Loading...
Plans (32) CANTERBURY CREST BUILDING PERMIT NUMBER ADDRESS 1 BUP2005-00277 10871 SW CANTERBURY LN 2 BUP2005-00279 10857 SW CANTERBURY LN 3 BUP2005-00280 10845 SW CANTERBURY LN 4 BUP2005-00282 10839 SW CANTERBURY LN 5 BUP2005-00285 10831 SW CANTERBURY LN 6 BUP2005-00288 10819 SW CANTERBURY LN 7 BUP2005-00290 10807 SW CANTERBURY LN 8 BUP2005-00300 10801 SW CANTERBURY LN 9 BUP2005-00298 10813 SW CANTERBURY LN 10 BUP2005-00289 10775 SW CANTERBURY LN 11 BUP2005-00291 10769 SW CANTERBURY LN 12 BUP2005-00292 10765 SW CANTERBURY LN 13 BUP2005-00303 10771 SW CANTERBURY LN 14 BUP2005-00302 10779 SW CANTERBURY LN 15 BUP2005-00301 10783 SW CANTERBURY LN 16 BUP2005-00293 10739 SW CANTERBURY LN 17 BUP2005-00295 10731 SW CANTERBURY LN 18 BUP2005-00296 10723 SW CANTERBURY LN 19 BUP2005-00299 10715 SW CANTERBURY LN 20 BUP2005-00309 10711 SW CANTERBURY LN 21 BUP2005-00308 10719 SW CANTERBURY LN 22 BUP2005-00307 10727 SW CANTERBURY LN 23 BUP2005-00306 10735 SW CANTERBURY LN 24 BUP2005-00305 10743 SW CANTERBURY LN 25 BUP2005-00304 10749 SW CANTERBURY LN 26 BUP2005-00284 10797 SW CANTERBURY LN 27 BUP2005-00286 10793 SW CANTERBURY LN 28 BUP2005-00287 10789 SW CANTERBURY LN 29 BUP2005-00297 10825 SW CANTERBURY LN 30 BUP2005-00309 10711 SW CANTERBURY LN 31 BUP2005-00281 10863 SW CANTERBURY LN 32 BUP2005-00283 10877 SW CANTERBURY LN _ _ _ _ _ __ CrNTiR3LJY CREST C SIJREOY - 0004 .., ® Building Number 13 �, • "6 ©� 1-6 0 1-6 O 10735 New Address 39 11 - 1p8 10831 10819-' (10703)Old Address au" ,. 10807 3 � g,,1 1�, � ,...g0711> � � (10689) (10637) ,ale -add+=ems The—Some fro pnn% .'a,41 1\1 �,.,,�'y,r .h .h ��,y�.Y 9 f�6 , i Lab- :it0.,.�' .trf.=k-ry � ,.,t -, © * 4`�o� t f F • o;�1_ - '10825 ti- 1f r!` —i t"`•_• 7 10813' N. .oi`is,...4:3,s4.1;:y1Y71"*":0 �' LL �', ��� (10723) z+o (10675) 0106103) O �� , ��-'y'��� © :�` 1p � I'� 17:1-'. - .rte1 $� `'y` �', I �i0 � 1O lti !�ajr ►O 011 �'+,o- ! r �— Q� U , ��\ }?��,g � �1ti�1�® � R>�1�Q_" �s a s ��s .Dc �♦ So• .�;:1l 10 10769rr10765Ciib .� `� ♦ ■ ■ <}06 )''1~ 1 w `` .• 0011 ♦♦♦ 4rhi:`.�: ' iBei .® pgQ557>O'\ 00 �T ,� i, 1��� `. r a v Y �xi+ avers, ii nua �a■■n �••- iwi0L1 s` i- 1 1 ,`•- L1 +',.(r; ` �� 1f3 i.,'tiS� as "� Q.�+f ` �I'•_ ♦♦♦ ♦♦ •'3 a-� . 10—' 10771 ', ehl:.=ri�w ` y�,5 uv • .e, ,,0'l 01� y ,lA q� +� :� _ !;� <�06.7 ]0631) t .. n L1. �� L~';r`� '` 1�o�p i {1 '�9,•., i= O,�� � � +� � '�, .� ",0."+1015 � �3sci 4 ♦♦ ♦•� ©OD .. . 3 w (10573)\9tiA,1,f0 • +�` p ,- y�' ,,.. em p731 t 1p7 2q) + I I 5,\ I, ,,1 @ s. I �`~ `^'r� � a 10739 � C10679� L06 .1 ��,�,�!!!.-� r�'G.p � S `��� � � ;-. ©: `(10715) � ; a `" N-:i�' '�s� "°aZ" `�'` � l` � , a' �,1 ' '. Iai�fa�ai „,�.`k s 'a + s�C►� 1:Oa i �\9,�,` `�¢� ^, Y,��?1;3.x� s� iiia air �•F^ � ��e4 1�l�� t �o e. 711 - \� - t�` " ! � "^� y f6L f?�!._r-> 1 E 719 = 10 55)� rf of °., ¢ � r=""7 7:, '': 10 ) ` 0... y D 9 � s j072 010591 � <Nr �S,9 :�+ "1 '" 10735 ' 010639) 1 ' ge, :+ gVid\-Lk �„®f"%'� , '4 10743 » ` 010-87) ' ' + Fa.7".1 �1-4 \ 007.03) 1 i r j roilNO 94A- roll al MIII 0 1,4. ®1-4 11 �. 11111 005111 BETHANY STEWART CITY OF TIGARD roommil ENGINEERING DEPARTMENT NOTE: ALL ADDRESSES ARE OFF OF CANTERBURY LANE 13125 S.W. HALL BLVD. T I GARD TIGARD, G7223ADDRESS REVISIONS 1 8 BUP2005-00300 10801 SW CANTERBURY LN 29 BUP2005-00297 10825 SW CANTERBURY LN 9 BUP2005-00298 10813 SW CANTERBURY LN 30 BUP2005-00309 10711 SW CANTERBURY LN }` MS MO 13 BUP2005-00303 10771 SW CANTERBURY LN 31 BUP2005-00281 10863 SW CANTERBURY LN ' E'14 BUP2005-00302 10779 SW CANTERBURY LN 32 BUP2005-00283 10877 SW CANTERBURY LN �`'""'' 15 BUP2005-00301 10783 SW CANTERBURY LN 20 BUP2005-00309 10711 SW CANTERBURY LN ; 21 BUP2005-00308 10719 SW CANTERBURY LN 22 BUP2005-00307 10727 SW CANTERBURY LN MiTek Industries, Inc. 23 BUP2005-00306 10735 SW CANTERBURY LN 7777 Greenback Lane 24 BUP2005-00305 10743 SW CANTERBURY LN Suite 109 25 BUP2005-00304 10749 SW CANTERBURY LN Citrus oHne91s, 67CA, 190 95610 Telephone 916/676 1900 Re: 511205 Fax 916/676-1909 Polygon-Canterbury Townhomes-FEEF The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by BMC West-Sherwood, OR. Pages or sheets covered by this seal: R19186107 thru R19186144 My license renewal date for the state of Oregon is June 30,2006. -0414. �� "NI IA �V' d r 5 I 0 N, ' 1 f .. November 29,2005 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-1995 Sec. 2. } , rJob Truss Truss Type City Ply Polygon-Canterbury Townhomes-FEEF R19186107 51205 Al COMMON 2 1 Job Reference(optional) - BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:30:54 2005 Page 1 6-2-9i 11-10-4 I 17-6-0 l 23-1-12 l 28-9-7 I- 34-0-0 I 36-4-8 6-2-9 5-7-12 5-7-12 5-7-12 5-7-12 5-2-9 2-4-8 4x4 MI120= Scale=1:70.5 4 6.00 12 3x4 M1120i3x4 MII20� 3 5 3x4 M1120� 1 1.5x4 MI120 8 e� 3x4 MII209:5 • 2 4 1 /' _ \6 d - 3x8 MI120= 14 13 12 11 10 3x4MII200 3x4 M1120= 3x4 M1120= 8x8 MI120= 3x8 MI120= r 9-0-7 17-6-0 25-11-934-0-0 I 9-0-7 8-5-9 8-5-9 8-0-7 Plate Offsets(X,Y): [1:0-4-9,0.1-8],[10:Edge,0-2-8] TOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP CLL(Roof Snow 25.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.17 1-14 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.45 1-14 >909 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IBC2003ITPI2002 (Matrix) Weight:152 lb LUMBER BRACING ' TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. _ WEBS 2 X 3 SPF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-13 2 X 4 HF Std,4-13 2 X 4 HF Std,5-13 2 X 4 HF Std WEBS 1 Row at midpt 3-13,5-13,7-10 8-10 2 X 4 DF No.2 REACTIONS (lb/size) 1=1411/0-2-8,10=1585/0-2-8 Max Horz1=-163(load case 8) Max Upliftl=-142(load case 7),10=-227(load case 8) Max Grav1=1648(load case 2),10=1861(load case 3) , FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3008/279,2-3=-2610/253,3-4=-1626/194,4-5=-1628/206,5-6=-2137/204,6-7=-2251/192,7-8=-591/122,8-9=0/129, 8-10=-736/125 BOT CHORD 1-14=-292/2599,13-14=-162/1935,12-13=-56/1764,11-12=-56/1764,10-11=-71/2075 WEBS 2-14=-550/165,3-14=-38/664,3-13=-957/189,4-13=-78/1018,5-13=-791/170,5-11=0/346,7-11=-237/116,7-10=-1954/259 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and , - right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TOLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. R. "t 3)Unbalanced snow loads have been considered for this design. ` 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. `",<",:,%,,,,',1 ', t'' - 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f� ,,`' 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,10. '1/ 'E 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard —\''''' ',„ ,.,:-,-; ,,.,,.• .g—7 ' w! v,. 5 T„� eT November 29,2005 N R� r .1, xr. .&4,,, • ,MMN ','••",,,,,..- '' "P:m •,,q1,,,, . la?c .. k1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only vuth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 Applicability of design aramenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracing shown Citrus Heights CA,95610 PP Y 9 P P P P P P Y 9 g 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Wail erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI1 Building Component ivi iTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison.WI 53719. I. S Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R1918610 511205 A2 COMMON 8 1 Job Reference(optional) ' BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:30:55 2005 Page 1 6-1-1 11-8-12I 17-4-8 I 23-0-4 28-7-15 I 34-9-0 6-1-1 5-7-11 5-7-12 5-7-12 5-7-11 6-1-1 4x4 M1120= Scale=1:69.2 4 • I 6.00 12 3x4 M1120i3x4 M1120,:.3 5 11 1.5x4 MII20S\ 1.5x4 M1120/2 • 2 \ A'. :., N 1 7 [. FL• N d ® I; 3x6M1120= b 11 10 9 8 3x8 MII20= 3x4 M1120= 3x4 MI120= 3x4 M1120= 3x8 MII20= 8-10-15I 17-4-8 l 25-10-1 I 34-9-0 8-10-15 8-5-9 8-5-9 8-10-15 Plate Offsets(X,Y): [1:0-8-3,0-0-5],[7:0-8-3,0-0-5] TCLL 2 LOADING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.62 Vert(LL) -0.16 7-8 >999 240 MI120 185/144 TCDL 7,0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.43 7-8 >970 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:145 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Std *Except* WEBS 1 Row at midpt 3-10,5-10 3-10 2 X 4 HF Std,4-10 2 X 4 HF Std,5-10 2 X 4 HF Std REACTIONS (lb/size) 1=1451/0-2-8,7=1451/0-2-8 Max Horz1=-117(load case 8) Max Upliftl=-143(load case 7),7=-143(load case 8) Max Grav1=1667(load case 2),7=1667(load case 3) - FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3014/278,2-3=-2628/254,3-4=-1711/210,4-5=-1711/210,5-6=-2628/254,6-7=-3014/278 BOT CHORD 1-11=-306/2593,10-11=-180/1964,9-10=-78/1964,8-9=-78/1964,7-8=-190/2593 WEBS 2-11=-517/161,3-11=-35/637,3-10=-941/188,4-10=81/1087,5-10=-941/188,5-8=-35/637,6-8=-517/161 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;CategoryII;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. - 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `" 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ` 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1,7. / , 1 r y 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. ,d<: '' '-f LOAD CASE(S) Standard J,t; r R k 7 S j } November 29,2005 ,€ :.u,,.cs5.y_ .1,., 'i .11Y.`6`, :.." .3"'ae= i,;.. ..1°x,.,3 .41.Y . .i,,. k8,W, l... .,:� ?Ny^1 3 , t.' 5_,... sty,, ':,n1,sy. 1.✓., z:< f: WARNING-Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane imam a. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component `A ireke Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 'Y" • } Job ----1Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF 5'1205 A3 COMMON 4 1 R1918610 Job Reference(optional) ' BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:30:57 2005 Page 1 1-4-8I 6-2-9 I 11-10-4 I 17-6-0 I 23-1-12 I 28-9-7 I 340-0 I 36-4-8 1-4-8 6-2-9 5-7-12 5-7-12 5-7-12 5-7-12 5-2-9 2-4-8 4x4 MI120= Scale=1:71.6 6.0012 6 3x4 MI12Di 3x4 MII20� 3x4 MII20 i 5 7 3x4 MI120,:: 1.5x4 MII20\\q lAik, 8 �, q 3x4 M1120� 3 9 4 211:11° ��t0 0 • __ 1,Id - 3x8 MI120= 16 15 14 13 12 3x4 M1120= 3x4 M1120= 3x4 M1120= 8x8 M1120= 3x8 M1120= 9-0-7 I 17-6-0 I 25-11-9 I 34-0-0 i 9-0-7 8-5-9 8-5-9 8-0-7 Plate Offsets(X,Y): [2:0-4-9,0-1-81[12:Edge,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.15 2-16 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -0.41 2-16 >980 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:154 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. - WEBS 2 X 3 SPF Std 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-15 2 X 4 HF Std,6-15 2 X 4 HF Std,7-15 2 X 4 HF Std WEBS 1 Row at midpt 5-15,7-15,9-12 10-12 2 X 4 DF No.2 REACTIONS (lb/size) 2=1508/0-2-8,12=1583/0-2-8 Max Horz2=-154(load case 8) Max Uplift2=-195(load case 7),12=-226(load case 8) Max Grav2=1796(load case 2),12=1860(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69,2-3=-3005/266,3-4=-2585/230,4-5=-2359/242,5-6=-1622/194,6-7=-1624/204,7-8=-2137/204,8-9=-2250/192, 9-10=-591/122,10-11=0/129,10-12=-736/125 BOT CHORD 2-16=-278/2568,15-16=-157/1923,14-15=-53/1763,13-14=-53/1763,12-13=-70/2075 WEBS 3-16=-535/158,5-16=-28/643,5-15=-948/185,6-15=-76/1015,7-15=-791/170,7-13=0/346,9-13=-237/116,9-12=-1953/259 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and - right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. „,,,<77,72777:77`;',. