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Home My WebLink AboutTRUSS DRAWINGS - 05-00026 - 90 S Hidden Valley Rd - AdditionRe: 03030-05 O_;U ;00;e9d111AO MiTek Industries, Inc. 1777 Greenback Lane Suite 109 Citrus Heights, CA, 9561 0 Telephone 91 fi1576-1900 Fax 916/576-1909 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 -Idaho Falls, gyp, Pages or sheets covered by this seal: R15643514 thru 8.1 5643549 My license renewal date for the state of Idaho is December 3 1 , 2405. March I6,2045 IFu, Ray The seal on these drawings indicate acceptance of- Professional engineering responsibility solely for the truss �ompanents shown. The suitabi�zty and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI-2002 Chapter 2. F'Truss Tivow-Type Job 03030-05 Al I COMMON s �BMC 'VEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Ply 151 _ Job Reference o tiDnal) - 6.100 s Sep 17 2004 MiTek Industries, Inc. Tue Mar 15 08,02,48 2005 Page 1 _2-0-0 7-8-12 15-0-1 _-4- ---29-8-6 7-1 7-8-1 7-3-14 1 7--4 5x6 M 1120 _ E 7- 14 7-3-14 44-9-0 � 1 -i�� Serie = 1-79-8 5x6 M1120 — L K i .�� f0r�4X-V — 6x6 X11120 _ 5 t M11 0= 5X6 M I lid= 6X8 M1120-- 7-8-12 Il 0y 7-81 i - ._1 7- 5-15 � _ 7-3-1 37-0:-4 i - 44-9-0 j 7 8-11 2 - 9-9-3 7-8-12 a!M:0-3-8.0-3-OL . ,,- ,[It _ - ,Ed 1,� .-� �� ]- LOADING p TOLL 35.01 T DL 7.0 BOLL 0,0 EDL 7.0 LUMBER TOP GHORD BOT CHORD, VVEBS SPACING _0-0 Plates Increase 1.15 Lumber increase 1.15 Rep Stress I n r YES Cede IRC20OO/ANS195 1 TC 0_x2 BC 0. B4 B 0.` (Simplified) X 4 DF 240OF _OE 4 SIF 1650F 1,5E 4 SIDE StudlStd *Except* D -M 2 X 4 SPF 1 5OF 1,5E, F -J 2 X 4 SPF 165OF 1_ E REACTIONS Ib/size B=1941/0-5-8, J;--248910-5-8, H-29510-5-8 Hort B 0 (I0ad case ) Max Hp1ifi X88 Goad case , J=-1021 (load case ), H=-201 (load case Max ravB=1941(load case 1), J=. 4 9(ioad case 1), 1--I=4 (load case ) E L in (loo) I/defi L/d Vert(LL) -0.32 L -M >999 240 Vert(TL) -0.58 L -M >764 180 BRACING TOFF CFI ORD BOT CHORD WEBS PLATES F I P 112 0 197/144 Weight: 189 Ib Sheathed or -3 Dc purlins. Rigid ceiling directly applied or -4-4 oc: bracing, 1 Flow at midpt E -L, E -C Rows at 1 pts F -J PONCES 1b i Maximum orrnpressior /M a im Lim Tension TOIL H F D B -0/3.x, B- — -3475)°1501., -D - -4 f4 628, D -E -LL 110 M E -F= 1623/801,F-G-230/666.,G-H=-31C)/658,H-1=0132 ESOT CHORD -=- 1463/318 , L -M= 996/2384, K -L=- 30/ 1 , J -K=-442/1415, H -J 6041337 'REBS -M=-571 /. , [ -M=-6'1011060, D -L--900/465, E -L--646/1101, E -I -- 7/200, F- g169/439, F -J--, 6 511031 F '-.J =^ 29/3 0 NOTES 1Unbalanced roof dive loads have been considered for this design. W[nd: ASCE -98; 90 p ; h= ft, T DL . p f- B DL= . psf; Category 1I, Exp ; enclosed, MVVF gable rid zone; cantilever left and fight exposed ; parch: loft and right exposed, Lumber DOL;: --l.33 plate grip DOL=1.33. This truss has been designed for a 10-0 psf bottom chord live load n nconcurr nt with any other lies leads_ EGAD A E( ) Standard A wAjuvnvu - 1P a .even para mete rs ujid READ NOTES ON THJS AND nVCLVDEJD ArrEK RF-FN PAGE AM- V47-3 BEFORE USF, - Design va I id for use only vAt h Wek connectors. Th k design is based o n upon p -aro me t+ 5 hewn, and i f or a n i nd iv i uc' building component. Pp ' Pte' a igner -riot truss designer- Brocing s,h n) �, I�caf�ifi �f design �r�rn�r�t�r� �r-Fd proper ir��r r�.�i�rn �� rr� �� res n�ibilii of kx��l�djri � S fOr later-ol support of inn iduol web members only. Addiflonol temporary bracing to insure stobffify dvFing construc..flon is the respo sibillit'y of the erector. additional permanent bra6ng of the oveFoll 5trua#ure is thc-� responsibi iter of the building designer. For general guidon -.e regarding fo c-;a;ion, qu-,-i0y conirol, storage, delivery, ereciion and brc7ciing, consuH AMS11 I Qucdity Criteria, D B-89 and BCSIT BuIlding Companenf Safety Informs l` on avoilable from Truss Flaie In-stitute, 583 D' nofrio ve. Madn, W1537 } 9_ March 1 ,2005 7777 Greenback Lang ufte 109 Urs Heights, CA, 956110MMI MiTek Job 03030-05 Truss I B.MC WEST (IDAHO FALLS), ), I [PAHO FALLS, I D 8340.2 0 2-0-0 I -0- 0 7-8-12 7-8-12 C Truss Type 151 10 7-3-14 5_00F1_2 22-4-8 7-3-14 3X4 M1120, 11 5X6 M11 0 - E Qty 1 29-&V 7-14 81564351 'Job Reference .100 s Sep 17 20D4 Mj7ek indust. es, Inc- Tue Mar 15 08.02.49 2005 Fuge 1 37 -G -4 -4'I '-9-0 7-3-14 7-8-12- F-_ AAI120 3X4 M1120-- 6 M1120— 0= 5X6W20—_ 6X8 M112D 17-5-15 7=8-12 9-9-3 Plate Offsets,` .0--4FEd .0-3-0.,--r-1-F-ARB --, s F a� LOADING (I so in 000 lid fl SPACING 2-0-0 -0.3 L -M C.S1 T LL 35-0 Vert(TL) -8.58 -L-M Folates Increase 1.15 Hor