The URL can be used to link to this page

2556 R6 Truss Specs Floor 30-00-00 � .. 4..° .4,4. 4 ° ° 4 4 4 4��4INI4�,4iN��.414T914 4�414I4i4 I__ .. �I�� LL'�ILL LL �� I Va 4 4. I i i 4 _ 4 i II I i I I I I . � 1II'o III I . . . . I I 4 4 Q I i � _ i I �. I .EM il I � .. I I q IIII , °„� . �� . � � : f I � 4i M10-06-OB . . , i 9 . � I l�.. _ o �v� _ s Q. �nl �,. �I .II ,I, III I .. q` m .. � 9i I�, �� I� ! « � �,� II � I � a-oi iz 4 � � I I 1 m 'I ii �. �. ��, ,� �. sai i z - I . , . ,. ..+.,o I�,; � . �. II . m . _ � ' . , �. ��„ q i, I . I i I � o� �. ��.� . � . o I i � I � i i i I I III ;' I Y_ . , � _ ,,I 4'I .,I I• ,� I� i I I i I °1 I �w 4� , � R FTRUSS LAYOUT I i � I 00 I I . � ^� � �� i '�. ' �, DESIGN LOADING 25-8-7 PSF @ 24 O.C. 4 .- � ) I i Ii � WIND MPH EXPOSURE"B" � 85 � I . � . � L DI N I N ARE IN: 4 A L ME 5 O 5 4 ryli � m 0 0 0 _ _ ,� ,� Feet-Inches-Sixteenths(FF II SS) i I I i I . . � �TRIANGLE DENOTES LEFT END i i � I . � . OF STAMPED TRU55 DRAWINGS LL� I!ILL III I o � o oI � � � � � � �. � I I . --..- —. .. , �� i-o�o y �oI414��4-� .4 4 4I4��4� �g �� TACOMA PEOPLE BLDRS, . . 1 4 9�4 9�4 4'4 4 4 4� � u.m�. . _ . a-oo-0o �� zz-0o-oo y e. 3a-oa-0a 2556 R-5 I --.-. ... ..- F.oGeoff Waits { theT6U$Sco. � __ _�.o � � ; ,oe��m�<, N T.S: M �t/24/13 � y, Y�. 5 +'°�.��E.��i ? '��r, . �i �2��1� ? ` ``�`�.n`�''.—�'a,7" � . _ _ __ �D , _ ._ .._..__ Ml�� ,� 1 Z013 ; -�,ti,, ' �� , � � � MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: 2556R5 FLOOR Fax916/676-1909 TACOMA PEOPLE BLDRS./2556 R-5/RMW The truss drawing(s)referenced below have been prepared by MiTek industries, Inc.under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seal: R35811317 thru R3581 1329 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPi l section 6.3 These truss designs rely on lumber values established by others. .,�L'fZ S. T(��'C;' �'�'�'`�\ �''�``a5'`tlj�,,�1- �� — :'� ��-'�°�: � ', z �� - J i'�,�. � r ' �}� �, �� `�' �t' �-.:R b'S'�- �i � . i4A January 24,2013 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 far any particular building is the responsibility of the building designer,per ANSI/TPI 1. ` Job Trvss Tn,ss Type 4ty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW 2556R5_FLOOR F01 GABLE � 1 R35811317 ___ __ _ Job Reference�optiona�__ __ —... -------__.... __—.___ ._____.__ _. ___.. .. . ._ ._.__---- -- The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR!Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:41:13 2013 Page 1 ID:Qe_UtPHns?C2P7TSsC496kzs661-wQ4LLfnAlYxK6V2210R9o0MOp91?Gg4V8orfTGzs4?a o-�e aka Scale=1:61.9 3xfi FP= 4a5 I� 3�T'i FP 3z4- 4x5 �� 1 2 3 4 5 6 ] 8 9 10 17 12 13 74 15 16 1] 1fi 19 2[l 21 22 23 24 25 26 P Ie 29 30 31 32 33 _. . ....."'_ .__ _ _ _. _.— _ — — _ � � — —_ . __ ._ _ —'_ ��,\�� _ - � � �� . . — j� �Y`Y` 66 fi5 64 fi3 62 61 60 59 58 5] 56 55 54 53 52 51 50 d9 48 17 46 IS H 43 42 41 40 39 38 3� 36 35 34 3a5 I I 3x3= T.5 FP= 3 5 I I 3xfi FP 12-17� 748-0 32-}10 371-0 f�r-a{z-&o�.9-o-a.�.s3-a.}_G&d.}9-RIL�s_4a�1.�9_o�]Za . }1&o-a ��-n ta9_n��a-a{1tS=a�22e-n.+2¢0=°-fz��fl-f�fl�-f��+J°'_o I,o-e-o I3�-o-o�3-a-o�3¢&o I3Go-a �-n n-s�3�X-0�0.0. 110 /d0 110 1L0 110 7-4-0 id�a 1-40 1-4-0 -11-0 1-4-0 1-0-0 1-4=0 1-4-0 1-0-0 1<-0 1k0 1-0-0 1<-0 1-0-0 1b0 1b0 1d-0 1J1-0 1-0-6 1d-0 1-40 1-P8 1b0 1-0-0 -60 .____.-._- 0-41Z_—_.. ....._ ..— . —— — _ 0-310 0-}8 —____. ._. ._.._.__ __—_. Plate Offsets(X Y): [33:a1-8 Ed e____ LOADING �PS{� SPACING Z_p_p CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.10 36 >605 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 36-37 >390 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.01 34 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:160 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF SS(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-QO oc purlins, BOT CHORD 2x4 DF 2400F 2.OE(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly applied or 1d0-0 oc bracing. OTHERS 2x4 DF Stud(flat) REACTIONS All bearings 37-2-0 except(jt=length)34=a3-8. (16)- Max Uplift All uplift 100 Ib or less at joint(s)except 65=-168(lC 3),39=-192(LC 3) Max Grav All readions 250Ib or less atjoint(s)66,65,64,63,62,61,60,59,58,57,56,55,54,53,52, 51,50,49,48,47,46,45,44,43,42,41,39 except 34=255(LC 3),38=524(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 29-38=-299/0 NOTES (11) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.Sx3 MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Truss to be fuliy sheathed from one face or securely braced against lateral movement(i.e.diagonai web). 5)Gable studs spaced at 1-4-0 oc. 6)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 168 Ib uplift at joint 65 and 192 Ib uplift atjoint 39. 7)This truss is designed in accordance with the 2009 Intemational R.esidential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongbacks,on edge,spaced at 1 a40 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends o��estrained by other means. 10)CAUTION,Do not ered truss backwards. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. ..14i.K �T't LOADCASE(S) Standard �7,`'� �,, � f� ��. :1�' f' ' �. a ��~,y f ^�., �� f 't��l) ,`> `' /,• (!7`iT1't��/f,� ____�^- -;�,�, ��1 tt�;\'i1 t.t.', January 24,2013 tYARARN� Vtrify dc•�;it�ra�ruramr.{ers ar�<i Rk�t�"t Fd!}TES C�IV iZIIS A1JI}PNCT,[TI3F;l}Irf7tTLK REk`E[2F`Nf`F;f'AGF R1T7-`14T3 d#I:F�C)RE f15E. �� Design valid for use only wifh M7ek connecfors.This design is based only upon parameiers shown,and is for an individual building component. Applicabiliiy oF design pa�ameters and proper incorparafion of componer t is responsibiii}y of building designerv not truss designer-Bracing shown is for laferal supporf of individual web membe¢only. Additional femporary bracing to insure stability during constniction is}he responsibillity of fhe �N'��•� eciw.Additional permanen}bwcing of fhe overail struciure is ihe respo�sibilify of the building designer.For general guidance regarding iYl fabncafion,qualiiy confrol,sforage,dellvery,erection and bracing,consull AN51/TPII�ualily Criferia,DSB-89 and BCSI Bulding Component 7777 Greenback Lane,Suite 109 Sat ty I format� n availabl f m Tru PI f I �ifute 781 N Lee Sf t S te 312 AI x d a VA 72314 CRius H 6 eighls,CA,95 10 � �'__�-hvrnPir_ _P�r��?. � .,,es, .