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. \ z y,. , /.. - 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. --f ' -_;,§ 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,12. ', ,C,..,-,0` _ 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard7-7,,,- ,-;r"--7 X ,e� November 29,2005 € ;,.s y..... .' ,''',e43t ,: - - a, - -,, ...r8.1:u. /..,,.... ::::4 ',410M”.. aWtc-.;. <. 6 F,. ',)NO M,,. ? ,...v 'KW,Mir ':4' f�' WARNING-Verify design 7777 Greenback Lane �,:\ rift' gn parameters and READ NOTES ON TINS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. �� Design valid for use only vdth Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 �� Applicability of design aramenters and proper incorporation of component is responsibility of buildingdesigner not truss designer.Bracingshown Citrus Heights,CA,95610��1 PP b 9 P P P P P P Y 9 9 OW rrr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 111 regarding erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component M ITek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1, Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186110 511205 AGE COMMON 4 1 Job Reference(optional) ' BMC West--Sherwood,Sherwood,Or, 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11.30:59 2005 Page 1 1-1-4-81 17-6-0 I 34-0-0 1 36-4-8 1 1-4-8 17-6-0 16-6-0 2-4-8 Scale=1:66.8 4x4 MI120= 6,00 FT 11 10 12 g • 6 7 13 3x4 M1120 8 k, 14 3x4 M1120� 15 16 5 e� . 1111:17 4 18 • 31111 19 o 2 _.„„illigi I 1,11,61 20 - - - - ;; ;;;.�•;;;;;;;;;;;ccv.-.-•••-vrvv-v.•ovvvvvav=' 211 d 3x4 M 1120=••• •38• ••37•• ••36•• ••35• •34• ••33•• ••32❖•••31•••••••30••29 28 27 26 •25•• ••24 23 22 3x4 MI120= 3x8 MI120 11 I 34-0-0 34-0-0 Plate Offsets(X,Y): [22:Edge,0-3-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.18 21 n/r 120 MI120 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.25 Vert(TL) -0.22 21 n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 22 n/a n/a BCLL 0.0 Code IBC2003/TP12002Matrix B ( ) Weight:1881b CDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 11-31 REACTIONS (lb/size) 2=215/34-0-0,22=325/34-0-0,31=196/34-0-0,32=171/34-0-0,33=167/34-0-0,34=169/34-0-0,35=166/34-0-0, 36=177/34-0-0,37=132/34-0-0,38=264/34-0-0,30=171/34-0-0,28=167/34-0-0,27=168/34-0-0,26=169/34-0-0, 25=162/34-0-0,24=195/34-0-0,23=80/34-0-0 Max Horz2=-154(load case 8) Max Uplift2=-28(load case 5),22=-92(load case 8),32=-32(load case 7),33=-44(load case 7),34=-40(load case 7), 35=-41(load case 7),36=-40(load case 7),37=-39(load case 7),38=-48(load case 7),30=-29(load case 8), 28=-45(load case 8),27=-40(load case 8),26=-41(load case 8),25=-38(load case 8),24=-49(load case 8), 23=-133(Ioad case 9) Max Grav2=338(load case 2),22=476(load case 3),31=203(load case 3),32=243(load case 2),33=234(load case 2), 34=235(load case 2),35=232(load case 2),36=246(load case 2),37=187(load case 2),38=364(load case 2), 30=247(load case 3),28=233(load case 3),27=234(load case 3),26=237(load case 3),25=225(load case 3), 24=276(load case 3),23=106(load case 4) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-138/108,3-4=-87/113,4-5=-57/111,5-6=-48/105,6-7=-28/111,7-8=-47/117,8-9=-47/136,9-10=-47/157, 10-11=-51/171,11-12=-7/165,12-13=-10/135,13-14=-10/111,14-15=-10/111,15-16=0/112,16-17=-10/105,17-18=-11/108, '"w... 18-19=-48/126,19-20=-74/70,20-21=0/129,20-22=-412/102 ,,:,?,‘L � BOT CHORD 2-38=-94/154,37-38=-94/154,36-37=94/154,35-36=-94/154,34-35=-94/154,33-34=-94/154,32-33=-94/154, 31-32=-94/154,30-31=-94/154,29-30=94/154,28-29=-94/154,27-28=-94/154,26-27=-94/154,25-26=-94/154, / w ,, % 24-25=-94/154,23-24=-94/154,22-23=-94/154 WEBS 11-31=-163/0,10-32=-203/52,9-33=-194/64,8-34=-195/60,7-35=-193/60,5-36=-202/62,4-37=-160/53,3-38=-292/82, J'' t'- 1 12-30=-207/49,13-28=-193/65,1427=-195/60,15-26=-196/61,17-25=-189/59,18-24=-220/67,19-23=-110/106 -. NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left art . right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gableu- s End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. Y' 4)Unbalanced snow loads have been considered for this design. Continued on page 2 ( November 29,2005 ,,,,,mm,,,,,,,,,, ,,Kon ,. ...[ `. r,; 'i ;NEW SS. .,::.. 9 Pso �fTP' ,..:: t.4... ., :L,. ....5 , ;, .�<, 9?`T.::. . ---'4----5.' ..,; `°9T5%5 7777 Greenback Lane F',31 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. m �' Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights.CA.95610 IP Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown row A is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and BCSI1 Building Component rr ■w �rak® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 'Y ' , Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186110 5}1205 AGE COMMON 4 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or, 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:30.59 2005 Page 2 NOTES 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 1.5x4 MI120 unless otherwise indicated. 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 2-0-0 oc. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ,Bv- k .},i; ..a a„mow: i.dEu,,, • .. .:, ,;; ,... �- ..�:.::. � �5x�•.. �,� ::::_ :'�:_ --�v tom. :. "�?. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane De Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA.95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown rrrrw rY.r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719. S i Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186111 511205 B1 MONO CAL HIP 2 1 Job Reference(optional) " BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31 00 2005 Page 1 -1-4-8i 7-7-4 7-111-I1 14-5-4 21-5-8 1-4-6 7-7-4 0-4-7 6-5-9 7-0-4 Scale=1:40,3 4x5 MI120 3x8 M 1120= 3x5 MI120 II 3 4 5 6.00 12 •0I H-0-1 E 0 0 2 �_� 0cil 14,1 ® El _ 3x6M1120% 9 8 7 6 3x4 MI120= 3x4 M1120= 1.5x4 MI120 II 3x5 MII20= I 7-7-4 14-5-4 21-5-8 i 7-7-4 6-10-0 7-0-4 Plate Offsets(X,Y): [2:0-2-13,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.12 2-9 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.63 VertTL -0.26 2-9 >986 180 BCDL 7.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IBC2003ITPI2002Matrix BCDL 10.0 ( ) Weight:921b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. - WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-9 2 X 3 SPF Std,4-9 2 X 4 HF Std,4-6 2 X 4 HF Std WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=882/0-3-8,2=992/0-5-8 Max Horz2=127(load case 6) Max Uplift6=-125(load case 6),2=-127(load case 7) Max Grav6=1125(load case 3),2=1033(load case 2) - FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-1497/123,3-4=-1273/135,4-5=-103/40,5-6=-311/70 BOT CHORD 2-9=-180/1280,8-9=-189/1465,7-8=-189/1465,6-7=-189/1465 WEBS 3-9=0/280,4-9=-218/375,4-7=0/271,4-6=-1548/176 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25,0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 3 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i - 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - 8)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1 .J , LOAD CASE(S) Standard 11 7-- i ` . N,,,-7.';.-, 4 ! _. N November 29,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer-not truss designer Bracin shown Citrus Heights,CA,95611111111111-11-41 PP fY 9 P P p P P P Y 9 9 9 9011111111110111011 Ma NM is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 111111111111111 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T111 Quality Criteria,DSB-89 and BCSII Building Component M iTekx Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. 1. Job Truss Truss Type YP Qty Ply Polygon-Canterbury Townhomes-FEEF R19186112 5'11205 B2 MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:01 2005 Page 1 -1-4-8 I 7-7-4 l 9-11-11 I 14-5-4 I 21-5-8 1-4-8 7-7-4 2-4-7 4-5-9 7-0-4 Scale=1:40.3 4x5 MII20 i 4 X 3x8 M1120= 4x4 M1120 11 6.00 12 3 11 5 6 1 . I C AN. 0 h 2 LI 57 H Ex 3x6 MI120= 10 9 8 7 3x4 MI120= 3x4 MI120= 1.5x4 Mt120 11 3x5 MII20s I7-7-4 1 14-5-4 21-5-8 7-7-4 6-10.0 7-0-4 _ Plate Offsets(X,Y): [2:0-2-12,0-1-81,[6:Edge,0-3-8] TCLLLOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.79 Vert(LL) -0.11 2-10 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.25 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:95 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 '� TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. - WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-10 2 X 3 SPF Std,5-10 2 X 4 HF Std,5-7 2 X 4 HF Std WEBS 1 Row at midpt 5-7 - REACTIONS (lb/size) 7=941/0-3-8,2=1078/0-5-8 Max Horz2=145(load case 6) Max Uplift7=-135(load case 6),2=-162(load case 7) Max Grav7=1061(load case 3),2=1275(Ioad case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-1830/162,3-4=-128/0,3-11=-1509/251,5-11=-1509/251,5-6=-105/39,6-7=-317/69 BOT CHORD 2-10=-211/1506,9-10=-208/1337,8-9=-208/1337,7-8=-208/1337 WEBS 3-10=-101/299,5-10=-299/604,5-8=0/272,5-7=-1400/197 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. rF ; F 5)Provide adequate drainage to prevent water ponding. ,z, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, • 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 a LOAD CASE(S) Standard j I g \' November 29,2005 7777 Greenback Lane ....11111/30�l`.as WARNING Verb design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-9473 BEFORE USE.Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 709 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA.95610- r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of their erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ■■ 11 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/hit Quality Criteria,DSB-89 and BCSI1 Building Component M, ek6 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. ' Job I Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186113 511205 B3 MONO CAL HIP 2 1 . Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:02 2005 Page 1 4-4-4I _ 9-8-12 10-1(3 14-8-12 I 19-7-0 4-4-4 5-4-7 0-4-7 4-5-9 5-0-4 7. 