TL_) TC 0.72 T DL 7.0 n/a Lumber Increase 1-15 BC 0.84 BOLL 0.0 Rep Stress In r YES VVB 0.87 BCD L 7.0 Code I 0200CANS1 5 (Simplified) LUMBER TOP CHORD 2 X 4 DE 2400F , .OE BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS F F Stu d/Std *Except* D- M 2 X 4 SPF 165OF 1,5E, F -J 2 X 4 SPF165OF I - 5E OTHERS 2 X 4 SPIF Stud/Std 7-3-1 , 9-9-3 J, 0-3-8 F'0- -'O r f :- 0-3-0 , , - : REACTIONS Ob/ i e 1 B-1941/0-5-8, J^2489/0- -8, H=295/0-5-8 MaxHorz B=- 0 (toad casee Max U P1 GfB=8 (1oa d case a J -T'10 1(f oad cage ), H =-201 (ioade � Max GravB=1941(load case 1), J= 48 (Ioad case 1),, H=4 Ioad case 8) 04 44-9-0 I- ry 9-3 7-8�-1 DEFE in 000 lid fl Lid Vert(LL) -0.3 L -M >999 240 Vert(TL) -8.58 -L-M >754 180 Hor TL_) 0,12 1 n/a n/a FOLATES GRIP M1[20 197/144 Weight: 268 l'b (BRACING BOTCHORD r Id ceiling directy applied or 5- Inc bracing. VVEBS I Row at mrdpt E -L, E-1 Rows at 1/3 pts F -J FORCES (1b) - Maximum C-ompressionlMaximum Tension TOP CHORD A-13=0132, E - =-3475./1 01 F -D=-3442/1628? D -E=-223211084, E -F=-1 8/801, F- =-230166 BOT CHORD I - X1463/31877 L -M=-996/2384, I -�L=- 30/15 35 J- —4421140 H -J=- rf , -��- � �� F I�=I��1�3 337 EB 571 2753 D- —610{1080, D -L=-900/465, E-L=-�11101,E 1 �,3 7I D0 F- =--89143 fir` I fp1 031, - 6 2 .,+/3 0 NOTES 1 Unbalanced roof live toads have been considered for this design- Wird. ASCE 7-98 0mph, h- ft, T DL:z _ p°sf, B DL- .. psfF Category 11- Exp , enclosed. MWF RS gable end zone, cantilever left and right exposed F porch left a nd rig ht exposed; Lu rnb r DOL=1.33 plate grip DOL----; 1- 33. 3) Truss designed for wind load in the plane of the truss only. For studs exposed to wind (normal to the fa MiTek End Detail*' . irTl Standard Gable 4) This truss Inas been designed for a. 10,0 p f bottom chord live load noncon urr nt ith any other live loads, All plates are 1.5x4 111 unless Otherwise indi ted. �' � . able studs spaced at 2-0-0 oc_ LOAD CASE(S) Standard parameters arid RF.4D NO'S'ES ON TbrISAND INCLVDEP Xr= RF_FVZENCLV, FAGS MV 74 ,3 BEFORE VSE� 0 e� n a h for use n with Tek cc n nec fc r -s_ Th is de -sig n i. based cw, � �, '' p r meter!, h rt l fir ire k Jr}u l li r iJdir-, c r�7ponent_ .� Jic�biT of de�i n parnrr,�nfer� anc� p�`oper;r�carp-�ration of corn��r,��t i� r�sp�ns��elc�,� �f b�i.idiry� ��si��°r n not truss de rF ner'. firms ' h for lateral s rppo� of irelividuat web rteembe r)I - �Iddi1 nal lem .roar rocirrg t� unsure stobi1ify durn� �r�tr�,��i�n i� fC� � � r��ik� �f�� F� r foF, Acfdifk�ncf permarerrf bracin of thre overall structure is fhe r par ibifity of the building designer, For general guidance regarding �f �� fQ brica#fo n, q un city c a ntrc) I. si cro e., delive ryp erection and bracing, cor tsulf SI P11 Qua- Criteria DS B- 89 a Safety Inforrnalion av ilob kom Truss Plate insHuter 583 D"Or�afrio Cin e, bison, ' 1537TH r�� f� url if r nrr�p lie t 6W4 tF 6 March 1 6,2405 77 Greeribark Lane do Su ite Citrus Heights. C&9:561 islul iTO Job -f Fuss _ 03030-05 A BIVIG WEST (IDAHO FALLS), S), IDAH FALLS, ID 83402 �r'- 01 Type Qty COMMON 6 Ply A r 815643616 r Job Reference (optilona1) z _. 1 6.100 s Sep 17 2004 M T k Industries, Inc_ Tue Mar 15 08:02:51 2005 Page I -2-0-0 7-8-12 �. 15-G-10 22-4-8 - -.29-M 37-3-0-- 7-8-12 7- -0-- 7-8-12 7-3-14 7-3-14 7-3-14 7-6-10 5x6 1 11 20 r,-�'- C 0 5_D4 F12 4x4 CI W 5x6 M1120= E 4x4 1111 O ti F Scale = 1-168-8 3X4 M1120 11 G 5x6 M11 0 _ l 3x4 CI 0 = 1 5X5 1120 � A 11120 4 1120 -a-1 _ 17-15 --� 7®- _. --r ---- 37-0-4 7 -0 7-8-12 9-9-3 9-9-3 9-9-3 0-2-1 piatFt-- T r r LOADING Iin` PACING -0-0 CSI IDEFL in (10 Udet1 Lid PLATES GRIP TOLL 35.0 Plats Increase +1.1 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ilncr YES BCDL 7.0 Code IRC20001ANS195 LUMBER TOP CHORD 2 X 4 DF 240OF 2,OE BOT H ORD 2 X 4 SPF 165OF 1,5E WEBS 2 X 4 SPF Stud[Std TC 0.82 BC 0,85 B 0, 96 (Simpiif1ed) REACTIONS (Iblsi. ) B=199910-5-8, H=1807/0-5-8 Max =1807/0- - Max HorzE=. 8(load case 5) Max Up1 ffi=-91 (load case ), H -741 (load case ) Vert(LL) -0.32 J -K >9 240 Vert(TL) -0, J -K >754 180 H o rz(TL) 0.13 H n/a n/ a BRACING TOP CHORD BOT ISR WEBS 0 IIID 197/144 'weight 167 lb Sheathed or 3-4-13 cc purlins, except end verticals_ Frigid ceiling directly applied or -0-10 cc bracing. 