�� °(„��i,�p�.�i3�tyi5r..�. .;' �'° �t��Ut,fft�LUi Uy_AtSi_cf ,...c�_ .. I'��. � --- -- ' Job Truss Tn,ss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW R35811318 2556R5 FLOOR F02 Floo�Tfuss 4 1 Job Reference(optional) -- --- - - - - _-_ __ _-- --- The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:41:15 2013 Page 1 ID:Qe_UIPHns?C2P7TSsC496kzsB61-tpC6m LpQq962MoCQ8RTdtRSJ iyN gkRIo66KmY9zs4?Y a-i-e 2E-0 2-3-12 1-2-t4 1 11 t4 1-1-m 1 B f��- i � {___-.{ �__.--. _1 �sc�a�=t:6�� 3v4- 3x6 FP= 2Y3 II 3M'i FP== 1Su3 II 3u4�� 1.Sr3 I� dz7- dz8- 1.Sx3 II 3x4= 15s3 II 3x4- 1 Sr3 II 4i9= 3z3 �� 4u5= 3y3 I� 3x1=�3�� 1 2 3 1 5 6 7 8 9 10 11 12 13 11 15 16 17 18 19 20 / � -- = /� -_ =' /_ - __ " � 32 31 30 29 ]B 2] 26 25 N 23 12 21 3r6= h5= /a9= 3v7= <�9--= 3s6 FP- 3�5 � <x9=� 3e9== 3N FP== 3r10�- 3v6-_ 72-11� 323-'10 __ 32 -0 37-0-e _ 37 -0_ 4�-0-0 .__- -- -__ " ._............ .. ....... ..._ _.. . .___. _-- - F iaii� . . .. is-0-s - ao-io ¢a-a o-7-a aio-o � Plate_Offsets�X Y��7_03 0 EdQe� (20:0-1-8 Edqe� fz9:�-3-0 Edge� LOADING (P5� SPACING 2-0.0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.15 26-28 >999 480 MT20 185/148 TCDL 10.0 Lumber Inaease 1.00 BC 0.49 Vert(TL) -0.24 26-28 >956 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.02 24 n/a n/a BCDL 5.0 Code IRC2009liP12007 (Matrix) Weight:181 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing, Except: 10.0.0 oc bracing:26-28,25-26. REACTIONS Ail bearings 63-e except Qt=length)32=6-5-8,22=D-5-8. (Ib)- Max Uplift All uplift 100 Ib or less at joint(s)21 except 22=-343(LC 2) Max Grav All reactions 250 Ib or less at joint(s)21 except 32=582(LC 5),29=2033(LC 2),24=1904(LC 3), 22=398(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1196/245,3-4=1196l245,4-5=1196/245,5-5=-205/1109,6-7=-205/1109, 7-8=0/2162,8-9=1166/74,9-10=11fi6/74,10.11=1877/0,11-12=-1877/0, 12-13=-1877/0,13-14=511/0,14-15=511/0,1515=0/2044,16-17=0/2048 BOT CHORD 31-32=-69/881,30.31=624/940,29-30=2162/0,28-29=-518/9,27-28=0/1762, 26-27=0/1762,25-26=0/1420,24-25=1043/0,2324=-962/10,22-23=-962/10 WEBS 7-29=-1062/0,2-32=989(18,2-31=201/358,5-31==0/548,5-30=1102/0,6-30=261/0, 7-30=0/1647,8-29=-1993/0,8-28=0/1417,9-28=-255/0,1a28=-770/0,12-26=256/0, 13-26=0/524,13-25=-1061/0,14-25=-26610,15-25=0/1714,15-24=-1440/0, 17-24=-1411/0,17-22=-112/1006,19-22=282l0 NOTES (8) 1)Unbalanced floor live loads have been considered for this design_ 2)Attach ribhon block to truss with 3-10d nails applied to flat face. 3)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)21 except(jt=1b) 22=343. 4)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. , 6)Recommend 2x6 strongbacks,on edge,spaced at 140-0 oc and fastened to each truss with 3-tOd(0.131"X 3")nails. +,,��'� �l,-�y- Strongbacks to be attached to wa�ls at their outer ends or restrained by other means. �,1'� f' 7)CAUTION,Do not ered truss backwards. �' �"� �`1.�. '� 8 All dimensions iven in feet-inches-sixteenths FFIISS format f'� ) 9 ( ) -,��`#, %^. LOAD CASE(S) Standard �� ;N ,` �� (j � r'.1f", Jr/,{,IS(t:t�Y�, � �1 S r��`�--k�`s� January 24,2013 WARTI73d'fi-Verife�dese<fra.purcrm.t.^rs<arad it'.I;rSt7 NLJ7�b C)N 3I�T:;ANLi Ih7CLII17kll ld7'7E'K RL?k E12.EN(;B PIi.('¢ b4?f-74T3 BS{'C)R.B T1L'.F.F �� Design vahd For use only with MiTek connecfors.This design is based only u{.on parameters shown,and a For an indiwdual bwlding component Appfcahii�ty of design paromelers and proper incorp ation of compone.,t is responsibifty of buAding des'gner-no�fruss desig Bracing shown is far ioteral suppor}of individual web members only.Additional femporarv braang ta insure stabtldy dunng consfruction is ihe responsibillity of ihe R�� erecior. Additional pertnanenf bracing of ihe overali siructure is fhe responsibilityof the building designer.Forgeneral guidance regarding IYi fabricafion,quality control,storage,delivery,eredion ond bracing,consult AN51/TPI1 Quolity Criteria,DSB-89 and BC51 Building Component 7777 Greenback Lane,Suite 709 Saf ty 1 formah v I bl f T s PI f i ftute,781 N Lee Street 5 re 312 Alexond ia,VA 22314 Cdrus Helghts,CA,95670 �..,.,u.hcei�Pir,_:;�r?,.: € ��c..�i,ied. hc�cler,iGi7. Ui,-Oti��D4�b�,�ESG�,r> ---- __ _- --- Job Truss Truss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW 2556R5 FLOOR F03 FloorTruss 5 � R35811319 � __ _ .___ JobReference(oplional� ._-- ---.. ---- -- - — _ ...------ — The Truss Co./Tri-County Truss, Sumner WA/Eugene OR!Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15_41:16 2013 Page 1 ID:Qe_UtPHns?C2P7T5sC496kzsB61-L?m Uzhq3bTJvzyndi8?sPe_TeMgsTLBxqm4J4bzs4?X ai-e 280 23-12 1-2-14 �1H"8 H� F.__- . � �S�I'e=1:51.d 4x7 2x3 I I 3r4= 1 5z3 I� 3x5= 1 Sz3 I I 3x6 FP= <x10�- 1 Sz3 I I 3z4= 7 Sx3 I I 3Y3= 1 Sz3 I� 4x6= 2x3 I I 1 2 3 1 5 6 7 8 9 10 11 12 13 74 15 _.'_"_.- ._ .-___- -_ __ _ __._.._ ..._- -- ....__ _ ___- "_ "' _.. .._ "__ _ __". _-.:- / / � / n % _— .. .-.:.._'-.._—- .. - _� __'.-.'...""'"___ N 23 Z2 I1 20 19 18 17 16 h6= �6��.-. 4c9= 3x�= 4�9-= 3x6 FP �- 35= 4x8 Job Truss Truss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW 2556R5 FLOOR F04 Floor Truss 5 � R35811320 __ . _ Job Reference(o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlinyton WA 7.350 s Sep 26 2012 MiTek Indus[ries,Inc. Thu Jan 24 15:41:17 2013 Page 1 ID:Qe_UtPHns?C2P7TSsC496kzsB61-pBKs8lqhMnRm66MpGsWSysXkkm58CNj53Qptc1zs4?W a-i-a 2E-0 2 3-12 t-1 12 1�;8 H� - � F.___..._. . . . .._ .� �_--_c51'e:3le"=1' h3 II 3x4= 1 SY3 I I 3Y3�= 1 Sx3 II 4a6- 3z3= 15x3 II 3Y!_ 1 2 3 1 5 6 � 8 9 ._....... .___ - -- ___ — " -_ _ _ ._ ..._.. .."""___ " _ ."_.- -- ---. _ ._..._._._ ..._.._.._""'.__ __..._ _ ._ ._"_'"_ ___-.... 16 /../ 17 ! 14 13 11 3z6= 3u5= 4z8= 3x6= 3x5-' 3x3 I I 12-11� I 79-7-0 . { i --_.- -. _. - -__.__ -._--__ _ —_.- _ .- __....______'.'