4x4,- Scale=1:41.1 3x8= 2x4 II 3 4 5 iiri 6.0012 3x4 2 0 o• . b 3x5A1111 1 '`i Y Y 10 9 8 7 6 2x4 II 4x4= 3x8= 1.5x4 II 3x4= 4-4-4 i 9-8-12 i 14-6-12 19-7-0 i 4-4-4 5-4-7 4-10-0 5-0-4 TOL DING(psf)5 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.54 Vert(LL) -0.03 8-9 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:100 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-9 2 X 3 SPF Std,2-8 2 X 3 SPF Std,3-8 2 X 3 SPF Std 1-10 2 X 4 DF No.2,1-92 X 3 SPF Std - REACTIONS (lb/size) 6=807/0-2-8,10=807/Mechanical Max Horz10=177(load case 6) Max Uplift6=-118(load case 6),10=-76(load case 7) Max Grav6=927(load case 3),10=927(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1166/108,2-3=-863/98,3-4=-715/120,4-5=-33/49,5-6=-208/55,1-10=-874/92 BOT CHORD 9-10=-168/159,8-9=-161/973,7-8=-115/591,6-7=-115/591 WEBS 2-9=-135/65,2-8=-372/100,3-8=-19/139,4-8=-66/417,4-7=0/199,4-6=-875/118,1-9=-37/841 - NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. - 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7 77"j f 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s., - 7)Refer to girder(s)for truss to truss connections. �F` 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. �� 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,, , ,,,,',Q: LOAD CASE(S) Standard hr fF November 29,2005 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MB-7493 BEFORE USE. 7777 Greenback LaneFR =,.......,Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA, W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 111 III erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erectionand bracing,consult ANSI/D.11 Quality Criteria,056-89 and BCSII Building Component m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M'Tek • ‘, Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R1918611• 511205 B4 MONO CAL HIP 2 1 Job Reference(optional) ' BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:03 2005 Page 1 4-4-4i 9-8-12 i 12-1-3 14-6-12 1 19-7-0 i ` 4-4-4 5-4-7 2-4-7 4 2-5-9 5-0-4 4x4 Scale=1:41.1 X 3x8= 3x4 I I 3 12 5 6 6.00 12 • 3x4 2 6 3x6-Si"-, 1 -.. w Y _ 11 10 9 8 7 2x4 I I 5x5= 3x8= 1.5x4 I I 3x4= 4-4-4 9-8-12I 14-6-12 I 19-7-0 4-4-4 5-4-7 4-10-0 5-0-4 f) TOCLL ADING(Ps250 SPACING 2-0-0 CSI DEFL in floc) 1/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.58 Vert(LL) -0.04 9-10 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.09 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:104 lb LUMBER x BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10 2 X 3 SPF Std,2-9 2 X 3 SPF Std,3-9 2 X 3 SPF Std WEBS 1 Row at midpt 5-7 1-11 2 X 4 DF No.2,1-10 2 X 3 SPF Std REACTIONS (lb/size) 7=888/0-2-8,11=871/Mechanical Max Horz11=196(load case 6) Max Uplift7=-132(load case 6),1 1=-92(load case 7) Max Grav7=888(load case 1),11=1107(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1420/128,2-3=-1186/133,3-4=-109/0,3-12=-986/213,5-12=-986/213,5-6=-34/48,6-7=-216/53,1-11=-1051/108 BOT CHORD 10-11=-188/193,9-10=-184/1193,8-9=-128/614,7-8=-128/614 WEBS 2-10=-187/64,2-9=-245/76,3-9=-232/121,5-9=-123/611,5-8=0/199,5-7=-919/138,1-10=-48/1033 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. - 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. _ 7)Refer to girder(s)for truss to truss connections. .s t€ ; �. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. - 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t0 ",. LOAD CASE(S) Standard .,, s n,£ ° f r T1 ' November 29,2005 ,-,.RWM,,,,,,,, 'r;'"'", , 1M3,, ? f .,r,. NIM,,,,...„•, e$,. 7- . . : ... ;,, MWi. 11. ;....�..t.. ,.,, •r'. :s#fin,, 'VM..,':I,,?„S,. ",i'4',,',U''., ..• A A WARNING Verify design 7777 Greenback Lane fy g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE. ism Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 709 Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i-- a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 M ITek Job Truss Truss Type "—"--- YP Qty Ply Polygon-Canterbury Townhomes-FEEF R19186115 511205 B5 MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:04 2005 Page 1 4-4-4 1 9-8-12 } 14-1-3 141-6-112 19-7-0 1 4-4-4 5-4-7 4-4-7 0-5-9 5-0-4 1.5x4 II Scale=1:51.0 4 6 _ 4x4:,,-.... 114 11 6.00 12 3x8= 3x4 II 3 7 8 IA 3x4 2 0 3x6.41 b 1 ,I 1jy- 11r Y =.' : 'al 13 12 11 10 9 2x4 II 4x4= 3x8= 1.5x4 II 3x4= I 444 9-8-12 14-6-12 19-7-0 4-4-4 5-4-7 4-10-0 5-0-4 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.04 11-12 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.08 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:108 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9 2 X 4 HF Std,7-11 2 X 4 HF Std,7-10 2 X 4 HF Std,7-9 2 X 4 HF Std 1-13 2 X 4 DF No.2 • REACTIONS (lb/size) 9=820/0-2-8,13=812/Mechanical Max Horz13=220(Ioad case 6) Max Uplift9=-104(load case 6),13=-73(load case 7) Max Grav9=820(load case 1),13=1066(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1363/102,2-3=-1103/95,3-4=-120/51,4-6=-8/0,3-5=-904/190,5-7=-904/190,7-8=-33/50,8-9=-230/59,1-13=-1010/90 BOT CHORD 12-13=-207/183,11-12=-177/1144,10-11=-101/579,9-10=-101/579 WEBS 2-12=-177/65,2-11=-282/94,3-11=-130/140,7-11=-92/502,7-10=0/199,7-9=-880/130,1-12=-30/994,4-5=-163/52 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - i'', v 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , 1 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. ' 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6 ' 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ,. �, LOAD CASE(S) Standard rma November 29,2005 �... ¢., V :• 9959 14„.;+: �Fy`:a.� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane .�8 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610= PP fy 9 P P P P P P h1 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Illi 1 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSII Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 • Job Truss Truss Type Oty Polygon-Canterbury Townhomes-FEEF 819186116 511205 BG MONO CAL HIP Ply� 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:06 2005 Page 1 1 -1-4-8 1 5-6-12 5-11-11 12-1-4 16-8-8 I 21-5-8 1 1-4-8 5-6-12 0-4-15 6-1-9 4-7-4 4-9-0 Scale=1:40.3 4x12 MI120= 3x4 MI120= 5x10 M1120= 3x4 MI120= 3 6.00112 4 12 5 6 44 4,4.i 0 2 00101111111 1:3 5x6 MII20= 11 13 10 9 14 8 7 3x4 MI120= 5x10 MII20H= 6x6 M1120= 2x4 MI120 I I 4x8 MI120= 5-6-12 1 12-1-4 1 16-8-8 21-5-8 1 5-6-12 6-6-8 4-7-4 4-9-0 Plate Offsets(X,Y): [2:0-3-0,0-2-9],[3:0-6-10,0-1-4],[6:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.21 9-11 >999 240 MI120 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.45 VertTL -0.41 9-11 >620 180 MII2OH 165/146 BCLTCDL L 0.0 7.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:111 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, except 3-6 2 X 4 DF 2400F 1.7E end verticals. - BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF No.2 *Except* 8-9-8 oc bracing:9-11. 3-11 2 X 4 HF Std,4-11 2 X 4 HF Std WEBS 1 Row at midpt 4-11,5-7 REACTIONS (lb/size) 7=2189/0-3-8,2=2095/0-5-8 Max Horz2=94(load case 6) Max Uplift7=-474(load case 6),2=-379(load case 7) Max Grav7=2484(load case 3),2=2095(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77,2-3=-4282/839,3-4=-3825/779,4-12=-5678/1159,5-12=-5678/1159,5-6=-162/56,6-7=-368/116 BOT CHORD 2-11=-813/3879,11-13=-1192/5678,10-13=-1192/5678,9-10=-1192/5678,9-14=-729/3629,8-14=-729/3629,7-8=-729/3629 - WEBS 3-11=-30/976,4-11=-1998/457,4-9=-182/168,5-9=-533/2361,5-8=0/254,5-7=-3994/777 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and _ right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Ak:9 P i •' 5)Provide adequate drainage to prevent water ponding. " 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'gym 7)All plates are MT20 plates unless otherwise indicated. �° --\8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Y .)€ x 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1 '"" """'^°") 10)Girder carries hip end with 6-0-0 end setback. 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2881b down and 1361b up A `— °"T 5-8-8 on top chord,and 9251b down and 238Ib up at 12-1-4 on bottom chord. The design/selection of such special connection device(S ; is the responsibility of others. j 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). N 7rli t LOAD CASE(S) Standard ,7' Continued onP 9 a e 2 November 29,2005 ... ,,_± i,,., ',MK',4%;'XX:'MX - ... . XXX"1 ',X1 AM X y. €X 1 ;i'Y,A .:ice,, F. ;1, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ,......41Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. CURB 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown Citrus Heights,CA,95610w ...... PP ty 9 P P P P p P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 111111 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty rPly Polygon-Canterbury Townhomes-FEEF R19186116 511205 BG MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:06 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-123,2-7=-39(F=-19) Concentrated Loads(Ib) Vert:3=-288 9=-805(F) A; WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE. 7777 Greenback Lane �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610- pP b 9 P P P P P P N 9 9 9 9 41011.1110 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ■� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 Quality Criteria,DSB-89 and BCSI1 Building Component M/!�rek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186117 511205 BS MONO CAL HIP 2 1 , Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:08 2005 Page 1 -1-4-8 I 7-7-4I 11-11-11 I 14-5-4 I 21-5-8 1-4-8 7-7-4 4-4-7 2-5-9 7-0-4 1.5x4 MI12011 Scale=1:44.3 ' 6 4 4x8 MI120i 6.0012 1.5x, 112011 3x8 M1120= 4x4 M1120 11 3 5 13 7 8 100 a R 44 MI v- 2 1 • 3x5 MI120= 12 14 11 10 9 3x4 MI120= 3x4 MI120= 1.5x4 MII20 11 3x5 MI120= I 7-7-4 14-5-4 21-5-8 I 7-7-4 6-10-0 7-0-4 Plate Offsets(X,Y): [2:0-0-11,0-0-1],[8:Edge,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.09 2-12 >970 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.21 2-12 >428 180 TCDL 7.