1 Row at raid pt D - KP E -I Rows at 1/3 pts F -H FORCES lb - Maximum ompression/Ma imurn Tension TOP CHORD -13=0132, E3 -G=-3620/15603 C -D=-3587/+16871 D -E=-23801114.4, E -F=-18551$63, F- J-0 '0, -H=-311 /1 0 BOT H D B -I --160813321, -114 2/2520, 1-J =-676/16 90, H-1 642/1676 WEBS -1 T-- 569 27"4, D -K=--6091 I 0 7, -Jr -899i , J=- 4511100t E -i=-18912793 F-17--126/31 1, F -H -22011843 NOTES 1) Unbalanced rc)af live lads have been considered for this design. ) Wind. ASCE i- : 90rnph; h= , T [ L=4. p t; BCDL= . pst; Category II; Exp C ; enclosed: MWFRS gable end zone: cantilever left and right a pasr d , porch left and right exposed; Lumber DOL=1-33 plate grip D L-1 _ . ) This mss hers been designed for a 10.0 psf bottom chord live load nonco current with any other live loads. LOAD CASE(S) Standard WAG - Verj& dc*s n paranieters and READ NOTES ON TB7S AAWRWLUDED AUMK REFERENCE PAGE M71-7473 BEFORE USE. 'Design valid fc:r use 0 aly With MTek corine-tori. Th o desigr°1 is based only upon pcirame- terS 5 hovm, and is for on end-IvOtjaI building comporten1 pplicak�jli ' of do- i,gn parcirne-nters orad proper incorporation of corraponen# k respcnsibflily of building designer -riot truss designer_ Bracing shod is for lanai support of indnridval web members only, Addifional temporary brccing to insure stability d tiring constructlon K the responsibillity of tale ` - - "+ lh� respo nsi bi lity of f h e b ui Id i n desig r«�r_ For genera 1 u ida nc a r czrrri ng �r��t�r. �i�ir7�G perr3�r��n� br•�9:,� �f �k�� r�ra€€ �fr��:tur� b� ` to bracation. q u a I i control. st oro defiv f c f� o n a nd broc rn , con su I t ANSI/TPI1 Qu qty Criteria, DSR- 89 a h d B 11 Bui1d1n g C rnpone rpt P Batu iri rrm ova i Ia ble from Truss P loto I nsfitul , E433 D n ofrio DFI-Ver Madison, WJ 53719. March 16,2 005 77 Greenback Lane ��Is 8u ite 109. rtrusx Heights, CA, MiTek Jot) Truss T niss Type Qty Ply 03030-05 C A UMU Wt6l (IDAHO FALLS), IDAHO FALLS, ID 83402- r - a [__�"ao 1 2-0-4 7-8-12 7-8-12 I2 - b Referee � 6_10Ds Sep 17 2004 MiTek Industrl r Inc. 15-0-10 7-3-14 16-5-8 Imo- 14 1_5A M1120 I I 4A M1120�� 5 -on F1_2 E .1...... -- 6 F 7-8-12 x4 MUD= E 16-518 P_R_1 Plate Offsets , ---- ��— 3x4 M1120= LD1(Pso TOLL 35.0 TDL 7.o BOLL 0.0 CDL 7.0 LUMBER TOP CHORD 80TCHORD WEB PACT -0- Plat s Increase 1.1 Lumber increase 1.1 Rep Stress In r YES Code I 000/A l l9 X 4 SPF 165OF 1 _ E 4 PF Stud/Std -Except* D -G 2 X 4 SPF 15OF 1.5E 1 DEFL in Ooc I/den Lf TC 0.56Vert(LL) -0-16 F -G >999 240 E3 C 0,51 V rt(TL) -0-27 F -G >702 180 a 0.69 He TL o_01 F n/a n/a (Simplified) MaxHorzB=3 (load case Max Upit =-43 Ioad case 5), F=- 4 (Iaad case FORCES (ib) MaximuM CompressionfMaxiimurn Tension TOP CHORD -B-0/32, B- =-1062/363, C - D;---1044/497, I -E=1 0P E -F=-53/26 BOT CHORD BR -- ,50/974, F- =-71 } 135 WEBS --601/293: D-=-62511 094, D -F=-6$8/363 BIN Tip CHORD BOT CHORD WEBS PLATE MI I 0 X1564351 Tue Mar 15 08:02:52 2bO5Page 1 Weight. 75 ib GRIP 197/144 Sheathed or 6-0-0 ac purfins, except end verticals. Rigid Ceiling d irecfly applied or 9-2-5 oc braying, 1 Row at midpt E -P SITE Wind, ASCE 7-0mph- b = t, T L= 4. psf B DL= - p f Cat.egory 11- Exp - n to ied; MWFRS gable endene- cantilever left andrlght exposed , perch [eft and right exposed_ Lumber D L_1.33 plate grilp 66L-_1 _. . This truss has been designed for a 10.0 psf bottom chord dive load nonconcurrent with a ny other live loads. LACE CASE(S) Standard DED 29TEK kEFEkLvNCE PAGE MH 74 73 BEFORE US& psi n VCjjd fitse C)rly vM h !liTk . or i� ct fors, Jhi c� r r7based Onf Pon pora rr� t sJ ri, orld is f0t c3rl in'dividuol buikli carr? ,r� r�.f A pili I- t design p r m e nieE a n i ro er incur � refs 0n O f coarr-tpone ni is re po nsi ba l i of building dei nor - not ter ut, desig ne-r. Bra rn shown is for later -01 s . _ T - - �I�orf �f Rr�divi�?�aJ �b rn�� r�. A�l�rta�r��tf fear r� br�a� t ar��re �f��iii d�ar�ri ��r�,��r��kon �� tt`�� reg �r��E�ildi" erector. AdditionaC permanent bFOC:I g Of the ve70lf sfructur_Is the reser 1 ir, r �# �J�e ��F�rnr� d��rg�r��r-For �r�er�l +�F� l� �� t�,� fOL.. C atiOrkr quolift' confr Ir 5fcrag , deli e , ere-tbn and broc n r consoIt �wrlSI�T�t1 ��r�� da�tvri� �5�- r � once regarding € t Information 7 fe fro m Truss Plat Ir�tii`ufe.. 5 D"Ono�Ho Drive, l� ad on, � �53719,� �� I� �fl€�ir�g C o�p on enf Sr,ale , 1,47-3 March 16,2005 7777 Greenback Lane ufte 109 Citrus Heights, CA, 95610 MiTekdb Job kflsosa-o� BMC WEST (I17AH(3 FALLS}, IDAHO FALLS, ID 83402 Tniss t Plate Cft�efs LOADING (I so TC LL 35.0 T DL 7.0 BC L1- o.a B DL 7-0 LUMBER TOP CHORD BOT H RD VVEBS 7APIPfype MONO HIP I Ply i Job Reference (optional). _ �- 6.100 s Sep 17 2004 MiTek Induside , Inc_ 34 1A 112'" NY), [DJ) -3-030_0_10 SPACING -0-0 Elates Increase 1-1 Lumber Increase 1-15 Rep Stress Inv YES Code IRC20MANS1195 F 240OF _0E 4 SIF 1650F 1_5E . 