____..._"'_ 72-11-0 G7-72 LOADING (ps� SPACING 2-0-D CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 iC 0.48 Vert(LL) -0.05 13-14 >999 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.14 14-15 >999 360 BCLL 0.0 Rep Stress incr YES WB 0.54 Horz(TL) 0.02 12 n/a n!a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:89 1b FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-a0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing. REACTIONS (ib/size) 10=136/0.3-8 (min.at-8),15=588/0-5-8 (min.0-1-8),12=1390/0-3-8 (min.0.1-8) Max Uplift 10=104(LC 2) Max Grav 10=277(LC 3),15=596(LC 2),12=1390(L(:1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1a17=-284/96,9-17=284/96,2-3=1251/0,3-4=-1251/0,4-5=314/0,5-6=314l0,6-7=0/967 BOT CHORD 14-15=0/909,13-14=0/1022,12-13=967/0,11-12=-461/23D WEBS 612=-930/0,2-15=1021/0,2-14=D/389,4-14=0/276,4-13=-828/0,5-13=261/0,6-13=0/1393,7-12=-896/0, 7-11=0/412,9-11=138/341 NOTES (8) 1)Unbalanced floor live loads have 6een considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to Flat face. 3)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 10=104. 4)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixdy model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-QO 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 restrainE:d by other means. 7)CAUTION,Do not ered truss backwards. 8)AII dimensions given in feet-inches-sizleenths(FFIISS)format. LOAD CASE(S) Standard `+ T� ��.1�!1:- � �:f �t.��a;'T� � _. tr,, _ ,`' � �, �� , � �� t)' ti _ � �/�,�,�<;j S�,�f~,`��`� ,sS�fC)_\':1�,Y�`4y January 24,2013 tt?APIJiN(x Yc.refe�rl...•vt<�n��arezm:�rns<zxadPF.f.i.t)Nt17'f?S()NTffIti.ANt)174L'L�tTI?Ef7tfii'iYtSREFf;I2F..Nf'P,PRCxFhR{F�747:TftEPCkt2t"�Il:�_ �� D ign valid for u nly wi}h MTek connecfors This design is based only upon parameters shown,and a for an individual 6�ilding wmponent. Applicabil ty af d ign parameiers and proper ncorporofion of componeN is r ponsibili}y of building designer nof}russ dengner Bracing shawn is for lateral suppai of indimdual we6 members only.Addifional temporary 6rocing to insure stabiiity dunng construction is ihe responsibilli}y of ihe p/� erecfa.Addifional permanent bradng of the overall str�cture is the respr,nsibilify of the building designec Far general guidance regarding iYi�T�..�� fabncafon,qu I ty }rol, tor ge,delrvery,erection and bracing,consult ANSI/iPll puahty Cdterta,DSe-89 nnd eCSI Building Component 7777 Greenback Lane„Suite 109 Salety Informah n av labl F Tn� PI t I }-tute 781 N Lee Stre 1 Su iP 312 AI and ia VA 22314 CiWS Heights,CA.,95610 ....�u`.h-v�mFii�_ - ��.�i�is�l.^h�Q��i�[�� . . U�,-�11�2ll9.1i�.°Fl�CCi _ -- ___- - -- Job Truss Trvss Type Qty Pry TACOMA PEOPLE BLDRS./2556 R-5/RMW R35811321 2556R5 FLOOR FO5 GABLE � � Job Reference(optional) - — -----_ _--_ _ — — -- _ _ ------ The Truss Co./Tri-County Truss, Sumner WA/Eugene OR!Burling(on WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:41:18 2013 Page 1 ID:Qe_UtPHns?C2P7TSsC496kzs861-HOtEONrJ74ZdDGx?qZ1KV34?wAWoxysEH4ZQ9Tzs4?V Ox8 0-H8 Swle:3/e"=1' n3 II �3 I� 1 2 3 4 5 6 ] 9 9 1� 11 12 13 14 15 16 _..__......_.. ._ — —..... _—____.—_. . . � ..... .. _ ..._-._ _. ....-. _ -._ "�..�.�� _ _.. . _.. ... _. ____"_-�_ _._""'.". __'_'- _ _ . 32 31 30 29 28 2] 26 25 21 23 22 21 20 19 18 1� 3z3 II 3x3 I� 1�-0. _ 2-8-0_ 4 0 0 5-4-0 &8-0 E�0.0 9�0 10-8-0 12�0-0 12 11-0 73�- 148-0 16-0-0 17�-0 1&e-0 7&7-0 F-...i-0-o � � ir-o �a-o i�-a i-a-a___+._. A_o_ ...}__.i-do --�-�-i�-o �� i-0-o �oii�� i�-a i-0-o ia-a ia-o � o-ii-o ' --- - � --- - � _. .-- -.. _.. _._- ------- — - Plate Offsets�X,Y� _j16:0-1J_8 Edqe] _ _ LOADING (ps� SPACING 2-QO CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 185/148 TC�L 10.0 Lumber Increase 1.00 BC 0.01 Vert(fL) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 17 n/a n/a BCDL 5.0 Code IRC2009lfP12007 (Matrix) Weight:75 Ib FT=D%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0.0 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly appiied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud(flat) REACTIONS All bearings 19-7-0. (Ib)- Max Grav All readions 250 Ib or less atjoint(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, 18 FORCES (Ib)-Max.Comp./Max.Ten.-AII forces 250(Ib)or less except when shown. NOTES (10) t)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Attach ribbon block to truss with 3-10d naiis applied to flat face. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pdchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)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 to be attached to walis at their outer ends or restrained hy other means. 9)CAUTION,Do not ered lruss backwards. 10)All dimensions given in feet-inches-si�cteenths(FFIISS)format. LOAD CASE(S) Standard �t\1�;,��5. ��if, Q* `,t.L`. .' '`, �- ��' ��'- �1.:{, i. � _. � ��~ ^'- r�k > `,�:� !�.?, �.(it5'("(;t ti:f r, �'4`S'J<,1��4`,�. January 24,2013 (WAP.MNG��Verife}r3r�;i�r�r�a.rumr,f�.ms ax<d RF.Ad3 NC)7'�S t?iY 771f:i Atu'D IN£'LI717P,77 dr17-T81f f2f;FF;12F.,trlf'E PACrf.i&?il-'7473 SIsPC1RE L1t.;b`. �� Design valid for use only wifh Mi7ek connectors.This design is based only upon parameters shown,and is fo�an individual building component. Applicability of design paramefers ond proper incorpaation of componen�is responsibilify of building designer-not iruss designer.eracing shown is for la�eral suppai of individual web members only.Additional temporary bracing ta insure stabili}y dunng conslructlon is fhe respanslbillity of ihe �Al��'`�� erecfa.Additional permanent bracing of fhe overall str�cfure is ihe responsibilify af ihe building designec For general guidance regarding iYB �[ Fabncation,quality mntrol,sforage,dellvery,erection and bracing,consult ANSI/TPII Qualily Criteda,D56-89 and 6CSI 6uilding Component 7777 Grernback Lane,Suite 109 Sal ty Informah n v ii bl fr T Plat I 1 fute 781 N Lee St 1 Su 1e 312 AI x d �VA 22314 Cdius Heights,CA,9561� !f uid'hcinPiti .. <S:> .. .�''�:��_ {��_iii�a�. ii..l,*:l'Un�, �t ; -:.` ..