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 9 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:99 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - WEBS 2 X 4 DF No.2 *Except* WEBS 1 Row at midpt 7-12,7-9 3-12 2 X 3 SPF Std,7-12 2 X 4 HF Std,7-9 2 X 4 HF Std 4-5 2 X 3 SPF Std QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 9=545/0-3-8,2=324/8-1-0,12=1079/8-1-0 Max Horz2=179(Ioad case 18) Max Uplift9=-295(Ioad case 19),2=-506(Ioad case 20),12=-324(Ioad case 20) Max Grav9=914(load case 14),2=952(Ioad case 13),12=1378(Ioad case 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-1187/1061,3-4=-392/269,4-6=-56/0,3-5=-102/162,5-13=-102/161,7-13=-254/314,7-8=-652/582, 8-9=-333/74 BOT CHORD 2-12=-982/959,12-14=-401/940,11-14=-501/1040,10-11=-501/1040,9-10=-501/1040 WEBS 3-12=-835/215,7-12=-1298/525,7-10=0/268,7-9=-1053/527,4-5=-195/89 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. «„ 3)Unbalanced snow loads have been considered for this design. a `' P 4)This truss has been designed for 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ;,,,,,':ri - 5)Provide adequate drainage to prevent water ponding. \ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1 9)This truss has been designed for a total drag load of 1700 lb, Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-1-0 for 210.3 plf. °"^ 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard ' N,t Is 3 0 L.E, i ... ...... November 29,2005 L,,„ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane —...e Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DS8-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. [Job Truss Truss Type city Ply Polygon-Canterbury Townhomes-FEEF R19186118 511205 Cl MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31.09 2005 Page 1 -1-4-8I 6-1-4 6)5-11 12-11-4 I 19-11-8 1-4-8 6-1-4 0-4-7 6-5-9 7-0-4 • Scale=1:37.6 4x4 MII20 7- 3x8 MII20= 3x5 M1120 II 3 4 5 6.00 FIT 5x6 MI1201:- \� 2 r 9 8 7 6 2x4 MI120 I I 5x8 MI120= 1.5x4 MI120 II 3x5 M1120,-- . II20=- 6-1-4i 12-11-4 I 19-11-8 6-1-4 6-10-0 7-0-4 Plate Offsets(X,Y): [2:0-2-11,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.07 7-8 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.16 7-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.83 HOrz(TL) 0.03 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:93 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8 2 X 3 SPF Std,4-8 2 X 4 HF Std,4-6 2 X 4 HF Std,2-8 2 X 3 SPF Std WEBS 1 Row at midpt 4-6 REACTIONS (lb/size) 6=822/0-5-8,9=927/0-5-8 Max Horz9=126(load case 6) Max Uplift6=-122(load case 6),9=-109(load case 7) Max Grav6=1075(load case 3),9=927(load case 1) - FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-1198/112,3-4=-1073/123,4-5=-100/40,5-6=-309/71,2-9=-862/137 BOT CHORD 8-9=-116/361,7-8=-184/1375,6-7=-184/1375 WEBS 3-8=-2/219,4-8=-344/158,4-7=0/287,4-6=-1449/170,2-8=-97/982 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. E 5)Provide adequate drainage to prevent water ponding. '''r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s°" r,' - 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1 - LOAD CASE(S) Standard V\s,,,,,k):I,::'.- ', 'r: 'i ,,,,,' ,, : :i„'f 1 : ( 0 November 29,2005 w vr, , , ,...<,.. O ...,. ;ter,.. FR: /sSS WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane �m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 109 Applicability of design paramenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer Bracingshown Citrus Heights,CA.95610 PP tY 9 P P p P P Y 9 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the II erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. A ` • Job Truss Truss Type j Qty Ply Polygon-Canterbury Townhomes-FEEF R19186119 511205 C2 MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:10 2005 Page 1 -1-4-8 6-1-4 8-5-111 12-11-4 { 19-11-8 1-4-8 6-1-4 2-4-7 4-5-9 7-0-4 Scale=1:37.6 4 4x4 M1120 X 3x8 MI120= 4x4 M1120 II 6.00 FT 3 11 5 6 MO w 1 , 4x5 M1120 '...3' 2 e 10 9 8 2x4 MI120I I 4x8 MI120= 1.5x4 MI120 II 3x5 MI120= I 6-1-4 I 12-11-4 I 19-11-8 i 6-1-4 6-10-0 7-0-4 Plate Offsets(X,Y): [6:Edge,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.06 8-9 >999 240 M1120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.41 Vert(TL) -0.15 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 7 n/a n/a BCLL 0.0 Code IBC2003rTPI2002 (Matrix) Weight:96 lb BCDL 10.0 LUMBER ,,,,, BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-9 2 X 3 SPF Std,5-9 2 X 4 HF Std,5-7 2 X 4 HF Std,2-9 2 X 3 SPF Std WEBS 1 Row at midpt 5-7 REACTIONS (lb/size) 7=875/0-5-8,10=1019/0-5-8 Max Horz10=145(load case 6) Max Uplift7=-132(load case 6),10=-147(load case 7) Max Grav7=1018(load case 3),10=1175(Ioad case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-1417/139,3-4=-128/0,3-11=-1176/223,5-11=-1176/223,5-6=-103/40,6-7=-315/70,2-10=-1106/174 BOT CHORD 9-10=-128/315,8-9=-202/1261,7-8=-202/1261 WEBS 3-9=-181/210,5-9=-414/362,5-8=0/287,5-7=-1316/191,2-9=-136/931 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. _ 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ f 1, a ' - 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 �/ % , LOAD CASE(S) Standard t,�.— < 11 r '2,%-/<>7,,, .:,Pi E f. 'ON i .is a u: November 29,2005 _.. „.,,. �� ,, :ate �.,•,,>,:,'�: 3$s,E•, , ��:':>. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane � ® Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610�•�� Applicability of design parameniers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown = is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component M iTek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ‘. Job Truss Truss Type [Qty Ory Ply Polygon-Canterbury Townhomes-FEEF R19186120 511205 C3 MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:11 2005 Page 1 5-0-5 10-1-4 19-5-111 14-11-4 19-11-8 5-0-5 5-0-15 0-4-7 4-5-9 5-0-4 4x4 M1120:1- Scale=1:42.3 3x8 MI120= 2x4 M1120 11 3 4 5 6.00 12 3x4 MUM!, 2 i ' • 3x4 MI120 I I 1 9 8 7 6 3x8 MI120= 3x8 M1120= 1.5x4 MI120 I1 3x4 MI120= 1 10-1-4 14-11-4 1 19-11-8 1 10-1-4 4-10-0 5-0-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.16 8-9 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.60 Vert(TL) -0.39 8-9 >601 180 TCDL 7.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IBC2003/rP12002 BCDL 10.0 (Matrix) Weight:100 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8 2 X 3 SPF Std,3-8 2 X 3 SPF Std,1-92X4DF No.2 2-9 2 X 3 SPF Std - REACTIONS (lb/size) 6=826/0-5-8,9=826/0-5-8 Max Horz9=178(load case 6) Max Uplift6=-118(Ioad case 6),9=-80(load case 7) Max Grav6=939(load case 3),9=958(load case 2) - FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-590/11,2-3=-909/94,3-4=-758/115,4-5=-34/48,5-6=-208/55,1-9=-443/50 BOT CHORD 8-9=-183/1040,7-8=-117/599,6-7=-117/599 WEBS 2-8=-400/143,3-8=0/164,4-8=-53/462,4-7=0/149,4-6=-885/122,2-9=-726/143 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard `1 c � .. ift,1 DA 06 November 29,2005 IIIRMM:rl; z._. a ,., a �:.a� .. max; ........ 'r „ • ... , •. r QA. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane r_�m `•"'"' Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights.CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the S erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719, I Job Truss Truss Type Qty I Ply Polygon-Canterbury Townhomes-FEEF R19186121 511205 C4 MONO CAL HIP 2 1 Job Reference(optional) ` BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:12 2005 Page 1 5-0-5 I 10-1-4 l 12-5-11 14-11-4 19-11-8 5-0-5 5-0-15 2-4-7 2-5-9 5-0-4 4x4 M1120 TD 4 Scale=1:42.3 X 3x8 M1120= 3x4 M112011 3 11 5 6 - 6.0012 0 tw 3x4 M1120 i 2 Ito 7 3x4 M1120 II II. aPilrr 1 1 c r irdi fel 1133 10 9 8 7 4x6 MI120= 3x8 MI120= 1.5x4 MI120 I I 3x4 MI120= I 10-1-4 I 14-11-4 I 19-11-8 I 10-1-4 4-10-0 5-0-4 TOADING(Psf) 250 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP CLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.72 Vert(LL) -0.16 9-10 >999 240 MI120 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.39 9-10 >600 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:103 lb LUMBER , BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-9 2 X 3 SPF Std,3-9 2 X 3 SPF Std,1-10 2 X 4 DF No.2 WEBS 1 Row at midpt 5-7 2-10 2 X 3 SPF Std • REACTIONS (lb/size) 7=909/0-5-8,10=888/0-5-8 Max Horz10=197(Ioad case 6) Max Uplift7=-132(Ioad case 6),10=-95(Ioad case 7) Max Grav7=909(Ioad case 1),10=1135(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-655/24,2-3=-1242/130,3-4=-109/0,3-11=-1039/209,5-11=-1039/209,5-6=-34/48,6-7=-216/53,1-10=-486/60 BOT CHORD 9-10=-217/1284,8-9=-130/629,7-8=-130/629 WEBS 2-9=-292/120,3-9=-197/147,5-9=-111/662,5-8=0/149,5-7=-941/142,2-10=-961/153 • NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. - 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i-) ` )-, " 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. .� - 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 1 r�) \ LOAD CASE(S) Standard „ r\ rt nv ,,,,:i..: ^w moi E f, November 29,2005 tr- l `r,1/4 . iyayat>dc ryal• ,Lc `.x:far o- , n_m .*ww.- ..viN4h7iLmmft ZNWVMyryl yy NS .,. .. ,* WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane a l Design valid for use only vmth MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracingshown Citrus Heights,CA,95610�� 9P P P P P g rY g 9 9 a is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186122 511205 C5 MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:14 2005 Page 1 6-1-0 13-8-4 14-1(3 19-7-0 1 6-1-0 7-7-4 0-4-15 5-5-13 5x8 M1120= Scale=1:52.9 3x4 MI120 11 3 4 6.00 12 3x4 MI120 2 V tit a5 3x8 MII20 i 1 a 11 ein r=te 8 7 6 5 2x4 MI12011 4x4 M1120= 3x4 MI120= 3x6 MI120= 6-1-0 13-8-4 19-7-0 1 6-1-0 7-7-4 5-10-12 Plate Offsets(X,Y): [3:0-4-0,0-1-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.06 6-7 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.17 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz( )TL 0.02 5 n/a n/a BCDL 10.0BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:103 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Std *Except* WEBS 1 Row at midpt 4-5,2-6,3-5 2-7 2 X 3 SPF Std,1-82X4DF No.2,1-72X3SPF Std REACTIONS (lb/size) 5=807/0-5-8,8=807/Mechanical Max Horz8=240(load case 6) Max Uplift5=-111(load case 6),8=-87(load case 7) Max Grav5=807(load case 1),8=1059(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-1418/128,2-3=-749/98,3-4=-46/66,4-5=-262/73,1-8=-995/110 BOT CHORD 7-8=-230/264,6-7=-158/1171,5-6=-109/514 WEBS 2-7=-43/195,2-6=-733/159,3-6=-17/495,3-5=-880/118,1-7=-25/923 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fir 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Refer to girder(s)for truss to truss connections. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard , o r�j:t1'r November 29,2005 ?. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cit109 Applicability of design aramenters and proper incorporation of component is responsibility of buildingdesi ner-not truss designer.Bracing shown Citrus Heights,CA,95610 PP N 9 P P P P P P Y 9 9 9 vaLitlgif b for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 11 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute 583 D'Onofrio Drive,Madison WI 53719 M'Tek , Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186123 511205 CG MONO CAL HIP 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:15 2005 Page 1 -1-4-8I 4-1-4 4)5- 1 8-9-4 14-3-8 I 19-11-8 H1-4-8 4-1-4 0-4-7 4-3-9 5-6-4 5-8-0 Scale=1:37.6 4x5 MI120--5- . 3x4 MI120= 4x10 M 1120= 3x4 M 1120= 6.00 Hy 3 r4 12 5 6 3x6 M1120- 0 2 c ® maY 11 10 13 9 14 8 7 3x4 M1120 11 6x10 M1120H= 6x6 MI120= 2x4 MI120 11 5x6 MI120= 4-1-4I 8-9-4 14-3-8 19-11-8 4-1-4 4-8-0 5-6-4 5-8-0 Plate Offsets(X,Y): [6:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.16 8-9 >999 240 MI120 185/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.29 8-9 >817 180 MII20H 148/108 TCDL 7.