4 SIF Stu d/Std *Excepts' D -E8 LSF SS REACTIONS (Ib/ ile) E=78010 -5-8,B=97210-5-8 Max orz B=0(Iond case Max U p1if E=- B(Iaad case ) 6 13=-•433 (loads case t TC 0-78 BC 0-50 B 0.65 (Simplified) FORCES (Ib) s Maximurn Compression/Maximum Tension TOE CHORD A-13=0/32. B —10051337, D=-77/01 D -E--3431165 BOT CHORD BF= 5 i /922, E F=-5 1 /9 . EB F– 114/271 , E=-998/56 1.5X4 M1120 ll i 16 -5- S -5-S DEFL in Io I/defl - L Vert(LL) r D-8..-0 34 1A 112'" NY), [DJ) -3-030_0_10 SPACING -0-0 Elates Increase 1-1 Lumber Increase 1-15 Rep Stress Inv YES Code IRC20MANS1195 F 240OF _0E 4 SIF 1650F 1_5E . 4 SIF Stu d/Std *Excepts' D -E8 LSF SS REACTIONS (Ib/ ile) E=78010 -5-8,B=97210-5-8 Max orz B=0(Iond case Max U p1if E=- B(Iaad case ) 6 13=-•433 (loads case t TC 0-78 BC 0-50 B 0.65 (Simplified) FORCES (Ib) s Maximurn Compression/Maximum Tension TOE CHORD A-13=0/32. B —10051337, D=-77/01 D -E--3431165 BOT CHORD BF= 5 i /922, E F=-5 1 /9 . EB F– 114/271 , E=-998/56 1.5X4 M1120 ll i 16 -5- S -5-S DEFL in Io I/defl Laid Vert(LL) -0-1 E_E >999 240 Vert(TL) -0.23 E -F >845180 Hor TL OM E n/a n1a BRACING TOFF H R D BOT H RD WEBS Tue Mar 15 08:02:53 2005 Page 1 PLATES 110 Weight: 77 Ib GRIEF 197114 Sheathed or 5-6-13 cc purlins, exrept end verticals, Rigid ceiling directly applied or 9-5-9 oc bracing. =1 Row at midpt D -E, =E NOTES 1 Wind-- ASC E 7-98; 90mph, h= ft; TCD L= . psf; BCD L= , sf; Category 11; Expo ; enclosed;M\NFRS gable end zone, cantilever left and right exposed porch left and right. exposed, Lumber DOL^1.33 plate grip LC L=1.33. This truss has been designed for a 10.0 p f bottom chord Pirie load non m urrent with any other lire loads. LOAD GASES) Standard A WApZGNG - Va rVy de,,4 a p a ra mw te rs and RPJW NO JrF.S ON THIS AND INC -L U -DED AUTEK REFERENCE # A 4 meters shovvr�, a n d is or �n Mn ivid u� I b�uildFnc r inpone�t- e i r} II sdesign a r t a d of Enar to n of m rirs � es R'biii u�l rt d � -ria true sic r. Browing shown Applicabrri y+' of des - is for lateral support of indiVidual web mernberr only- Additionol femporary bracing to insure stabiI4 during constru ton is the responsibillity of the erector. Additiamij permanent br LIng of 1he overoll structure is the respo si Irity of the building designer- For gencral quiht1ance re ardIng f o bocce on, quaNy control, storage, deirvery, erection and bracing, consul] ANSUTP11 I QuaMy Cdferlu, D B-89 and BCS1 1 BufFicI ng Component Safety Informciflion ovaila le from Truss Plate lnsEitate. 583 'OneFria Dive, a.disen. W1 5371• s March 16,2005 777 Gree rtbac:k Lane >� Suite 10 ;itws Heights, CA, 95610 polli7le Job Tr S d 0300-05 3. -SMC WEST (IDAHO FALL, IDAHO FALLS. 10 83402 -G-0 Truss Type MONO HIP °10-"A 610-1 Ply 6-10-12 R15643519 Job Reference (optional) ,160 S -S'e'-p17 2,--004 Mifekf u r -i ,Ing_ Tine Mar 15 0'8:02°54 2005 Page 1 5x6 111120= --0 E JA4 Nvi i 1Z — %--3 1= P12te Cffsets ( ,Y): [D:0-3-0.0-2-41 LOADING ps TOLL, 35,0 TDL 7.0 BOLL 0.0 BDL 7.o LUMBER T P CHORD BOT CHORD WEBS SPACING .-0-0 Plates Increase 1-15 Lumber Increase 1.1 Rep Stress. Ince YE Code IRC2000/AN3195 X 4 SPF 1650F 1.5E X 4 SPF Stu d/Sty# 3X4 M 110 16-5-8 .8-0-0 8-5-8 REACTIONS Ib/size) F=788/0-5-8. B=980/0-5-8 Max Hoi-ZB=289(load c�ase 5) Max Upli tF=-3B (load case )r B=-44 (load case 5 1 TC 0.67 BC 0-1 B 0.69 (Simplified) FORCES Ib) Maximum Compression/Maximum Tension TOFF CHORD A -B'01 r - --1140/425, D=-927'452, DF--O/oT E -F --10614.E BF T H OIC D B- — 701104 r Fy _l13 1 7 Y EB - '-- 0 / 4 y D- _aT8 / L , D-Fi-681.x+333 DlEFL Vert(LL) Vert(TL) Hort(TL) in -0.14 -0-24 0.02 BRACING I TOP HOOD BOT H 1 D (10C) F- F - F l/d fl >999 >1 n/a Ltd 240 180 n/a 3X4 M1120— PLATES 111 0_ PLATES GRIP 1120 197/144 'weight 67 fb Sheathed or 5-7-3 cc purfdns, except end verticals- Rigid ertic ls.Rigid ceiling direcUy applieci or 9 -C) -S oc bracing. NOTES 1 Wind +SCF. 7-98 90mph, h=25ftp TCDL-4. psf, B DL'4. p fa Category 11, EXP CM enclosed, i 'F . ably right exposed , porch l ft and r1ght expo } Lumber [SOL=I1 33 plate rip [SOL=1.33. � end zonar�t�Ie�r r e ft and Provide adequate drainage to prevent water ponding. This truss has been designed for a 10,0 psf bottom chord live load nonce current vwrith a ny other [iVe loads LOAD CASE(S) Standard t - V d n WAIMMG'a rs a nd READ NO TES ° '� . PAGE MU -17473 BEFORE r Design V0'jPd for U5C OnPY wrth Mitek cannecfors. This design is bCsed only upon Pararneters show., ancf is for an individual building com onent- € abi6 of des:gri parcrnente and proper incorporciticm of component iS responsibility of build _ � � is for lateral S �` �r�� ass�� r��t truss desi.c�ner. Bra�cir,g sho��t� spa rt f a i , uo I web nnemb a n l _ Add i�tian a l temporary bra as rig t o ins erector. Additional permcUfe eta �ility d u (i n c ns#r�rc J inn is t he respan orb i l l m � c t t he r�e�t bra��n �f the overall structure is the respan:s.ibif'ify of 1h e b uikling desgner. Fc'F'-gen era I guidonce reardin fa tricot -la n, quality carp trod, storage, dei c ,reckon and d bracing. c orrsu 1t ANSI/711 gyral• �'i �feriQd DSB-89 and BCS41 Br�ir�dir� Component Safoty Informatron avaliable from Truss Pule Institute, 583 D' notrio eve, idi!;on' W1 53719, Stele = 1.39-7 March Gt2005. 