-�ca: �lll,fif�?Ui b�;,GLSCc� �e-° - -- -- - - Job Truss Truss Type Qty Pty TACOMA PEOPLE BLDRS./2556 R-5/RMW 2556R5 FLOOR F06 Floor Truss � 1 R35811322 __ _ _ _ Job Reference o tional --.. - —_.... __--- � --- The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:41:19 2013 Page 1 ID:Qe_UtPHns?C2P7TSsC496kzsB61-IaRdqsxuOhUqQVCNHYZI Hc/1_arkgP50VNclzhwzs4?U 0-1-8 12-9-0 0-9-0 0 1 8 f-� �___._..._ ._. __.-_- - -__ .... __- __-____-.__ � �fale��:229 CANT.END NOT DESIGNED TO CARRY LOADS FROM BEARING WALLS. 3v3= 1 2 3 4 5 6 7 8 9 1U 17 72 25 z -__ .._._"._ - _ '..._.. .. _ �J� - _ _- _. . _ __ _ ' _ _. _ '_ " _ ._ _ . l�l��'��_ ._ _L . - ._ _ ... __ - - 24 23 22 21 2(1 19 18 17 16 15 14 13 3v3 I� 3z3 II h3--�� 140.0 f - - ..._.._________- - _._ ... -_ __- _-___...___. . ._ .._. 14-0-0 --_....._.___-_ - . ._ .._.___ - '" "__"_- l _...____ _ --. --. __ -___"__ _ .... ._. . _.. _.__.__.. _- - LOADING (ps� SPACING 2-0-0 j CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 8C 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES i VVB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL SA Code IRC2009lTPI2007 I (Matnx) Weight:58 Ib FT=0%F,0%E - ----- 1 _ __-- -- ------ -- LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins, 80T CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) 80T CHORD Rigid ceiling diredly applied or 10.0-0 oc bracing. OTHERS 2x4 DF Stud(flat) REACTIONS All bearings 13-0-0. (Ib)- Max Uplift All uplift 100 Ib or less at joint(s)15 Max Grav All readions 250 Ib or less at joint(s)24,23,22,21,20,19,18,17,16,15,14 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are tx3 MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-tOd nails applied to flat face. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gabie studs spaced at 1-4-0 oc. 6)Provide mechanical connedion(by others)of truss to bearing plate capable of wdhstanding 100 Ib upirft at joint(s)15. 7)Non Standard bearing condition. Review required. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitch6reaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)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 to be attached to walls at their outer ends or restrained by other means. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard A��:,42.° TI.-�,�C�r, Q�`�` 1.5 j�r f_ + `�l' J ," r.- �� i .� � �, � ��6 �. �1��t,tsrt=tt�� `�' � �J .�� 'S�tt1;1 Al,�'"'�ti January 24,2013 Sd?hlildING��Yerife}dx!:i��t�e r�arr.zme�f:r.rs�zx;d Rl;t t7 NL37Y;'fi ON 77715 ANII INCLt1I)F,13 hP!'i'F'KfIF,FF;R.FAIt';€;PAGF h'fl�l�-747:?f#f:F'r3R1:135fi. �� Design valid fo�use only wifh Mi7ek connectors.This design fs based only upon parameters shown,and is for an individual building componeni. Applicabilify of design parameters and proper incorporation of component is responsibility of building designer-nof fruss dezignec eracing shown is for lo}ewl supporf of individual web members only.Additional temporory bracing to insure stability dunng cons}ruc}ion is ihe responsi6illily of fhe �AlT�� ecia. Additional permanen}bracing of ihe overall s}ructure is fhe rezpansibility of ihe building designer.For general guidance regarding fYl t fabncation,quality confrol,storage,delivery,erecfion and bracing,consulf ANSI/TPII Qualify Crifeda,DS6-99 and eC51 eu7ding Camponent 7777 Greenback Lane,Suite 109 Sot ty I f r t -I 61 f Truzs PI t I t tuf 781 N Lee SI t Swfe 312 AI x d VA 22314_ ! Ci�ms Heights,CF,,95610 if_�u h_:m Pii - .� '. - (i�i,(��tt, h tl stUn , . _ U�r91 3b9 bo AL-3.(�t i. _.. . . _ . I - - --- Jab Truss Truss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW R35811323 2556R5 FLOOR F07 Floof Truss 5 � �ob Reference o tional) __--- — — __ _-- _ --- -- ----- The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:4120 2013 Page 1 ID:Qe_UtPHns?C2P7TSsC496kzsB61-Dm??p3tZfiqLSZ40x_3oaU99Lz_JPjTX102XDMzs4?T 0-1-8 H� z�� 0-� 9-0 q-H8 ' s�ie=c35.s 1 Sx3 �� L3�I 4a9= 3u6 fP=1.Sx3 I I 3x3�� 1.Sx3 II 3x3-- 1 Sx3 II 4z9= Sv6= 4z5-_ 1 2 3 4 5 6 7 B 9 10 11 12 _ ._ . ��.. ——____ _._ . ____—_ —__ __ .__. _. - __ ._"—— — . . � . ...._._._ Z � \ � � . T! — � 19 18 1] 16 15 13 b]"- 4ffi— 3x5— 4r8— M FP�- Sx7— 4z6— 2z3 I I � __ . 21-0_74________ . I 22E-t� _- _ _._—_ ..__ . ._.._._— _.. ___... __ �_ ._.- __.__._.-___— —.— — 21-0-14 1-1-12 Plate Offsets jX�Y� _ 12:0-1-8 Edge� �13:0.1-8 Edge] _ __ • _ LOADING (ps� SPACING Z_p.p CSI DEFL in (foc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Inuease 1.00 TC 0.84 Vert(LL) -0.42 18 >613 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.65 17-18 >396 360 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.11 14 n/a n/a BCDL 5.0 Code IRC2009(TPI2007 (Matrix) Weight:102 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing diredly applied or 4-9-13 oc purlins, BOT CHORD 2x4 HF 1650F 1.5E(flat)'Except* except end vertiwls. 13-16:2x4 HF No2(flat) BOT CHORD Rigid ceiling diredly applied or 10.0-0 oc bracing, Except: WEBS 2x4 DF Stud(flat) 6-0-0 oc bracing:14-15. REACTIONS (Ib/size) 20=1118/D-3-8 (min.0-1-8),14=2306/0-38 (min.0-1-10) Max Grav 20=1152(LC 2),14=2306(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3337/0,3-4=3337/0,45=-3337/0,5-6=4468/0,6-7=-4d68/0,7-8=-3509/0,8-9=-3509/0,9-10=446/516, 10-11=-446/516,11-12=0(106 BOT CHORD 19-20=0/1965,18-19=0/4146,17-18=0/4230,16-17=0/2222,15-16=0/2222,14-15=706/0 1/VEBS 11-14=-1280l0,2-20=2213l0,2-19=0/1557,5-19=..918/0,5-18=0/366,6-18=252/0,7-18=0/341,7-17=-890/0, 8-17=-252/0,9-17=0/1532,&15=2089/0,11-15=0�1382,12-14=-1234/0 NOTES (7) 1)Unbalanced floor live loads have been considered for this design 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)This truss is designed in accordance with the 2009 Intemationa�Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 4)"Semi-rigid pitchbreaks with fixed heels"Memher end fixdy model was used in the analysis and design of this truss. 5)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 to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not ered truss backwards. 7)All dimensions given in feet-inches-sixteenThs(FFIISS)format. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl� �t��.K�'� Concent at d Lo ds Qb) 1-12=-100 �,p,��, ;.f,, �'�'_ Vert:12=983 Y'�`� f a``��: ✓�r �e•r ! � 1 � � �� ' �!