design assumes manufacture In accordance with
BCSI: Building Component Safety Information, ANSI/TPi f Quality Criteria.
Guide to Good Practice for Handling, 1'LJ1 iT
Installing&Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012