7777 Ozn-s-nhnr�k Suite Citrus Joh 03030-05 Truss Tn,`�'�"fype PMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 1. --0-0 2-0-0 I MONO HIP 5-10-1 WA 1 -10-12 -A in (1oc) R Lid Vert(LL) -0.1 F -G Ply d 11564352 �w Job Reference (optional)__ - -- .10D s Sep 17 2004 M iTek Industries, Inc_ Tue Mar 15 08:02-155 2005 4-e,o 5x6 X11120 .- 1.5x4 01120 11 D E Plate Offsets L DI (ps TOLL 35.0 TDL 7.0 .3LL 0.0 DL 7..0 LUMBER TOP CHORD BOT H > D WEBS 3X4 M420 -- i 8-2^1 16-5-8 SPACING 2!0!0 Plates Increase 1.15 Lumber Increase 1.1 Rep Stress I ncr YES Code IRC20OO/ANS195 X 4 SPP 165OF 1.E 4 SPF 1 650 F 1.5E 4 SPF Stud/Std 8-2-1 CSI TC 0.49 BC 0.51 WB 0.69 (Simplified) REACTIONS (Ili/sire) F=78810-5-8, B=980/0-5-8 Max =980/0- - nx Horz!3=2540oad case ) Max upl=-37(load case B=-4(1oad case 5) FORCES (1b) - Maximum Compression/Maximum Tension TOP CHORD -B=013 T E` =-1239/470, -D=-876/406, D -E=-0/0, E -F=-190175 BOT CHORD ---B6/1 134, F-=-230/494 WEBS -4 / "5, D- -- 3 71 ', [ -F =-/ 41 9-2-1 DEEL in (1oc) I/defl Lid Vert(LL) -0.1 F -G >999 240 er TQ -0.22 F -G >889 180 Har (TL) 0-02 F n/a n/a BRACING TOP CHORD BOT CHORD U4 4 Nl 11 0 PLATE'S 11.0 r Weight'. 64 lb GRIP 1971144 Sheathed or 5-!9 oc purlins, except end verticals. Frigid ceiling directly applied or 8-10-1.4 oc bracing. TES 1 nd-, ASCE 7-98- 0mph-, h= ft; T DL=4. p f- DLJ4. p t Category 11 Exp ; enclose -d; MWFRS gable end zone- cantlever leftand richt exposed ; porch. left and right expose; Lumber DGL=1,33 plate gnp DOL=1.33 _ Provide adequate drain age to prevent water ponding- 3) andin - ) This truss has been designed for a 10.0 p f bottom chord lire lead € onconc lrrent with any ether live loads- LOAD oad _ LOAD CASE() Standard WA Y - VerV9 d o parameWrs and RFAD NOTES ON TMS AND MCLUDED JUTEK REFERENCE PAGE AM -7473 BEFORE U Design valid for use only Frith l Tek connector_ This design in based orgy upon porometers shown, and is for pan 1ndivdV0I buildin c ornpo ne ni- AppkabiFity of design paromenters and proper incorparafian of cornp nenf i5 respansirbillity of building designer - not tru5s designer. BrQ6nq shown is for lateral support of in d i id ua I +, e— b member's only. Additional temporary bracing to -insure st bility during cortsirucffon is the res pon sibillrf ' of the creator_ d d ition a l perma nen t bra c i n g f t he verol 10r u ciu re is the res p n�ibiflt of th e b uildin U d esr n er_ For genera I ids c regarding rctgn and consult �4h11`l CQuaRty r r`�r-'and I1tli�nmnrt I fcsbr -atria, quality control, storage, dere rer g. safety reform Qn av a-li able fr m Truss Flag ins itule, 583 D'Onofrie r�Ve, ��p 1 53719. Page I Scale = 1;35.9 March 1 , 2005 7777 :reL-n a Lane �db Suite 109 Cirrus Heights, CA, 95610 IN[ iT, Job 03030-015 a Truss- Tniss Tye aty MONO FLIP � B M C VVE ST (k DAH Q FAL LS), I DAH 0 FAL L S, I D 83402 L`4r 0 r 3)c4 M1] 0- Plate Offsets (Y)- ID -G -3-0,0- 5-4-12 5-4-12 5.aa .r�2 LOADING (psf SPACING 2-0-0 TOLL 35.0 Plates Increase 1.15 T DL 7-0 Lumber Increase 1.1 BOLL 8.0 Rep Stress I ncr YE BCD.. �0 d Code IRC20001ANS195 LUMBER TOP CHORD 2 X 4 SPF 1 6 8F 1.5E T CHORD 2x4 SPF 1650F 1. E WEBS 2 x 4 SPF StudlStd REACTIONS (lb/size) F=788/ - -8a B=988/0-5 Max Harz B= 0(1oad case 5) Max U pl uhf --6(Ioad case 3) t B=01 read case 1.5X4 M1 120- csi� Tc 0.81 BC 0.57 VIlB 0.52 (Simplified) Ply 815643521 Job Reference oficnl .100 s Sep 17 2004 MiTek Industries, Inc Tire Iger 15 08:02:56 2005 Page � 9-9-8 � 4-4-12 t 5X6 ir0= A L xB x±11120= - . 