�('jSTl�t'.� �`-�. ��'Sf(�t\;11. Y.�`"�. January 24,2013 !d!ARI>fTNi: V->rifefit..�sie�n perrrrm.�°P�era rxn<IP.F,hd?NCJ7Y'S(3N73i7ti.AP3T3 XNCL�FdY.�PJJ�'Y7FY'Rf2EFL•'I`iF.,t1t d tAGf:"D21f�747.?t3EfC3R,Ct74t;. �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is f r an individual bullding component Applicability of d sign paramefers and proper incorpwafion of component is responsibilily of building designer not t uss designer Bracing shown is forlateral support of individuai we6 members only.Additional temporary bracing io Insure stability dunng construction is ihe responsibillity af the ,'y p�� ecta_Additional permanent bracing of fhe overall siructure is the responslbility oF}he building designer.For generol guidance regarding iYl fabrication,quality conirol,storage,delivery,erection and bracing,consult AN51/TPI1�uolity Cr'rferia,D56-89 and BCSI eulding Componenf 7777 Greenback Lane,Suite 109 Saf ty Informai I bl f T PI t I stifute 781 N.Lee St t S te 312 AI x d VA 22314 Cdius Heighis,CA,95610 I<`.,.,u.hem P'�� - ��_{��ci i�a�. �i�:..,l�aiGn„ . •u U�rt1'�Ui r L�,:,LSt,t r --_ _ Job Tn,ss Truss Type Qry Ply TACOMA PEOPLE 6LDRS./2556 R-5/RMW R35811324 2556R5 FLOOR �F08 Floor Truss � � �ob Reference(optional) — -- -- - __ _ — - — -- — - . _ The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:4121 2013 Page 1 ID_Qe_UtPHns?C2P7T5sC496kzs661-hzZNOPIBQ?yC4jfaVial6iilsNLH87hgz2n41ozs4?S 0-1-8 2-5-10 2-5-10 2-6-0 - —_ __. . ._-____.-- i i _— H f ...} � � Swle=1:AG.2 3�5�P— h3= 4z9— 3r12-= 6�— �4 I I �' - 1.Sz3 I I 3x3= 1 SY3 I� 3z��- 1.Sx3 �I SaTi—<z5— 1 2 3 4 5 6 ] 8 9 10 11 12 13 14 �s_... _ _.__ "_ _ _ _____ _ — _ -. _ ._- 2� __ _—_ ' _.--_ -- ' '. _____ _—_ _ �4 �\ W �f 23 22 21 2� 19 18 77 16 15 4a9= <x12= 4x10= 3z�_- 3r8MT1BHFP= S�i= h3 I� bA'= 4x6= 5612 � .. 27-1-8 .. .. . I 28-1-8 i .__'_—___—__-__. —_—_.__-_'_-_ __.__.._.. _.. .__...__ _--_ .—__.-- _— i 5-6-12 21-6-12 7-0-0 _—"" __ ——_. Plate Offsets(X Y);�14:0-1-8 Edgej,f15:0-1-8 Ed e —_ - — . _ -- __--- _ �—- -- _- — LOADING (PS{� SPACING 2-0.0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.28 18-20 >940 480 MT20 185/148 TCDL 10.0 Lumber increase 1.00 BC 0.86 Vert(TL) -0.44 18-20 >588 360 MT18H 185/148 BCLL 0.0 Rep Stress Incr NO NB 0.79 Horz(TL) 0.64 16 n1a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:136 1b FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat)*Except' TOP CHORD Strudural wood sheathing diredly applied or 6-o-0 oc purlins, t-5:2x4 HF 1650F 1.5E(flat) except end veRicals. BOT CHORD 2x4 HF 1650F t.5E(flat)'Except' BOT CHORD Rigid ceiling dirediy applied or 6-0-0 oc bracing. 1519:2x4 HF No2(flat) WEBS 2x4 DF Stud(flat) REACTIONS (Ib/size) 23=-532/0-3-8 (min.a1-8),22=2465/0-5 8 (min.a1-13),16=2097/0-38 (min.0-1-8) Max Uplift 23=-766(LC 5) Max Grav 23=89(LC 4j,22=2541(LC 2),16=2099(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/3415,3-4=0/3382,45=-950/0,5-6=-944/0,6-7=950/0,7-8=-2912/0, 8-9=-2912/0,110=2786/0,1d11=2786/0,11-12==-557/37�,12-13=-557/370, 13-14=0/596 BOT CHORD 22-23=-1593/0,21-22=920/0,20.21=0/2165,19-20=0/3090,18-19=0/3090, 17-18=0/1917,16-17=596/0 WEBS 13-16=-1083/0,2-23=0/1787,2-22=-2311/0,4-22=-2784/0,4-21=0/2062, 7-21=-1392/0,7-20=0/853,8-20=254/0,9-18=424/0,10.18=-253/0,11-18=0/1066, 11-17=1624/0,1&17=0/1251,14-16=1171/0 NOTES (9) 1)Unbalanced floor live loads have been considered for this design_ 2)All plates are MT20 plates unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d naiis applied to flat face. 4)Provide mechanical connedion(6y others)of truss to bearing plate capable of withstanding t001b uplift atjoint(s)except(jt=1b) 23=766. 5)This truss is designed in accordance wilh the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 5, �. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,�n • I;�-� 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss wfth 3-10d(0.131"X 3")nails. o,�'� ,.,��!r' Strongbacks to be attached to walls at their outer ends or restrained by other means. � �)t l � ��-t`�, f 8)CAUTION,Do not ered truss backwards. '�i� 'i� 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. �� LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Unrfortn Loads(pl� J v Vert:15-23=-10,1-14=100 +�r ti�� l7 �' Concentrated Loads(Ib) 1'r` ��{'��"=� �� Vert:14=-983 ��`S�1C);�";ll_�*y`� January 24,2013 tVAP}liPIG Y-�rzfi�ct�se<paa�Craram.ef��rrs axact RF.�Xt NC1TXs"5()N 77tt'a ANX7 INGLtJCJt�:A 1�1"i iYs"X Rk',PBRY.-;P�t'i's PA.Cf'bRII-7473 f�E:P!Jttf:"IJt-;7`.-,. �� D ign valid for u only wdh MT k connect¢This design is based only upon parameters shown,and is for an indrvidual bwlding mponen} Applicabilify af d slgn parameters and proper incorparation of componenf r sponsiblli}y of building dez gner not iruss des gne Bwcing shown is for laferal suppai of indiwdual web members only.Additionol temporary bracing to insure stabilify dunng consfr�cfion is the responsibillity oF ihe A�i l�i��> erecfa.Addifional permanenf bracing of fhe overall siructure is fhe responsibilily of}he building designer.For general guidance regarding [Yt fabncotion,quality control,storage,delivery,eredion and brocing,consult ANSI/fPll�ualify Criteria,D56-89 and eCSI euilding Component 7777 Green6ack Lane,Suite 109 Sal ty I formai 1 bi fr T PI f I f f f 781 N.Lee St �t,Sule 312 AI x d VA 22314 Ctllus Heights,CA,9561� It_.,�.r�e�r�P�ir _..: `� ,�-. : ..�,,�i i�:1,+he cir�iu�5 . -�--�° _ �_c<. Ut,9t��01�`l,;„L>C� -,c<_., >.;.-; � -- - -- Job Truss Truss Type Q�Y Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW 2556R5 FLOOR �09 Floor Truss � � R35811325 _., ._ JobReference�optional�_ -- .. _...— -- --------- -- __.. .__ The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Induslnes,Inc. Thu Jan 24 15:4122 2013 Page 1 I D:Qe_UtPHns?C2P7TSsC496kzsB61-9971EkuqAJ43MEm3P5GfvEUmf?tcYqC iXelFzs4?R 0-1-8 � 2-6-0 � �1 0.8 � �7 8�H_ scale-1:3�5 4s9- h3 I� 3Y6 FP= 1.Sx3 II 3a4= 7.Sx3 �I 3x3 _'_ _ __ __-- - Job Truss Truss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW 2556R5 FLOOR F10 FloorTruss 3 � R35811326 ._. _ Job Reference o tional — --- -- ---- ---. . .