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:107 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins, except 3-6 2 X 4 DF 2400F 1.7E end verticals. - BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF No.2 *Except* WEBS 1 Row at midpt 4-10,5-7 3-10 2 X 3 SPF Stud,4-10 2 X 3 SPF Stud,5-9 2 X 4 HF Std 5-7 2 X 4 HF Std REACTIONS (lb/size) 7=1525/0-5-8,11=1684/0-5-8 Max Horz11=92(load case 6) Max Uplift7=-310(load case 6),11=-292(load case 7) Max Grav7=1821(load case 3),11=1684(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-2609/491,3-4=-2342/458,4-12=-3988/762,5-12=-3988/762,5-6=-178/55,6-7=-349/99,2-11=-1586/313 - BOT CHORD 10-11=-111/273,10-13=-795/3988,9-13=-795/3988,9-14=-550/3009,8-14=-550/3009,7-8=-550/3009 WEBS 3-10=-40/633,4-10=-1890/376,4-9=0/375,5-9=-271/1085,5-8=0/286,5-7=-3137/550,2-10=-408/2173 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. ;� 3)Unbalanced snow loads have been considered for this design. t ),,�* 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. t ` ,,% 5)Provide adequate drainage to prevent water ponding. , 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are MT20 plates unless otherwise indicated. " $ 8)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)Girder carries hip end with 6-0-0 end setback. 11)Special hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1441b down and 681b up at j 4-2-8 on top chord,and 6951b down and 1791b up at 8-9-4 on bottom chord. The design/selection of such special connection device(s) ,<:\:-..,„•,:::''' s u L is the responsibility of others. \-1/ -•?n S > , / 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 1"'^ ` >,(2, LOAD CASE(S) Standard Continued on page 2 , lig November 29,2005 ...J:::,,-kgi§iia ,,'..MNESO1y :,lt•, , :.:l g y_r ', ,,a,',<MAM,' , k 00 ,W, K f:�:'I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-74 73 BEFORE USE. Suite 109 7777 Greenback Lane V�� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA.95610 r Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Man erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criteria,DSB-89 and BCSII.Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186123 511205 CG MONO CAL HIP 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:15 2005 Page 2 LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,3-6=-97,7-11=-30(F=-10) Concentrated Loads(Ib) Vert:3=-144 9=-605(F) �. .. _. _.. .. . ..',''d; " 'A...... ate.?,. YAM,al €,e .. x. i ..., .. ,. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. 7777 Greenback Lane r_�m Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the AVIA erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSII Building Component M iTek°° Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF 511205 D1 ROOF TRUSS 6 1 R1918612 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:16 2005 Page 1 I -1-4-8 I 6-1-0 I 12-0-8 1-4-8 6-1-0 5-11-8 Scale=1:24.4 4x4 MI120= 3 6.00 12 4 2 _ I" 1 s 5 3x4 MI120= 1.5x4 MI120 II 3x5 MI120-.Z.- 6-1-0 12-0-8 6-1-0 5-11-8 Plate Offsets(X,Y): [2:0-1-3,0-0-1),[4:0-1-4,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.06 4-5 >999 240 MI120 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.45 VertTL -0.11 4-5 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC20031TPI2002 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 3 SPF Std REACTIONS (lb/size) 4=485/Mechanical,2=601/0-5-8 Max Horz2=70(load case 7) Max Uplift4=-47(load case 8),2=-109(load case 7) Max Grav4=563(load case 3),2=732(load case 2) _ FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-711/73,3-4=-714/61 BOT CHORD 2-5=-20/561,4-5=-20/561 WEBS 3-5=0/270 • NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Refer to girder(s)for truss to truss connections. C;' ,fit ,, ", ' 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1 ,� '`' \g „ r x..... LOAD CASE(S) Standard a f r t g my h /..«w.,...9 November 29,2005 ml, .:: :3 M . ON ..:::dam" t? F Et >11q1B1,1101:, 1, 141 ,_ ..,w c, rte " .,., ,%: .z,,? ii.,. i r i s. €tlWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Citrus Heights,CA.95610= e Applicability of design pdiamentwsand beincorporation Additional of component is bracing osinsur of stability designer-not otruss designer.Bracing shown 11-V1111111 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component 'A Safety Inlormation available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Tekm Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186125 511205 DGE ROOF TRUSS 2 1 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11 31:17 2005 Page 1 1 -1-4-8 1 6-1-0 1 12-2-0 { 13-6-8 1 1-4-8 6-1-0 6-1-0 1-4-8 Scale=1:25.4 4x4 MI120= 5 1.5x4 M1120 I Ial 1.5x4 MI120 11 6.00 12 4 6 1.5x4 MII20 11 r I 1.5x4 MII20 11 3 7 IIII 2 'i A AA 8 i •r r r r r r oo g t 1 ::2_S_:•:_•_:•:_❖:_❖44+::❖:❖:•;: :;:;:444!: :;::�:�_:�._�:_:_:.__:;:;:;:.::: ::•3::❖:❖:❖: :❖:❖:•: A:❖:❖::: :: ::❖:❖:❖:•:�:�:•: :�:�:�� 3x4 M1120=•• •••1.5x4 MI12011•••• ••1.5x4-MI12011 • ••1.5x4 M11201•• 4 4 1.5x4 M112011•• ••1.5x4 M1120II•• ••3x4 M1120= 12-2-0 12-2-0 TCLL OADING(psf25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 9 n/r 120 MI120 185/148 TCDL 7,0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 9 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=202/12-2-0,8=202/12-2-0,12=150/12-2-0,13=174/12-2-0,14=148/12-2-0,11=174/12-2-0,10=148/12-2-0 Max Horz2=61(load case 7) Max Uplift2=-66(load case 7),8=-78(load case 8),13=-48(load case 7),14=-15(load case 7),11=-47(load case 8),10=-15(load case 8) Max Grav2=294(load case 2),8=294(load case 3),12=150(load case 1),13=254(load case 2),14=199(load case 2),11=254(load case 3),10=199(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-68/33,3-4=-56/52,4-5=-62/70,5-6=-62/64,6-7=-56/31,7-8=-68/24,8-9=0/68 - BOT CHORD 2-14=0/54,13-14=0/54,12-13=0/54,11-12=0/54,10-11=0/54,8-10=0/54 WEBS 5-12=-112/0,4-13=-209/64,3-14=-178/49,6-11=-209/63,7-10=-178/49 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. —•,„, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r, , 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. "' 7 - 8)Gable requires continuous bottom chord bearing. ;' ,7 ty 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1, LOAD CASE(S) Standard Vi;>';‹,.:(4,Z:' 1,r 1.'-,''-'''',::,,,ly > d I.E November 29,2005 ,,,iP„ .,. em e.. ,,,„,,,,J,,, ,,.. . sv,. ::ate err i ,,M ,,, o. .:,: ', xa'? O,. . .. you .. E ; --4,7,Mr""''' 41:.?, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH--7473 BEFORE USE. 7777 Greenback Lane ,111m.1111II Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown - r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I- -I erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component M.!!!,,■��� ek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job — --- -._—_ Truss -- - ---- Truss Type Oty Ply Polygon-Canterbury Townhomes-FEEF R19186126 511205 El ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:18 2005 Page 1 i -1-4-8 I 5-3-4 I 10-6-8 11-11-0 1-4-8 5-3-4 5-3-4 1-4-8 • Scale=1:22.5 4x4 MI120= 3 6,00 12 2 4 q eo I 1 ♦ . 5 d 6 3x4 M1120= 1.5x4 MI120 II 3x4 M1120= 5-3-4 I 10-6-8 5-3-4 5-3-4 TCLL OADING(Psf) 250 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.33 Vert(LL) -0.02 4-6 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.05 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:37 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Std REACTIONS (lb/size) 2=526/0-5-8,4=526/0-5-8 Max Horz2=55(load case 7) Max Uplift2=-102(load case 7),4=-102(Ioad case 8) Max Grav2=653(Ioad case 2),4=653(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-577/46,3-4=-577/46,4-5=0/70 - BOT CHORD 2-6=-2/449,4-6=-2/449 WEBS 3-6=0/228 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - LOAD CASE(S) Standard , 76:::77 ,:,::.:,,,,,,,,,, , :,.:, "-- fig. t: t November 29,2005 WARNING-Verify7777 Greenback Lane a design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. ��m Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 moo is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a.. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 111 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M iTek Job Truss Truss Type Qty 'Ply Polygon-Canterbury Townhomes-FEEF R19186127 511205 EGE ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:20 2005 Page 1 -1-4-8I 53-4 I 10-6-8 11-11-0 1-4-8 5-3-4 5-3-4 1-4-8 • Scale=1:22.5 4x4 MI120= 4 1.5x4 MII20 II1.5x4 MI120 II 6.0012 5 3 6 2 o _ • = Ia 1 i i•i•i i i i�i•�•i iiii'i'i'.'.'�' i :i'i iii i•i iiii0•i0•.. -•-•----••••------••---•- • •••••--•- ••••••••--♦- ---------- • -••••••-•♦-♦ 3x4 MI120= 1.5x4 M1120 II 1.5x4 M1120 II 1.5x4 M1120 II 3x4 M1120= I 10-6-8 I 10-6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 7 n/r 120 M1120 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 7 n/r 90 TCDL 7.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=229/10-6-8,6=229/10-6-8,9=105/10-6-8,10=249/10-6-8,8=249/10-6-8 Max Horz2=55(load case 7) ' Max Uplift2=-71(Ioad case 7),6=-82(load case 8),10=-43(load case 7),8=-42(load case 8) Max Grav2=331(load case 2),6=331(load case 3),9=105(Ioad case 1),10=347(load case 2),8=347(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-84/60,3-4=-67/62,4-5=-67/57,5-6=-84/60,6-7=0/68 • BOT CHORD 2-10=0/50,9-10=0/50,8-9=0/50,6-8=0/50 WEBS 4-9=-82/0,3-10=-282/78,5-8=-282/77 NOTES _ 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P P } 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. N 1 r - 8)Gable requires continuous bottom chord bearing. ,,,; t r 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 '= LOAD CASE(S) Standard l . f , Y' 7 November 29,2005 ...E€,qtr 1 ,Im:•-•, ,.,,, u..a „'. . . .._. a »,; za, tom:•mtb. . :• aWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE- 1 7777 Greenback lane m Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and I for an individual building component. Sure 109 Applicabilityof design arnters and proper incorporation of component Is responsibility of buildir designer-not truss designer Brain shown Citrus Heights,CA,95610• 9 JrP p P P P P Y 9 9 9 9 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 11 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Till quality Criteria,DSB-89 and BCSI1 Building Component M iTekt Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF 511205 Fl COMMON 6 1 R19186128 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11.31:21 2005 Page 1 -1-4-8I 4-5-0 I 8-8-8 1-4-8 4-5-0 4-3-8 4x4 MI120= Scale=1:22.6 3 6.00 12 rte, 3x4 MI120-2- 3x4 MII20-,.' 4 2 '� �� N M— _M ►_• 1,1 >/ 6 50 1.5x4 MI120 I I 3x8 MI120= 1.5x4 MI120 I I 4-5-0i 8-8-8 4-5-0 4-3-8 TCLL LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.47 Vert(LL) -0.01 6-7 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7 2 X 4 DF No.2,4-5 2 X 4 DF No.2 REACTIONS (lb/size) 7=460/0-5-8,5=345/0-2-8 Max Horz7=61(load case 7) Max Uplift7=-88(load case 7),5=-32(load case 8) Max Grav7=570(load case 2),5=402(Ioad case 3) FORCES (Ib)-Maximum Compression/Maximum Tension - TOP CHORD 1-2=0/78,2-3=-352/36,3-4=-333/32,2-7=-536/105,4-5=-369/47 BOT CHORD 6-7=-55/25,5-6=-6/7 WEBS 3-6=-2/130,2-6=0/255,4-6=0/256 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. - 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ .'' �y LOAD CASE(S) Standard 7" I I November 29,2005 T ,1. , r :bst0,, ,° t,: ,,.. : v Mr''' :.: A, ... :I1 ,r: , 4, -o al._: ow.. :1 W 7..