16-s-8 FORCES 0b) - Maximum CompressionfMaximum Tension TOP CHORD A-8=0/32:1 B_ _-1 1A 5, -0`-79413245 D-Ei-726[333, E -F=-743/31 BOT CHORD B- =-542/11531 F -G=0 0 SEB C - G=-465/230, D- 1 1 1 , F --G=-3971865 DIEFIL in (10c) I/deft V rt(LL) -0.22 B -G >862 e TL) -0- B -G >526 Hor z TL 0.02 F n1a BRACING TOS' HCS BOT CHORD PLATES M1120 Weight-, 64 lb Scale = 1:32.4 S. 110 _ E r 1.5X4 M1120 I GRID' 197/144 Sheathed or 5-5-7 0C pu r ins, except end verticals_ Rigid cel[ing directly applied or -1-10 oc bracing. NOTES 1) Wind_- ASCE 7-98; 0mph; h= ft; T C L= T psf; B C L=4_ p f CategoryClr Exp ; enclosed, l F able end zone, centile .e�- Ie�ir�d .right exposed , porch left and might exposed; Lumber DOL -1.3 plate grip D L=1 _ . Provide adequate drainage to prevent water ponding, ) This truss has been designed for a 10.0 p f bottom chord live lead nonco ncurr nt with any other live foad - .L AD CASE(S) Standard SAM + 1 + .a cand ES ON TH AND MM � REFERENCE PAGE AW - 74-73 .IE EE OUMMU Design vofrd for use only afro 4T�1� cor~ nec:#c�_ This desi n Is bas On � On - � p Pc�r�r'ru�ters shc�, c�r�c� is fear an indj��d ua1 '�:ilrJin c ar-�Fipor-te�,t. Appli lab -1 of design pararnenters and pro inn rperatior, of cornpzcnent Is respcnsibffi �/ of building e: iign not truss designer_ Brocin shown is for lateral support i p nh fir, i rd al vv, b k� ni _ �c�itIonol #ernporar�r bracingto ir,wre siab l`if during con trucffon Is the respor sit"billity of the erector. Add -Iii o no] permo neni bra .-ing OF tine overaR strucfure is the r o mibilify of the buiIding de5jgner. For gen ero1 Uidance re a rd in fo cation, quarty contro[, slorage, d�li�rEr , er tion and bra ng, COMU11 ANSI+TP11 Qualityeriia, D RB9 and BC 11 Build � SafetyInto ufion avrailabie from Truss Plate InsfitLste, 583 D'Onofp��o ve. drson, W153719. 1rM� ��n�rMf March 16,2005 7-777 Greenback Lane suite 109 rtr s H e igh#s, CAP 95611 Job 03030-0 Truss T� �M Type A E I MONO HP BMC VVEST (IDAHO FALLS), IDAHO FALLS, IES 83402 0 ply r R15643522 J u b Reference p tional �- - 6.100 s Sep 17 2004 Mi -Tek lndu trie!sk Inc. Tue Mar 15 08:02-57 2005 Page � 44) 8-!-0 8-5-8 �6 A c 3X$ M1120 :5-oo 1 4x8 M 1120 C 6X8 Mll0 T HJ G J 1J4 H J U4 x-0-0- Plate ff et Q , �. [ .C,-4- ,0- - � LOADING (psi SPACING 20-0 CS1 DEFL in Ioc) I/defl L/d TOLL 35.0 Plates Increase 1.15 TC G. B4, Vert(LL) g. E -F >7 240 T IAL 7.0 Lumber Increase. 1.15 BC 0.71 Vert(TL) -0- E -F >605 180 BOLL 0.0 Rep Stress Incr NO WB 0-51 Ho TL) 0.03 E n/a n/a B DL 7.0 Code I C,O / N 19 (Matrix) LUMBER TOP CHORD 2 X 4 SIF 1650 F 1.5E "ExcepV -D 2 X 4 DF 240OF 2.OE BOT CHORD 2 X 6 DF 1800F 1-6E WEBS 2 X 4 SRP 16 OF 1.5E *Except D -E 2 X 6 1)1- 180OF 1 -6 E, `F 4 SPFtud/Std REACTION (lb/size) E=244810-5-8, B=18021/0-5-8 Max Horz B=l 0lcad case Max U pl ff =-1 8(toad case , B =- 8 (load case 5) 13RAGING TOP CHORD BOT CHORD WEBS FORCES (Ib) Maximum ompre ion/ a im u Tension TOP CHORD ,A -B--0 l , E-- .=- 47811652, -CSR- l 14/1 575, D -E--1437/692 BOT CHORD B -F=-1555/3085, P _247/4 '3, G -H=-24 '/473, 1- 247/473, E-1-247/473 WEBS -F=-480/651, [ f= 145912851 JLJ LATE 1110 Weight: 78 lb 5x8 M 1]0— 15x6 M110 I Special NP 1 97/1 44 Sheathed or -11-1C, oc purlins, except end verticals. Rigid ceiling directly applied or 7-2-7 cc bracing, I Row at midpt D -F TE 1 Vend; ASCE 7-98; 90mph h:; --25f , T DL=4. p f; :DL=4. p - Category 11, Exp Q enclosed, MWFRS gelds end zone; cantilever left and right expose! ; porch left and right exposed; Lumber D L=1 -33 plate grip COOL=I.3 . Provide adequate drainage to prevent water pond ing- This truss has been de igne f0F 2 10.0 p t bottom chord live load nonconcurrent with any other li We loads- 4) Use US P HJC26(With 16d nail into Girder& 10d nails into Truss) or equivalent at 8-0-6 from the left endto connect truss(es) JI (I ply Y A p F�, V1 H I t1 ply J7 X 9 DFN to back- face of bottom chord _ Use USP J S24 (Wits, 1 O nails into Girder & 1 O nails into Truss) or equivalent spaced at -0-0 cc max- starting at. 10-0-12 from the 1 end to 14-0-12 to confect truss(es) J1 1 ply 2 X 4 SFE) to back face of bottom chord - 6) Fill all rail holes where hanger is in contact with furnber. 7 Special hanger(s) or other c-cnnecficn device(s) shall be provided sufficient to support concentrated loads) 3601b down and 1971b up at 16-3-12 on bottom chord. The design selection of such special connection devices i` the r sponsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are rioted as fret (F) or back (B)- LOAD B)- LOAD c E() Standard 1) Regular: Lu mber In rea a-1.1 , flats Increase- I . 1 Uniform Loads pl Vert: - =- , -D=- 4, B-E=- 1 Continued on page AwARrmvG - verif V demon paramewrs and READ ,OTS" ON THIS AND WTEK REFERENCEPAGE MH7473 BEF10RE USE, Design va id for use only with Tek connectors. h s d ign !