-------- The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc Thu Jan 24 15:4123 2013 Page 1 ID:pe_UtPHns?C2P7TSsC496kzsB61-eLh7R4vSxdCwJlpzc6dV87ngoB1kc00zRMGBqhzs4?Q 0.1-8 H � z-sio F 2�5�1� F--- 2��0�- --�-i -�-� �Bf�ie Scale=1:46 2 CANT.END NOT DESIGNED TO CARRY LOADS FROM BEARING WALLS. 3aii FP— 3z3= 4a9-- 3z12— 6�9= �4 �� 3a5— 15x3 II 3z3=�= 1.Sr3 I� 3fi= 15x3 I�SY6-=3u3-� 1 2 3 4 5 6 � 8 9 10 11 12 13 14 " _— �. __. _ --—__ _._ .— '_.._.._.___ �--_ — ___—...— — .— ..._'"."__. .—. z� � 26 �_ � �{ — —_— ____ `t�_ —__ .._..__ _—. �5 f 23 22 21 2(1 19 18 1] tfi 15 4a9= 4v12= 4x12�- 3v�= he MT18H FP-- Sx6= h3 �I h]= 3tt6�-� 56-12 _'_____.__ P-1-8 2&1-8 ....__..__--- _ ______ ___._._.__ — _ _ -- _____.__ .'__. F SG12 I 21-G12 1-0-0 _ — ......__ _— _—_ — _ — —._.__" _.___.. __-- "_"_ -- . . ._ Piate orrsets�x v�_L:o-�-a Edqel _ __ __ LOADING (p5{� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.28 18-20 >940 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.45 18-20 >572 360 MT18H 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:136 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat)`Except` TOP CHORD Structural wood sheathing diredly appiied or 6-0-0 oc purlins, 1-5:2x4 HF 1650F 1.5E(flat) except end verticals. 80T CHORD 2x4 HF 1650F 1.SE(flat)*Except* BOT CHORD Rigid ceiling diredly applied or 6-0.0 oc bracing. 15-19:2x4 HF No.2(flat) WEBS 2x4 DF Stud(flat) REACTIONS (Ib/size) 23=-583/0-3-8 (min.0-1-8),22=2565/0.5-8 (min.0-1-13),16=1064/0-3-8 (min.0-1-8) Max Uplift 23=-780(LC 5) Max Grav 23=39(LC 4),22=2568(LC 2),16=1067(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less ezcept when shown. TOP CHORD 2-3=0/3471,3-4=0/3438,4-5=-941/0,56=-935/Q 6-7=941/0,7-8=-2960/0, 8-9=-2960/0,&10=2884/0,10-11=2884/0,11-12==-706/0,12-13=-706/0 BOT CHORD 22-23=-1620/0,21-22=949/0,20-21=0/2188,1&20=0/3163,18-19=0/3163, 17-18=0/2040 WEBS 13-16=-1031/0,2-23=0/1818,2-22=-2343/0,4-22=-2814/D,421=0/2091, 7-21=-1420/0,7-20=0/881,8-20=254/0,9-18=319/0,10-18=-253/0,11-18=0/961, 11-17=-1518/0,13-17=0/1208 NOTES (9) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 23=780. 5)This truss is designed in accordance with the 2009 Intemationa�Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Memher end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10.0.0 oc and fastened to each truss wdh 3-10d(0.131"X 3")nails. ^+�1��'�' �y' Strongbacks to be attached to walls at their outer ends or reshain ed by other means. �,1�` �, ��rf� 8)CAUTION,Do not ered truss backwards. �' �? Ij-�`� �;�. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. �� i• '`� r. LOAD CASE(S) Standard t �� { )t) � �� r�f \�/:{`�!�`%CC�J:�" •�'': f,�'S'rC1:\'A'i.�,'�! January 24,2013 WAP.NdN43�Yerifi�drsit�n�urametc+is�n�cI RI'zA.t7 Pd!)1Ys.i(;N7711:5 RN1J dSJCLFli)FI7 7d7�7'L•'KREFZs'RY;dsti"Es'PA(iF,&'f1�7��'747:1 L3Ef'C)Rds'I.75F.'. ••� Design valid far use only wifh MTek wnnectors.This design is based only upon parameters shown,and is for an individual building mmponen}. Applicablli}y oi design parameters and proper inw�paation of component is responsibilify af building designer-nat fr�ss designer.Bwcing shown is for lateral supporf af individual web members only. Additional temporary bracing}o insure stability dudng construcfion is}he responsibillity of the �y n'�� erecfor. Additional permanenf bracing of the overall s}ructure is ihe respansibilify of ihe building designec Por general guidance regardfng IYI fab f q I ty f I t r g d I ry tio d b i g H ANSI/fPll Q 41y Crite DSe 89 and eCSI euildmg C mponenf 7777 Greenback lane,Suite 109 Sal fy I t mafi v tl.bl f Tru PI t I il f 781 N.L e St t S -le"il2 AI x d VA 22314 Cdrus Heighls CP.,95610 t<�,��<t��.rr,(n� _ �_�>> _� ^�F:��Ui vi_.�.�h�+1r��.3n . . r �..�° , �,-.c�i �U�'{ti�[U1�L��,�t.��G� .,se�...<��'�. ' --- -- _ - --- - _- _ Job Truss Truss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW �� R35811327 2556R5_FLOOR F11 �GABLE � � �_ � Job Reference o tion�__ ---� ..—_...__ __.._- �-- ---__-- � -- --- ___. The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlin,yton WA 7_350 s Sep 26 2012 MiTek Industries,Inc Thu Jan 24 15:4t26 2013 Page 1 ID:Qe UtPHns?C2P7TSsC496kzs661-2wMG46xKEYaUAUWIFACpIPJSOEOpSLQ7JVrROzs4?N o-i-e 13-10-4 .._.____.__ 12_7-0 p-7-8` 8 Hi .... ..._. . . ... ...� �- --_._. ._..___— __. ...__— —._._..._._ __..._.� 5 1�=1:46.4 CANT.END NOT DESIGNED TO CARRY LOADS FROM BEARING WALLS. y3 II 3a6 FP— 6Y18 MT18H 3x3 II 3z3-- 1 2 3 4 5 6 7 8 9 10 11 12 13 1d 15 16 1� 18 19 2f1 21 22 23 24 25 __-- — � _.'...._— _.— __- — �.::_.__. . ..I — _ _ � � �f � � _ _ — 53 0 I� � ___ _ __ �I� _ _ 52 - - u:�!. _ _ _ . 50 �9 48 1] 16 45 M 43 42 11 40 39 38 3] 36 35 31 33 32 � 31 � 30 � 28 2� 26 3x3 II 6vi8 MT18H- �6 FP= �3 II 3>6__ 118-0 2&1-e i-0-0 2-&0 4��0.0 S-0-0S�-1�2G&0 86� 9�0 16�8-0 12-o-0 _13-0-0 743a+ 1G0-0 1]-0-0 1&8-0 20.0-0 21-0-0 22-8-0 240.0 254-0 2G8� 2-1- � �--_+- ---,�--- f �-+ - �- - +- �-� --�-� -F __, �- R --� i-a�---. i-¢n. i�o-��¢.o-2.�zti�t��...�a-a 730.. _t-a-a__ i�❑ o-lt�tl�&��.��1-u.---��—t�-a_..__i�a_ i-a-o__i�-a___ i�-a i-ao i-s-u _ ��-o-o Plate Offsets(X Y): j26_0-1-8 Edge] _ ___ _ __ — <-- -,- - - __ _ __ - _—— --- _ _ _ _ __- _ _-_. LOADING (ps� SPACING 2-p-0 CSI DEFL in (loc) I/defl L/d 1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 VeR(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber increase 1.00 BC 0.09 Vert(TL) n/a - n/a 999 MT18H 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.51 Hoa(TL) 0.00 27 n/a n/a BCDL 5.0 Code IRC2009lfP12007 (Matrix) Weight:114 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat)'Except` BOT CHORD Rigid ceiling diredly applied or 1a40 oc bracing. 13-39:4x4 DF No2(flat) OTHERS 2x4 DF Stud(flat) REACTIONS Ali bearings 27-1-8. (Ib)- Max Uplift All upiift 100 Ib or less at joint(s)28 Max Grav All readions 250 Ib or less at joint(s)50,27,49,48,47,46,45,44,43,42,41,40,37,36,35, 33,32,31,30,29,28 except 38=355(LC 1),39=9643(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 1438=-344l0,13-39=9639/0 NOTES (12) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)Attach ribbon block to truss with 310d nails applied to flat face. 5)Gable studs spaced at 1-4-0 oc. 6)Provide mechanical connedion(6y others)of truss to bearing plate capable of withstanding 100 Ib uplifl at joint(s)28. 