� a: tr. t �y RF` WARNINGVer{(y design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane r_moil, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 109ME Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer,Bracing shownis Citrus Heights,CA,95610 elo. support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the AVMS erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. ► Job Truss Truss Type Oty Ply Polygon-Canterbury Townhomes-FEEF R19186129 511205 FGE ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:22 2005 Page 1 -1-4-8 4-5-0 I 8-10-0 I 10-2-8 I 1-4-8 4-5-0 4-5-0 1-4-8 4x4 M1120= Scale=1:23.0 4 6.00 12 1.5x4 MII20 II 1.5x4 MI120 II 5 3 2x4 MI120 II 2x4 MII20 I I 6 2 7 i••• ••• •.O❖.•i.• ••••••••••••i•ii0•i••••••.•••••••••••••%i•i•i•i•i••i•i•i••••i i ••i•i•••i••••••i•i•i•i•i•i••••i•i0••i•i•i•i•i• •••••__ •• •_ ••••_i•%•O_••%•4•••••.•i i•i•i•i•••••%•%•%•%•%•••%••%•i•i•i'i•i•i•i•i•i•••••i•i•i••_•••••i•i•i•••••••i•0••••••• • 1.5x4 M1120 H •••••••1.5x4MI120 II ••1.5x4 M1120 II ••1.5x4 MI12011••••• ••• 1.5x4 M1120 II 8-10-0 8-10-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.02 7 n/r 120 M1120 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.03 7 n/r 90 TCDL 7.0 Rep Stress[nor NO WB 0.03 Horz(TL) -0.00 8 n/a n/a BCLL 0.0 Code IBC20031TPI2002 BCDL 10.0 (Matrix) Weight:39 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4HFStd REACTIONS (lb/size) 12=191/8-10-0,8=191/8-10-0,10=190/8-10-0,11=169/8-10-0,9=169/8-10-0 Max Horz12=-51(load case 8) Max Upliftl2=-68(load case 7),8=-72(load case 8),11=-45(load case 7),9=-42(load case 8) Max Grav12=297(load case 2),8=297(load case 3),10=190(load case 1),11=231(load case 2),9=231(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-12=-270/85,1-2=0/78,2-3=-36/99,3-4=-23/111,4-5=-23/111,5-6=-36/99,6-7=0/78,6-8=-270/88 BOT CHORD 11-12=-92/57,10-11=-92/57,9-10=-92/57,8-9=-92/57 WEBS 4-10=-153/0,3-11=-193/60,5-9=-193/59 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t";"7-777, 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). , '., 10)Gable studs spaced at 2-0-0 oc. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r mm November 29,2005 M WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design aramenters andproper incor oration of component is responsibility of buildingdesigner-not truss designer.Bracingshown Citrus Heights,CA,95610 PP N 9 P P P P Y 9 9 is for lateral support ofindividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tell Quality Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. Job Truss Truss Type --"— yP Qty Ply Polygon-Canterbury Townhomes-FEEF RI9186130 511205 GG ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:23 2005 Page 1 4-4-0 8-8-0 4-4-0 4-4-0 • 5x6 MI120= Scale=1:18.5 2 6.00 12 1141Ali/AIILN\11 i! ago Id ,/ 54 0111211A13x10 MI120// 3x10 M1120\\ 4x8 M1120= 4x8 M1120=- 3-2-4 1120=3-2-4 i 5-5-12 i 8-8-0 3-2-4 2-3-7 3-2-4 Plate Offsets(X,Y): [1:0-4-0,0-1-15],[3:0-4-0,0-1-15] TCLL LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.07 4-5 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.13 4-5 >738 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:38 lb LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins. BOT CHORD 2 X 6 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 DF No.2 REACTIONS (lb/size) 1=3128/0-5-8,3=3128/0-5-8 Max Horz1=-28(load case 8) Max Uplift1=-493(Ioad case 7),3=-493(Ioad case 8) Max Grav1=3179(load case 2),3=3179(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4613/709,2-3=-4613/708 BOT CHORD 1-5=-607/4061,4-5=-431/2859,3-4=-606/4061 WEBS 2-5=-336/2295,2-4=-336/2295 • NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. • 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ 7)Girder carries tie-in span(s):34-9-0 from 0-0-0 to 8-8-0 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). a LOAD CASE(S) Standard r 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,1-3=-698(F=-678) -a A t„ ^ yr” November 29,2005 ... _., '� .....E_i.. .1 .. ,,;tea.,, ,'1,1485M11.11734 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. 7777 Greenback Lane �minek Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. SsriuHeights,CA,95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/M1 Quality Criteria,DSB-89 and BCSn Building Component ivi iTek� Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF 511205 — 819186131 GGE ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 172004 MiTek Industries,Inc. Mon Nov 2811:31'242005 Page 1 -1-4-8 4-4-0 8-8-0 10-0-8 -H 1-4-8 4-4-0 4-4-0 1-4-8 Scale=1:19.3 4x4 M1120= 4 'I 1.5x4 M1120 ( 1.5x4 M1120 II 6.00 NY 5 3 ■ • • 6 2 I 111111111111111.- • .:0❖:❖:O' 7 ii ❖ il : 1 "i:ii•i� i ❖i•4iJ.❖i❖iiV.iiiiiiil iiiiiiiiiiiii•+•i'�•ii•%i%%ii%�� +lul . • 2x4 MI120= 1.5x4 M1120 I I 1.5x4 M1120 11 1.5x4 M1120 II 2x4 M1120— 8-8-0 I 8-8-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.03 7 n/r 120 MI120 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.05 Vert(TL) -0.03 7 n/r 90 TCDL 7.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:34 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=203/8-8-0,6=203/8-8-0,9=130/8-8-0,10=184/8-8-0,8=184/8-8-0 Max Horz2=49(load case 7) Max Uplift2=-73(load case 7),6=-82(load case 8),10=-28(load case 7),8=-28(load case 8) Max Grav2=296(load case 2),6=296(load case 3),9=130(load case 1),10=253(load case 2),8=253(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-73/32,3-4=-61/53,4-5=-61/45,5-6=-73/30,6-7=0/68 BOT CHORD 2-10=0/44,9-10=0/44,8-9=0/44,6-8=0/44 WEBS 4-9=-9613,3-10=-202/53,5-8=-202/53 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ri 8)Gable requires continuous bottom chord bearing. "- _ 9)Gable studs spaced at 2-0-0 oc. 10)This truss is designed in accordance with the 2003 International Building Code section 2306,1 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard November 29,2005 31 -((: . rqg '12n VC" ..''"WAR a"�ia,n`R MM11.1 :1.•. ., 'Oh , ;. ;:.'1,EVK r •: IMM... /2\ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII 7473 BEFORE USE. 7777 Greenback LaneSuite , Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cmtr sl09 Heights,CA,95610 �_ IP Applicability of design paraenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown $� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the , 111 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality.Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. _� _ Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186132 511205 HG ROOF TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11.31:26 2005 Page 1 -1-48i 4-4-0 i 8-8-0 10-0-8 i 1-4-8 4-4-0 4-4-0 1-4-8 4x5 MI120 I I Scale=1:24.7 3 ,. 6.00112 14 4x5 M1120----- 4x5 MII20� 4 2 th ,� 5 M .. • . .. ii M .. 2x4 MII20 I I 8x8 MI120= 8x8 M I120= 2x4 M 1120 11 I 2-11-8 1 5-8-8 8-8-0 1 2-11-8 2-9-0 2-11-8 Plate Offsets(X,Y): [7:0-4-0,0-4-12],[8:0-4-0,0-4-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.04 7-8 >999 240 MI120 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.63 Vert(TL) -0.07 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:51 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 X 4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8 2 X 3 SPF Stud,3-7 2 X 3 SPF Stud REACTIONS (lb/size) 9=3311/0-5-8,6=3311/0-5-8 Max Horz9=-51(load case 8) Max Uplift9=-558(load case 7),6=-558(load case 8) Max Grav9=3425(load case 2),6=3425(load case 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-2790/446,3-4=-2790/446,4-5=0/78,2-9=-2630/441,4-6=-2630/441 BOT CHORD 8-9=-41/60,7-8=-274/1924,6-7=-7/10 WEBS 3-8=-195/1210,3-7=-195/1210,2-8=-387/2641,4-7=-386/2641 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. I 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ,:;,...,,,,,,,,,,,2,,,,,,,f`4?:; 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. ,r° '"/�, 8)Girder carries tie-in span(s):35-0-0 from 0-0-0 to 8-8-0 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). $ re LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,3-4=-64,4-5=-64,6-9=-703(F=-683) , ,,, November 29,2005 ,. v, a IG 4€€....... ... . ..ffi ,,,q,, :i.Ym d_,I'. s..mmagm,.,a,. „,,, .;,:t. - sa%:J ... ..,.,: - :-., :, -,.-70;,*,,I. 4 ..::P wm za,., WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only v rth MiTek connectors,This design is based only upon parameters shown,and is for an individual building component. Suite 109 M��� 1.1lateral Applicabilityof design parvidual '-and mbe r incorporation Additional oflcomponent is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI1 Building Component M ire46 Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186133 511205 HGE COMMON 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11.31.27 2005 Page 1 -1-48 4-4-0 8-8-0 I 10-0-8 1-4-8 4-4-0 4-4-0 1-4-8 4x4 M 1120= Scale=1:24.7 4 • 6.00 FE 1.5x4 MI120 I 1 1.5x4 M1120 11 3 5 2x4 M1120 2x4 M1120 11 2 6 7 0 so • •::❖:•:❖:O•:❖:❖:•:❖:❖:❖:❖::::❖:❖:❖::❖:❖:❖:❖:❖J:❖:❖:❖:❖:❖:::❖:•::❖:❖:❖:•:::•:•:• ..........,......................................❖.❖.•D.❖.❖ODD.•.•.❖.•.D. 1.5x4 MI120 I I 1.5x4 M1120 I I 1.5x4 M1120 11 1.5x4 MI120 11 1.5x4 M1120 II 8-8-0 8-8-0 TCLL OADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.35 Vert(LL) -0.02 7 n/r 120 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.03 7 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 12=189/8-8-0,8=189/8-8-0,10=187/8-8-0,11=167/8-8-0,9=167/8-8-0 Max Horz 12=52(load case 6) Max Upliftl2=-69(load case 7),8=-71(load case 8),11=-50(load case 7),9=-48(load case 8) Max Grav12=294(Ioad case 2),8=294(load case 3),10=187(load case 1),11=225(load case 2),9=225(load case 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/78,2-3=-40/69,3-4=-27/84,4-5=-27/84,5-6=-40/69,6-7=0/78,2-12=-270/89,6-8=-270/91 BOT CHORD 11-12=-66/52,10-11=-66/52,9-10=-66/52,8-9=-66/52 WEBS 4-10=-151/0,3-11=-184/59,5-9=-184/58 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10)Gable studs spaced at 2-0-0 oc. „.z 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard iH i.,. i1 November 29,2005 �fua� WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane �m Design valid for use only With MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610�� motwiwim is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 101111111111111 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 qualify Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R1918613 511205 JB1 MONO TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31.28 2005 Page 1 33-5l 6-0-0 12-0-3 3-3-5 2-8-11 6-0-3 4 ';, l Scale=1:34.6a ► 6.0013- 3x4 MI120i ►1 or 2 � '��0O12 . i I► : e' ►. 