$ based only upon parcmeters shown, and is for an individual. building component. iApplicabifrty of design parament rs and proper incorporation of component is re-spansibilrty of building designer -riot truss designer. Bre ing shown is fcar foleraF supporl of ir-idi iduaI web mern bers onIV_ AddiIion oi tern po ra ry bracing #o insure stcbiliN du(iri,g eonstructien is thee responsibi111ty of the erector. Additional permanent bro6ng of the overall structure is the respom bility of fhe building d ig ner_ For genefol gulcionce regarding fabn-cal-Ion, quolity control, storms e, delivery, erection and bracitig, consult ,AISI lfiPI1 Quality Criteria, M-89 and BCS11 Bulldinq Component Sa a f f ter -na'3an c rcila b le- fro rra Trues P lct I ns tit u t ,, 583 D noffi � Drive, Modiso n. 1 719, 4 March 1672005 1777 Greenback Leas Suite 1-09 Citrus Heights, CAF 5611) 03030-0 MONO HIP h BMC WEST (IDAHO FALLS), IDAHO FALLS ID 8340 L � LOAD CASE(S) Standard Concentrated Loads (0b Vert. E= -0(B) F= -1052(B) =60(B) H=-360(13) [=-36()(13) Job Reference o t Sep 17 2004iT k Indust e , Inc WAG - Veal des meters and RKAD NOTES ON THIS AND JNCLMED`EK REFZN AGF MZT 74 BES RE USr, Des n Vo Fri for use onlywith Wek conn e c We]ton, 1his d ig rs based only upon parameters sho 1p and -LS for an indi dual buiicfin �a p neat_ Applicability i r� rc rr: t r and pT r rt»or ar sti n t r�,p,c)nent i� responsibirf of building desa rker- not truss designer, Bracing shown is for Weral suppori of rr�di ridual web mernb only, Addlt[onal temporary bracing to Ensure sta. b li r during construatfon is fl�� resDar sibilligof fhe r ataf_ d�fitionial parmaneri bracing f the overall' structure is the responsibifi of the building esi n�re For enero� ufdo . f bT; ti n, li cntr 1, nCe regarding state delivery, . er tion o n d bre] circa cc r su It ANS l/f Pl 1 Quollffy Criteria, DSB-89 and SCSI] Building Compcmenf Safety Information a oilcibl�e frcr n Truss Plate Insfilute, 583 b' nofrfco Drive, Moditson, W1 719_ Tue Mar 15 08,02:57 2005 Page 77 GreeTback Lane Shite 109 itrus Heights. CAS, 9:561 O .11 11 MiTek Job Truss T rmw, T pe Qty 03030-D 131 .`COMMON DMD WEST (IDAHO FALLS), ID - FALLS, ID 834012 9 d PI 1 I Job Reference (op ri onal) _100 s Sip 17 2064 MiTek Industries, Inc. * 7a_, 7 1564352 Tue Mar 15 08:02:58 2065 page 1 - 6-6-0 12-4-3 17-5--8 -6-13 8-5-0 34-11-0 , 3&11-() J -0-D S-10-3 4x4 -10- 5AQ 5_2 5-1-5 4x4 fl 0-- E 1-5 5 -ICI -3 -0-0 Scale-, 3116"=1' iTF/�L1 fY' A LL U - L 3x4 M1120 — 5x8 M1120 0 - 34 1110-- 25-11-15 4-11- -7 8-11 Plate Offsets (, . [13.0- =4, Edge] r C:0-3-010-3-01' _ -03 G-3-0 ()- - t Edgfjj ,0-4-X11-�„01__.V, LOADING (p TOLL 3-0 TDL 7-0 ELL 0.0 BDL 7.0 LUMBER TD CHORD BOT H E.D WE13 SPACING -0-0 Plates Increase 1,15 Lumber Increase 1-15 Rep Stress I nr `SES Code IRC20001ANS195 4 SPF 165OF1.5E 4 SPF 16 OF 1,5L X 4 SPF StudfStd 1 TC 0.66 BC 0_x3 IB 0. (Simplified) F E 1. IbJsize B-188010- -8, =1880JO- -8 Max HorzB=1 (load case Max Upl =-841(Iaad case 5), H=-84J1(1oad case ) [QEF L in, Ioc I1defl Ltd Vert(LL) -0-28 K >999 240 'rtTL) -0.48 J -K >858 180 Horz(TL) 6.15 H n/a n/a BRACING TOP CHORD BOT CHORD PLATES M1120 Weight 134 Ib Sheathed or 3-2-0 oc pudin t Rigid ceiling direct y applied or!5-9-6 oc bracing_ FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 13-0'32' B - 40 /14!0 ., -D=-306511350, DE-- 156/949, E -F - 1561949, F- --3065/1350, -H=-.34091140 , -1=0/32 T C H O R D L=-1344131 F -L=-101 12537 r J- x88 1 5 , H -j=-1179/3123 SSS -L=-4491215, D -L=-3381542, D -K=-787/4 5, E -K=-4598/1 29, F -K=-787'4257 F -J=-3381542, -J--4491215 MOTES 1) Unbalanced roof I We loads have been considered for this design. Wind: ASCE -98; 90mph.,, h= ft; T DL=4. pstr BCDL . p r Category 11; Exp ; eno d7 MWFRS gable end zone; anti -lever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grips DOL-1,33- 3) This truss has been desig ned for a 10-0 p f bottom chord lire load nonconcu rrent with a ray ether Live load s. .LOAD CASE(S) Standard A WjPVW(; Veryy d esWn pam nw as nd FXAD NO TES 09 T= AMD L1T XMEK E`er FA 74 73 IMMRE U&& Design vol -id for u5 e only With MTek connectors. This design is based only upon ,pard meters shown, and is for c�ip ind ividuoi building component- Applicability omporaerpt_Appliability of design pararn-este and proper incur ration of component is respom� _Ibility of building designer - roof trm designer. Bracing shown is for laateFol stippart of individual +arab membem only. A,dditranol tern, rary bracing to -insure stability during consiructio'n is the respon-51ballity of the erec tor. fed d ilio n o I perma n e nt bra cing o f the overa 11 -strut tr.rre is #lie respo ns b ility of the bu ild In g designer. Fo r ge nera I guida nc-e rega rd i n g fo bri caf i e r % qu cilid control, st6ra e. deli -very. erection ond bracing, consult ANS11/ 11 Quality Criteria, DDB- 89 Land BC 11 Buildn g Component Safety Information a voil c b le from Truss Note I n sfitufe. 