7)Non Standard bearing condition. Review required. 8)This truss is designed in accordance with the 2009 Inlemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Recommend 2x6 strongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 3-tOd(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrafned by other means. 11)CAUTION,Do not ered truss backwards. _ 12)A�I dimensions given in feet-inches-sixteenths(FFIISS)format. ��1�•�`� '�X 13)Truss to be fully sheathed from one face or securely 6raced against lateral movement(i.e.diagonal we6). �p+`'�,, '�� .`�� LOAD CASE(S) Standard ��,�, !. 1) Fioor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pt� - � VeR:26-50=-10,1-25=-100 Concentrated Loads(Ib) Vert:13=-9898 � � � `�= ��f.��\'�lS�C1t��r' , ,SIt);ti:1LY-,�: January 24,2013 WAR3JIN(x�Y��rifa�drve<far grurumc:t��rrs�rritt RP.P�.t?N£)7Xi:(DN TflXS ANA dNCL�tTDEtJ I�TY;K F2EFis'RR:RK'd;PAGE b1fF�7473 d3EP?:'�RE i.tS.fi. �� D gn valid for use only wdh M7 k connecto¢This design is based only upon parameters shown,and is For an indrviduol 6u'Id ng component. Applicobilify of design parameters and prope�incorparation of componenf is responsibility of building des gner not huss designer.Braang shown is for lateral suppat of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of ihe �N�� erecta.Addifional permanent bwcing of the overall siruc}ure is ihe respansibiltly of ihe building designec For general guidance regarding fYl fabncotion,quaAty confrol.storage,delivery,erection ond bracing,cons�.ili ANSI/rPll Qualify Criteria,DSB-89 and BGSI Bulding Componenl 7777 Greenhack Lane,Suite 109 Sat fy 1 farmnt v I bi fr m Trvss PI te I htut 781 N LPe St f S tle 312 AI xandna VA 22314 Coms Heights,CA,95610 ; : �,.,u-hcri Pi� ._'� � . .. .r-�:__x.itied, h�.�1,��iU[7 .. ��' �UU,i':'C^. bE�4L�C,u _ ..- ,�i-„ _-- -- - - -- � Jo6 Truss Truss Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW R35811328 C2556R5 FLOOR �F12 Floor TrUSS � 1 �ob Reference{optionap _ _ — _ _ ----- -- - — - — The Truss Co./Tri-Counly Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:41:27 2013 Page 1 ID:Qe_UtPHns?C2P7T5sC496kzs861-W5weHSyy?riLoe7kryhRMzyTeoXpYyUZMzEPzSzs4?M F Z-6-0 .. _ . ..{ swie=ti a.s 3r4= � 1x3 II z 3r:3�_- 3�*3 II y ____.__ ___ _ "._ ._ ._ . �I E. _. .. -—_— _ —"_ .___ ._—_—�r_ "'_ — _ . �`�\ �\ � \\ / 3x6= 7 _ 6 ..._.."_ 3x3— 1x3�� 7-10-8 �- .__. _..._.. _ __ ._ ..._ —_ ——___.___. _ . 7-10-8 ....—_. -- —. ___ . _. _._ ..._.. ._ ._ _.._.____ _— ._.. .... Plate Offsets(X Y): [4:0-1-S,Edqe] LOADING (P5� SPACING z_a0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLI 40.0 Plates Increase 1.00 TC 0.33 Vert(lL) -0.01 6-7 >999 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Vert(TL) -0.12 6-7 >788 360 BCLL 0.0 Rep Stress Incr YES WB 026 Horz(TL) 0.01 5 n/a n/a BCDL 5A Code IRC2D09/TPI2007 (Matrix) Weight:35 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Strudural wood sheathing diredly applied or 6-0.0 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly applied or t a 0.0 oc hracing. REACTIONS (Ib/size) 5=426/0-3-8 (min.a1-8),7=426/0-3-8 (min.0-t-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-421/0,2-3=601/0,3-4=-601/0 BOT CHORD 6-7=0/562 WEBS 2-7=-638/0,3-6=285/0,4-6=0/679 NOTES (4) 1)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 2)"Semi-rigid pitch6reaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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 to be attached to walls at their outer ends or restrained by other means. 4)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �,� - ti, 'j'j�;� ,��- �-- f� *�� `�4. : �.^�-f{ �- tf. �'2° Y �~ � � J ��Cr _1t) �7-,��1,�' O� �i�l�t�llj_��: ��rS'/t);!`��t.Y`" January 24,2013 WA,ftIJZNd��Y-.nfat r3rsiyra�c.�aramrl�.ms<xxtrLRF,hn d$f17XsS(:N77l1:ATd.1.7 7F7L`%[Tt)El7 P�Y7'tYslf RI?FEf27•:P1f`,Is'I'ACE 1,11f�7473 1#PFrtf2E i.t,��',T.;. �� D ig lid for u nly with M7ek connectors.This design is bosed only upon paramefers shown,and is for an indrvidual buildi g mponenf Appl cabtlify oF des gn paramefers and proper incorporation of componenf�s responsibdiiy of buAding des gner not truss designer Bracing shown is fo�laferal support of individual web members only.Addifional temporar}�bracing to insure sfabildy dunng consiruction is the responsibillity of ihe �'�e�r�- eciw.Additional permanenf bracing of ihe overall sirudure is ihe responsibility oF fhe buitding designec For general guidance regarding ii fabncafian.qualify coniroL sforage.delivery,erection and bracing.consul- ANSI/iPll Qualiiy Criteria,DS6-89 and BC51 euilding Componmt Safely Inlormafian available from Truss P�afe Insfitute,781 N.Lee Street.Sul'e 312,Alexandna,VA 22314_ 7777 Green6ack Lane,Suite 109 Cilrus Hei9hls,CP.,95610 li_�u�;rc[I,PtI ��i:��, _p�.,.i�i�:�d. i��.�;ft�n� . �Ut,-p1379_t,µl;C�i > �. ' - -- -- - ' Job Tn,ss 7russ Type Qty Ply TACOMA PEOPLE BLDRS./2556 R-5/RMW R35811329 2556R5_FLOOR F13 �oor Truss �1 1 � _ _ __ � Job Reference{o�ional) The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Thu Jan 24 15:4127 2013 Page 1 ID:Qe_UtPHns?C2P7TSsC496kzsB61-W6weHSyy?riLoe7kryhRMzyV?oZbY?iZMzEPzSzs4?M 0-1-8 2-E-0 H {...___-. - - . .. _ ___.- -__'__——� 3�= Scale=1:13.6 � 1x3 II 2 3r3-- 3 _ _- - - "..__ _..._ ....__ ..- ._ -X ...._- _"..._'-_ . / 6 / _ \ ___ / �\ / / \ _ �/ 5 �- 3i9- �- . .____. 5-�-8 .. . - _... ._- -_. _._.- ..._ ---_.-._ .._._- -_..__ 5-7-8 .__.-_ __- .'_.'- '-.___.