4x6 MI120 6 5 3x6 MI120 II 2x4 MI120,-: 3-3-5 6-0-0 I 3-3-5 2-8-11 Plate Offsets(X,Y): [1:0-0-15,0-0-1] LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.54 Vert(LL) -0.03 6 >999 240 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.04 1-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) -0.03 4 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:34 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. ` WEBS 2 X 3 SPF Stud QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (lb/size) 1=810/0-5-8,4=143/0-5-8,5=723/Mechanical,3=372/0-5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO TI- Max Horzl=329(load case 15) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Upliftl=-1625(load case 14),4=-71(load case 15),5=-135(load case 15),3=-186(Ioad case 14) Max Grav1=2382(load case 9),4=146(load case 8),5=749(load case 8),3=388(load case 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-4042/3170,2-3=-1817/1665,3-4=-96/49 BOT CHORD 1-6=-2769/3405,5-6=-1371/1872 WEBS 2-6=-164/811,2-5=-1035/296 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. - 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5)Refer to girder(s)for truss to truss connections. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,3. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 510 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0 for t 510.0 plf. 9)Girder carries tie-in span(s):12-2-0 from 0-0-0 to 6-0-0 . 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-229(F=-209),1-4=-64 ', '',./.,':„ v November 29,2005 45, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mu 7473 BEFORE USE. 17777 Greenback Lane �N® Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is responsibility of buildingdesigner-not truss desi ner.Bracingshown Citrus Heights,CA,95610___ 9 p P p P P p 9 9 i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. a Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186135 511205 JB2 ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:29 2005 Page 1 i -1-4-8 1 6-0-0 l 13-11-11 1-4-8 6-0-0 7-11-11 4 _ Scale=1:38.5 • ►t 6.00 12 3 m m 2 Ira 2x4 MI120= 5 I 6-0-0 6-0-0 LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.84 Vert(LL) -0.05 2-5 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-5 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:32 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=202/0-5-8,2=291/0-5-8,5=57/Mechanical,3=531/0-1-8 Max Horz2=242(load case 5) Max Uplift4=-96(load case 5),3=-252(load case 5) Max Grav4=202(load case 1),2=296(load case 7),5=113(load case 2),3=531(Ioad case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-209/109,3-4=-133/68 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=S.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,3. ,.,., 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .. ,, t � - LOAD CASE(S) Standard j f November 29,2005 ?iia O :;i=lk 1,1 -M °EMr, ,.i f',-,'',:,,MM4.. .mM — ,A:N .. a -.:.. ..3: , €.' ',V- :e Fy WARNING Verifydesign 7777 Greenback Lane ?y g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M!l-7493 BEFORE USE. r_ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Sure 109 Applicability of design parawenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 �,,,,,r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the II erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI1 Building Component --- Safety Information available from Truss Plate Institute.583 D'Onohio Drive,Madison,WI 53719. MiTek • ) Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R1918613 511205 JB2A ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31.30 2005 Page 1 -1-4-8i 6-0-0 13-11-11 1 15-11-11 1-4-8 6-0-0 7-11-11 2-0-0 5 Scale=1:42.9 4_. Id 6,00 12 3 m 2 3liLli 2x4 MI120= 6 1 6-0-0 6-0-0 LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow 25.0) Plates Increase 1.15 TC 0.74 Vert(LL) -0.05 2-6 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-6 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003(TPI2002 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=299/0-5-8,6=57/Mechanical,3=497/0-1-8,4=371/0-5-8 Max Horz2=290(load case 5) Max Uplift3=-229(load case 5),4=-216(load case 5) Max Grav2=310(load case 7),6=113(load case 2),3=497(load case 1),4=371(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-261/105,3-4=-134/102,4-5=-114/0 BOT CHORD 2-6=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. ».. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' ` ', � ' LOAD CASE(S) 'Standard `c",.-1.''� , n a ,,, art r t1 ; I 3! i,t_ November 29,2005 it ;.Pitt ..:.:::.it w„ ....1! ..i.:. 3,,,.,r i,•• .,,,. '...vcrr;=:ry,,, 1;war, 1,; .s.,'mos,'•,' WARNING-Verifydesign 7777 Greenback Lane ��• ,?� gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. 7777Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Citrus Heights,CA.95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MN! is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS11 Building Component M ITek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186137 511205 JB2B ROOF TRUSS 4 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11 X31'31 2005 Page 1 1 -1-4-8 1 6-0-0 1 11-11-11 15-11-11 16121-4 1-4-8 6-0-0 5-11-11 4-0-0 0-f-9 5Scale=1.43.4 1.4to 4 6.00 r1T CA rcli -. c m 3 rj 2 101 2x4 M 1120= 7 6-0-0 i 6-0-0 f) TCLL OADING(Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 2-7 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0,34 Vert(TL) -0.14 2-7 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=324/0-5-8,7=57/Mechanical,3=402/0-1-8,4=332/0-5-8,5=122/0-5-8 Max Horz2=282(load case 5) Max Uplift3=-192(load case 5),4=-157(load case 5),5=-65(load case 5) Max Grav2=324(load case 1),7=113(load case 2),3=402(load case 1),4=332(load case 1),5=122(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-247/97,3-4=-137/76,4-5=-72/31,5-6=-23/0 BOT CHORD 2-7=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. , 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 �,' R °*. " LOAD CASE(S) Standard i (61 ' ' '' ' — ,j.A. - "j November 29,2005 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback Lane m...® Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citru 109SLOE Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 mom is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. M iTek Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186138 511205 JB3 MONO TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:33 2005 Page 1 -1-4-8 I 6-0-0I 8-2-12 I 16-2-4 1 1-4-8 6-0-0 2-2-12 7-11-8 7 Scale=1:49.8 6.0012 1.5x4 MII20 I I 6 a d 1.5x4 MII20 1I 5 r 1ihI MII204 r 2 � 1., ..rti •••10•• •9• •• 4x6 M11208 1.5x4 M 1120 II 1.5x4 M I I20 II 1.5x4 MI120 I I • 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.00 2 >999 240 MI120 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.00 2-10 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.05 Horz(TL) -0.03 7 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:41 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 3-8-9 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb/size) 2=195/6-0-0,8=-159/6-0-0,7=203/0-5-8,10=127/6-0-0,9=253/6-0-0,6=608/0-5-8 Max Horz2=324(load case 5) Max Uplift2=-1523(load case 10),8=-159(load case 9),7=-96(Ioad case 14),10=-31(load case 15),9=-82(load case 14), 6=-288(load case 15) Max Grav2=1723(Ioad case 9),8=78(Ioad case 14),7=203(load case 9),10=150(load case 8),9=253(Ioad case 9), 6=609(Ioad case 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-3635/3313,3-4=-2342/2177,4-5=-1263/1020,5-6=-209/135,6-7=-137/68,5-8=-71/173 BOT CHORD 2-10=-2908/2902,9-10=-1990/1984,8-9=-970/964 • WEBS 3-10=-105/57,4-9=-211/103 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. � i 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 5 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - 7)Gable studs spaced at 2-0-0 oc. , t 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,6. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 510 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0,_, for 510.0 plf. , LOAD CASE(S) Standard i November 29,2005 t,n a. :. mama, ..-:v .,mu ,rut' :-,gihx «d yy1igWega, iWM•iinitcW /f is WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109li designp proper p p g designergBracing Citrus Heights,CA,95610M. Applicability of aramenters and ro er incorporation of component is responsibilityof buildin -not truss designer. shown r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the III erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 4 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI1 Building Component MiTek' Safety Information available from Truss Plate Institute.583 D'Onofrio Drive,Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186139 511205 JC1 MONO TRUSS 2 1 Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:34 2005 Page 1 3-3-5 6-0-0 8-8-3 3-3-5 2-8-11 2-8-3 4 Scale=1:25.5 6.00 12 3 4x4 M1120 D *716.1 2 0 05 0-112 6 5 4x6 M1120= 2x4 MI120 H 2x4 MI120� • 3-3-5 6-0-0 3-3-5 2-8-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.02 6 >999 240 MI120 197/144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.03 6 >999 180 TCDL 7.0 ert( ) BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:29 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (lb/size) 1=611/0-5-8,5=525/Mechanical,3=314/0-5-8 Max Horz1=296(Ioad case 15) Max Uplift1=-1612(Ioad case 12),5=-85(load case 15),3=-211(load case 14) Max Grav1=2184(load case 9),5=548(Ioad case 8),3=441(Ioad case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-3823/3157,2-3=-1793/1667,3-4=-125/0 BOT CHORD 1-6=-2720/3212,5-6=-1322/1678 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT WEBS 2-6=-129/586,2-5=-797/225 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 8)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 510 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0 for i,.s`';':'- f :, 510.0 plf. 10)Girder carries tie-in span(s):8-10-0 from 0-0-0 to 6-0-0 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 11 Uniform Loads(plf) Vert:1-5=-159(F=-139),1-4=-64 se r November 29,2005 ;'!•1 ,... P�F..,€E v.,€ .:fes +1::_. • .lg,R j ..S i..0t, „,i .,... v '. .o:� �.&: . •«,P WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane monomer Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is responsibility of buildingdesigner-not truss designer.Bracingshown Citrus Heights,CA,95610 '' l is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII quality Criteria,DSB-89 and BCSIl Building Component MiTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719. r Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186140 511205 JC2 ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11'31:35 2005 Page 1 1 -1-4-8 1 6-0-0 i 11-11-11 1-4-8 6-0-0 5-11-11 4 IaScale=1:33.3 1.1 6.00 F-12- 3 • r1 m r1 LC 1 2c ./ 2x4 MII20= 5 a 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 2-5 >999 240 MI120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-5 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2003/TP12002 (Matrix) Weight:29 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=139/0-5-8,2=318/0-5-8,5=57/Mechanical,3=439/0-1-8 Max Horz2=211(load case 5) Max Uplift4=-66(load case 5),2=-12(load case 5),3=-208(load case 5) Max Grav4=139(load case 1),2=318(load case 1),5=113(Ioad case 2),3=439(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-168/100,3-4=-101/46 BOT CHORD 2-5=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,3. ,mmw 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y s, ,.L",•. ' LOAD CASE(S) Standard g,> �"fs� 7 f I -:,<,,,,I, November 29,2005 5` 5fiilir €'. ., 'ii.: 3 ...!'.-.. -ice aosIA,819idai. .=IM:.i1 `..... - ...- ,,,-.1;0=,' ',,,um?, *fir:. F,% u. ,/,;\ WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. 7777 Greenback Lane .....IP. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 111 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and BCSI1 Building Component M iTe4 m Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. • \t t r Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186141 511205 JC2A ROOF TRUSS 2 1 Job Reference(optional _ BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11 31:36 2005 Page 1 -1-4-8I 6-0-0 11-11-11 13-11-11 1-4-8 6-0-0 5-11-11 2-0-0 5 Scale=1:38.5 4 ►t �d 1111111111 ►t 6.00�12 3 m 2 'J - 2x4 M1120= 6 • 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.05 2-6 >999 240 MI120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-6 >503 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight:32 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=325/0-5-8,6=57/Mechanical,3=398/0-1-8,4=316/0-5-8 Max Horz2=259(load case 5) Max Uplift3=-180(load case 5),4=-192(load case 5) Max Grav2=325(load case 1),6=113(load case 2),3=398(load case 1),4=352(load case 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-220/96,3-4=-116/78,4-5=-114/0 BOT CHORD 2-6=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.Opsf;Category 11;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. - 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard November 29,2005 a u>y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 BEFORE USE. 7777 Greenback Lane •••• •m Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Suite 109 1M gg Applicability of design parvidual and proper incorporation al component is responsibility of building designer-not truss designer.Bracing shown Citrus Heights,CA,95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1111111111 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding a fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/ITUquaky Criteria,DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. v r Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186142 511205 JC2B ROOF TRUSS 2 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:37 2005 Page 1 -1-4-81 6-0-0 11-11-11 I 15-11-11 1-4-8 6-0-0 5-11-11 4-0-0 5 ` ►, Id Scale=1:42.9 MI f 4 6.00112 �� , M W 3 2 I IM ►t 2x4 MI120= 6 d I 6-0-0 I 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 2-6 >999 240 MI120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-6 >503 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:35 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=92/0-5-8,2=324/0-5-8,6=57/Mechanical,3=402/0-1-8,4=334/0-5-8 Max Horz2=272(load case 5) Max Uplift5=-43(load case 5),3=-192(Ioad case 5),4=-158(load case 5) Max Grav5=92(load case 1),2=324(load case 1),6=113(load case 2),3=402(load case 1),4=334(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-237/97,3-4=-127/76,4-5=-73/30 BOT CHORD 2-6=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. • 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5,3,4. -- - 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 i r t r f 's I • LOAD •CASES) Standard - \:;,,,<, 1' r y ... - r» ^s ., .q 1 :. : '''.. 1':_;ND€A November 29,2005 ., ::alien,,, 3I .. .;i. ammisr, „..r, . ft,, ,„. 4 ,,,✓s,- t, ,,, ”, .,m,,,..F .' .. IN, . . ., ..1I,W r ,I,II.,6/::, ",A, .IIPM., .''IN... „ :5. WARNING Verify- design 7777 Greenback Lane r_• aia g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610mg Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSB-89 and BCSI1 Building Component M,u,�iTek°° Safety Information available from Truss Plate Institute,583 D'Onofrio Drive.Madison,WI 53719. Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R19186143 511205 JC2C ROOF TRUSS 4 1 Job Reference(optional) BMC West—Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31.38 2005 Page 1 -1-4-8 I 6-0-0 11-11-11 15-11-11 16r1-4 ♦ 1-4-8 6-0-0 5-11-11 4-0-0 0-9-9 5 Scale=1:43.4 Ia 4 6.00 ,2 ►. th 3 2 r. 2x4 MI120= 7 • 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 2-7 >999 240 MI120 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 2-7 >503 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 BCDL 10.0 (Matrix) Weight:35 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=324/0-5-8,7=57/Mechanical,3=402/0-1-8,4=332/0-5-8,5=122/0-5-8 Max Horz2=282(load case 5) Max Uplift3=-192(load case 5),4=-157(load case 5),5=-65(load case 5) Max Grav2=324(load case 1),7=113(Ioad case 2),3=402(load case 1),4=332(load case 1),5=122(load case 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70,2-3=-247/97,3-4=-137/76,4-5=-72/31,5-6=-23/0 BOT CHORD 2-7=0/0 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 4 2)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. 3)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard a November 29,2005 fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane a WARNING-Vert desi Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Cure 109 Citrus Heights,CA,95610 111111 Applicability of design parameniers and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ■■ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCS11 Building Component M f fek6 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. t,* ~ 4 1 Job Truss Truss Type Qty Ply Polygon-Canterbury Townhomes-FEEF R1918614, 511205 JC3 MONO TRUSS 2 1 • Job Reference(optional) BMC West--Sherwood,Sherwood,Or. 97140 6.100 s Sep 17 2004 MiTek Industries,Inc. Mon Nov 28 11:31:40 2005 Page 1 -1-4-8i 6-0-0 I 8-2-12 16-2-4 I • 1-4-8 6-0-0 2-2-12 7-11-8 7 _ d Scale=1:49.8 , I • 6.00 12 1.5x4 MII20 11 6 6d.. 1.5x4 MII20 115 r 11.5x4 MI120 II 4 r 3 di 0 2 „Ali r • •• At etY. 4x6 MI120= 10 9• ••8 1.5x4 M I I20 II 1.5x4 M I I20 II 1.5x4 MI120 0 1 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.00 2 >999 240 MI120 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.44 Vert(TL) -0.00 2-10 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.03 7 n/a n/a BCDL 10.0BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight:41 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std BOT CHORD Rigid ceiling directly applied or 3-8-9 oc bracing. • OTHERS 2 X 4 HF Std • REACTIONS (lb/size) 2=195/6-0-0,8=-159/6-0-0,7=203/0-5-8,10=127/6-0-0,9=253/6-0-0,6=608/0-5-8 Max Horz2=324(load case 5) Max Uplift2=-1523(load case 10),8=-159(load case 9),7=-96(load case 14),10=-31(load case 15),9=-82(load case 14), 6=-288(load case 15) Max Grav2=1723(load case 9),8=78(load case 14),7=203(load case 9),10=150(load case 8),9=253(load case 9), 6=609(load case 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=-3635/3313,3-4=-2342/2177,4-5=-1263/1020,5-6=-209/135,6-7=-137/68,5-8=-71/173 BOT CHORD 2-10=-2908/2902,9-10=-1990/1984,8-9=-970/964 • WEBS 3-10=-105/57,4-9=-211/103 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=4.2psf;BCDL=5.0psf;Category II;Exp B;enclosed;MWFRS gable end zone;cantilever left and • right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-98;Pf=25.0 psf(flat roof snow);Exp B;Fully Exp. r i r'M'',,,,,,, 4)This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 1 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. N' 7)Gable studs spaced at 2-0-0 oc. 1 ` 1I 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)7,6. „ 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 510 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0- for 510.0 plf. r LOAD CASE(S) Standard ''':',N1-. 4 ', .E4 November 29,2005 ck, r"AMP-A., arch 10 9,, 4'''',"'-''', , ,, .. .r ..a, :..,, , .,1 . .v€, <, .�<�.... ,- '1,.. .: 'a,r. ;;?.:, 5 v AW.. :'.:€. 4 , v.;: t, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF 7473 BEFORE USE. 7777 Greenback Lane ��m >> Suite 109 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Citrus Heights,CA,95610 •rr Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Walla erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI1 Building Component M iTekm Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison.WI 53719. I Symbols Numbering System Li General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4" *Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g =M. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss I I 1. Additional stability bracing for truss system,e.g. ■ �■� and securely seat. diagonal or X-bracing,is always required. See BCSI1. 2. Never exceed the design loading shown and never O 1/76' 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS 3IW"" "lEIE 3. Provide copies of this truss design to the building designer,erection supervisor,property owner and F— 4 all other interested parties. O *For. 4 x 2 orientation,locate U MillItAll O4. Cut members to bear tightly against each other. plates 0 'hd'from outsideOPI5. Place plates on each face of truss at each edge of truss. p joint and embed fully. Knots and wane at joint C7-8 C6-7 C5-6 ° BOTTOM CHORDS locations are regulated by ANSI/TPII. — *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI1. *Plate location details available in MiTek 20/20 7. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the 4 x 4 NUMBERS/LETTERS. responsibility perpendicular to slots.Second p y of truss fabricator.General practice is to dimension is the length parallel camber for dead load deflection. to slots. 10.Plate type,size,orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11.Lumber used shall be of the species and size,and , Indicated by symbol shown and/or BOCA 96 31,95 43,96-20-1,96 67,84-32 in all respects,equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing ICBO 4922,5243,5363,3907 if indicated. 12.Top chords must be sheathed or purlins provided at BEARING SBCCI 9667,9730,9604B,951 1,9432A spacing shown on design. 13.Bottom chords require lateral bracing at 10 ft.spacing, I Indicates location where bearings or less,if no ceiling is installed,unless otherwise noted. (supports) occur. Icons vary but responsibility 14.Connections not shown are the of others. 4111111110 reaction section indicates joint number where bearings occur. .�® 15.Do not cut or alter truss member or plate without prior .—� approval of a professional engineer. Industry Standards: 16.Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal MiTek® Plate Connected Wood Truss Construction. --1<r>r\ DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, ,,,,, F'__,,,, w,, Guide to Good Practice for Handling, 0 , Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 ®2004 MiTek® Q .. t / . e R