____ Plate Offsets{X,YZ 3:0-2-O,Edgej LOADING (ps� SPACING 2-0-0 CSI DEFL in (ioc) I/defl Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 024 VeR(LL) 0.00 5 "*` 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.15 4-5 >435 360 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:30 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF SS(flat) TOP CHORD Strudural wood sheathing diredly appiied or 5-7-8 oc purlins, BOT CHORD 2x4 DF 2400F 2.OE(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly applied or 1 ao-0 oc bracing. REACTIONS (Ib/size) 5=293/0-3-8 (min.0-1-8),4=299/0-3-8 (min.0-1-8) FORCES (16)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 4-5=0/333 WEBS 2-5=-371/0,2-4=370/0 NOTES (6) 1)Attach ribbon block to truss with 3-10d nails applied to flat face. 2)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 3)"Semi-rigid pitchbreaks with fixed heels"Memher end fixity model was used in the analysis and design of this truss. 4)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 to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not ered truss backwards. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard o,t'�t.R� ,'y�,f' �' , O� '� S'�/ l- �ti '�� $•; �� , '� �t:�� . s.�� " �'�.!�`��:{;IS'€ti t��%��-``, �;�S,fCJ"':'_.`{�,��: January 24,2013 S§?hP.TliNti� Y�rife}riesityn�'rururncf�e�s�xa�d PP,1�FY IFf,17Y;S t?aV 77115 Atd73 FNCt.-�UDF,I,F F�SFi�K R1�Pt;Rfi:Nf;;[:PAGE h'TI�I-7473 i�fFC)RE 1.7SI;. �� Design valid for nly wiih MTek connecbrs.This d ig is based only upon pawmeters shown,and i f r n indrvidual building componeni Apphcability of des gn parameters and proper incorporat on of componenf is responsibili}y of building des yner not truss designer.Bracing zhown is for la}eral supporf af individual web members only. Addifional temporory biacing to insure stability during consir�cfion is ihe responsibillity of fhe �q��Te�.� erecfor.Additional permanent bracing of}he overoll structure is fhe respansibilify o(fhe building designer.For general guidance regarding €41 7 fabricofion,quali}y control,storage,delivery,erecfion and bracing,consult ANSIRPII Qualily Criteria,DSe-89 and eCSI eulding Componenf 7777 Greenback 1_ane,Suite 109 Saf H I format �I bl fr m Trus Plate In ffu}e 781 N.Lee St I S�ile 312 AI andna,VA 22314 Cdrus Heighls,CF�,95610 i?`_ �i :-;r�Fn _ .��i, �c.r�_.F�i .Lii� h i1�31:in � .. . _� . �.. �.�{ `i1�:!C11,.I�s .i.S(:if, - . .. . _. __ _ __. __ _ . . __..� n� z3 m D � ' � � � �'� \ c D r�„ � D o � �, D ``�a � �� Z D x rn ��p m J -y.. G) '- N `D � I I T O p W � rn J � C�3G�mo�Q a y ° fl a,�" D � � CQ� �O� C) � � ~ � �D � �� n O a Z 3 lD _� _O Z V� �c° ° nQ° o �� m�� »�o �� G) 3 0� 3 � o o � N m � o a_ Q �oo n D Q�o� Q� �. � � ° -a °� Q� �� p m ,� am � o �5.� �° ° p a-a � m � Z �fl �� Q �cQ N��a.oQ � � x ❑ f� m �3� '�,° < m �'� `° �x c�� m ° o �.�o aQ<„ CD � :m �c �.Q D � N3 ' ""o. � a� o or,� .��o.p� O � � �� =" ma o oQ �o Q � �(Q Q � O�cD O 3� p O �-cD �6 0 3 n Q � 6 � c �;:. � �y �.Q m � o � ��o �. f � � � Q � -� m� Z Qocm m � �D �� . �� Q � m Z --�� o -^ � m p� � o �.� � � . Q� Q �� a -. � o 0 � �� Q aQ �;�� c o _ Q � Q aQO. � �o�� Q Q°��.Q� D y �D �� o� �� .s m Q-� � � . � Q o o� o 0 Qo�� co Qa�� Q � o —�'� �, � o �o � � �3�Q�� n o � o � -•� z Q Q � �p C(fl Q ,3„ CD �' CD � � (D � N O 3 O- O 3"' � C m a� ° � 3o c� Q `° c° �� °o�Q� \ ;� m Q � '= � ��Q �m ��`. � 0�3 � �.��Q "' �' m 0 om cQC� o.� � � Q x co o � Q o � � �Q � � � � �� n — � -� �- C �' O�Q O C 3 ,G � � �� 3 O '^ � � � _+ rn m � z C1 �D�- TOP CHORD cD t„ A cn (� � c x ,_„a O "- `"o � <o w� n O 30 Oz °' ct-a � j -O �� `o� m � m � mCN (Q 1.�� (D �� C y H 4s � Q A 3� tn�� O W '� n �v ~�� ll � fl Z(D � �(D D cD -v [mi�m � ~ rr*+Z m m � °,� � (D —O (D 7 �(D �(D 7 �� Q � �� n � N � p � �r.��-�c3c�4m n� � � z� �z O � � A° <D3<„�N � rnw "" m •"'w u'� � m � �` m �a�D �,��C � NN y '^ r„� O C� � (p �p O-n 4 °'cD � � m' .v m V � W2-7 = N � -p r.� tn m � D-< Q � �° m�� oo °o`a �v' � �Z � A Q � � OO aco�� Doc\,o ;� W� � m z� 3 � o � �� • N � Q`oti�, o�� o� y ? �� = Q, c�o 3' p Q j cD (7 a�� v oo r D� ti' p�,. (D (D (p a Q N—+ m y m ti m � Q a IJ < c N .-i7 N � '- 4 J� �Q Z� 7 �7 � m� � n �i n � � � (D N �O� N m /n °' "'� � 3 �.,�/ � � Q O� a� Q O N m �-�-�i � p `y � � 3 ^'Qm� a � °' z z� � f � .. � �6 C N N � ti m �� ' W >a .... � Q � �-6 a O 7 - � cn O �O O D(7 � � m � � < m z a °� W3-6 c'' n � < � � O Q Q F ti m� ❑ N (D y� �X .p O 3 _ �Q .. �� n v c,� (D N _ O Z7 �m p (D A � � N v3, O � Cn C4-5 A N � � TOP CHORD Q O �D m V P U A W N -� O � � V o. (n A W N — � ^ D o �❑ � a m c N ❑ o (� o m _o o a -5 c �v ��(� N c �c s o 0 0-° l� o a� �z 6 3 f � a D L! C. `^� 4 a<. m� � o � o o �° o o m ❑� � � 3-o� m N o�'-� m� o �° � o�o °� o�a N �a Q � �� N-om �o ° = oo � o n = - 6 o s°� f.� �� cfl om 3 scoa '�m � �a o� CD �� .�f �� ❑ < 4 �3 coo co`�m �-<' m�m sm oo <� ° �-o m m m� 3m ca9 0 �o (Q p o ��m-6 co� � o °o ° °o a a a m m ❑ � °6 o m� �� ° �c� � ��° �m o m a� °� � O � om 3II � m°o °a ° o � m° oc "a �D m moo m� ��. m� � �o � m n� °o Q�° 3 s� � � � .� m ° �s� < m � °- �m m= i�o ��o �a�? ° � °-� -''�. co a� � �o 0 0�- Q°�N fl= � 0 3 p �mm m � ron ac5 c = � �� ° p �2 c o 6 a� �m m to _ � C� � � (7� � 0 �p❑ ❑ � (�.� 0 -'C O N C]Q 3 � O�c � N o� ❑N � C n � -O c� ��' n(4_.6 ��6 t�i] c � 3 osm � � � m �3 00 3o n�.� �a �a o� a�? n �c�u= o�- � o� a �°° O m� a o m ,� f N oo� a o° � N m° � � `° 3 0 0 o m o o-. o o a�$ a � o f s�°n �° m <.y `D� � g� � fl� � p /�� A a -o c � —m -.3 -s o� ��° m � �o a— -< °m � � m a� co Q Li m < �. �°a.� � � 3 °-° �a m� �° noo � � �D� f.c6u >oo '� N °a no m `°o � fo C o — a � oc z ❑ �a a�—m o� � �co , H m m ca o mm �° a �N o '" � ��-� co -oco 0o a �-• � � � o f' 3 � � �o - � � a °G�a <`° om y�. ca2 g o� �`� <'m'� 2 ' � � �-^ o ❑ a ° � �� -° -i-cn' � n �°m m � Q� z� -v f� N a o- � � m„ C � n c� 0 3�G n -� -p �3 � C7 c.p 3 .° \6 —0� � �� 5 °❑ � � Q O -O -�. �-O fl � �j O� � .. �j (D - �� (U O n� �� J' � <3 n O O 6� C�,�n a n � �.� cD �p 3� 'r O_ � � ��j � �.� �� p� � O� Q j —� � d� tn �M4 � � ° �� a f. � �o o ��H � a -°o �-°a oa _'o s � �� o Nco. � CD � o c p � � � o a a : c'p o �_. N v, � � " c�o � � �` � a � m ��- o c � � 3 ma a s� �Dm � ,�rsM � o m o o � ❑ --. � � � m � m co � � ° o � � � �- o 'a o- _ � �N �O o� 6 a m �� m � ' a,� � 1 3 ' a ��0 -o °° °- ° -3 'm m -., a < (� m _a � = 3 �� o N �cp � m o m � o _ � fs o �D a� o ca 3 N� CD � �m 3 �G � � � m � �