583 D' O n otrio [rive, Madison, W153719 P GRIP 197/144 I4 6 M a r 16, 005 7777 Greenback Lane ID suite 09 Citrus Heights, CA, 956tO i7e 81 A HIP 81564 5 4 �b 1efren o tfonnl 6-100:5 Sep 17 20D4 W -Tek lrr,dustries, Inc �� r �� 1 f_�&A0 2 005 Pi ge i 8-0-0 -0-- B-0.0 15-11-15 SX6 Ell [2Q D -E 0 D T_ 5A MI�20 E -11-0 4-11-0 -0 CaIe 1:.f3 3.JA-7 � �� , rr $xl6 M1120 = i _5x4 X11120 11 17 - 8 -�- 26-11-0 9---6 Platy O t , LOADING in Io n" TOLL 35.0 TCDD 7.o BOLL 0-0 BCL 7.0 LUMBER TOR CHORD BOT CID WEBS SPACING -0-0 Plates Increase 1. `fi Lumber Increase 1.1 Fp Stress Incr YES CDde IRC20DO/ANS195 4 DF 240OF 2,OE *Except* D -E 2 X 4 SPF1 OF 1.5E X 4 SPF 165OF 1,5E 4 SEFStud/Std REAC TION (Ib1siz B = 18 8 o/0_ =8, G =18 8 o/oi 5 -8 Max Hort B=1 load case Max Uplift B--830(lo 1d case 5), = load case TC 0-80 BC o-8 WB O.8 (Simplified) EEE in Io n" I/defl Ver t(LL) -0,29 1-1 >999 Ver-t(TL)-0.54 I -J >760 Ho (TL) 0.16 G n1a BRACING TOE CHORE) BCT CH0RD WEBS -11-0 Lid PLATES GRIP 240 I'II0 197/144 180 n1a Weight. 140 Ib Sheathed or 3-4-9 or. purlins- Rigid ur lin - ierd cetyl -Ing directly applied or -7-7 cc bracing, 1 Row at midpt C -J, F -,J FORCES (1b) - Maximum Compression/Maximum Tension TOP CHORD -B=0132, E3 -C=-3289/1336, CTD= -2258/906, D- E= -2178/934, �E-F=-2258/90 aF- =- � ��, ,�— `0/B BOTCHORD B -K -1 61/ 017, J -K -1 1/301 , I -J- 11x8/3017 G-1- 1108/3017E C - K=-12301293, C -J=1004/571, D -,J=-266/417, EJ= -266/417} F -J=-1004/571 I= -I--1231293 NATES 1 Unbalanced roof live loads have been considered for this design_ Wind-- ASCE 7-98} 0mph; h- ft, T DL=4. Psf, 8 DL . p , Category 11; Exp,enclosed; ISI .ntllOv r left and night exposed ; porch I fit and right Lumber L��r DL= - ��1� end zone; 1. plate gr -1p D L=1r . PrOVide adequate drainage to prevent water ponding - 4) This truss his been designed for a 10.0 pst bottom chard live loan nonconcurrent with any other live loads- 5)Providerechanicf connection (by others) of trussto bearing platea abI � �f #Itht��n� �� Is u�1�tt at�� rt � and � lb up ift at joint G. LOAD CASE(S) Standard ert& diesign paranieteTS Und READ NOTES 01V TMS AND INCLVDEV MMEK kEFMMNCE; PAGE De�r r� vo�d for use only with te k connectors- Th i.� design � 0� �=�} o � u -� �� . r p rc� s�, c # for err i i i i building corn pon e nt- A pli bilit r f desig r� porrr, of r rid > rolDcv incorporation of component iS r -spon ibility of buNding designer - not truss d'G sic- � r•. Bracing shown �r��t�r_ Additional permanent � n� � F� '�`" _ _ � t� � r�su r� s�� Epi lith � �, ri rrc c orrsfT�.rQt��,�n is the rays r,s' - -, 's or of ro.] �u ort of ind�viduoll web b rne-m en end . Add=fiior-rcil tem circ. brocrn Ibrlllt � ' g f the overali 0ruct�ure 1s th-e r spora-5ibility of the building d.esi ner_ For � f trr� general Lir ante re ardinq r �ti r�, �r rfi control, .storage, delivery, tion rind brocing. cc�rtsuPt �1NSl PlI Quai Criteria, DSR -&q and BCSil Building �,m on� SafetyI�rf�ti aair�ll fr6m Tr Ir'It Institute, nario Lli, ModEson, W! 53719. NAL C4��Q�SG�S 6K4 March 16,2005 77 reanba Larne ■ AID� Suite 109 ftrus Heights, SCA, !!3 1'0 MNff 0 r G Job �. ;-Trus TrL� Type 03030-05 13119 H I P BUIC WEST (IDAHO FALLS), IDAHO FALLS T ID 8302 5x6M1120-- 5_()0 1 1,5x4 110 C t Qty Ply 815643 5 1 Joh Reference (optional) _ - --o__ .100 Sep 17 2,004 MITe' Industries, Inc, Tue Mar 15 08:03:002005 page 1 K 3x4 M 1620 6xB M1120= n mr- 20-11-1 , 7-11.0 - 34l1 1-0 1-0 y 6-1 "1- i S 1]0-- 6x8 M1120- 5 -()o 11 0 E 7-G-0 1-5x4 t1 0 3x4 X11120 -- F 7-0-0 -G-D Scale z 1:65.6 G 54 M1120 - 8-7-9 _ .. -17- 5- 8 - .. 26-3-7 34-11-0 8-7-9 8-_ 15 15 B -7 - Plate q!s X 1 ). [B.-13-2-4 Edge], [D'.0-4-2, Edge], [E.0 - ,Edge], [G--0-2-4 Ed [J:0-3-0,0-3-0] LOADING (p TOLL 35.0 TDL 7.0 BOLL 0. BDL 7,0 LUMBER TOP CHORD OT H RD WEBS SPACING -0-0 Plates Increase 1,1 Lia m her Increase 1.1 Rep Stress, i ncr YES Code IRC20OO/ANS195 SPF 1 5 O F 1.5E *Except* D -E 2 X 4 DF 240OF 0E 4 SPF 165OF 1-51' PF Stud/Std REACTIONS IbI ize) B=188010-5-8, =18 0YO- -8 Max Hor B=1 8(load case Max Upli =-81 (load case , =-81 (lo d ease GSI TC 0.91 BG 0.3 VVB O.8 (Simplified) DEEL in (1o) l/dfl. Lid Vert(LL) -0.27 ,.I >999 240 Vert(TL) -0.48 J -K >856 180 Horz(TL) 0,1 n/a n1a BRACING TOP CHORD BOT CHORD PLATES M1120 Weight= 128 Ib GRIP 197/144 Sheathed or 2-6-11 o . purlins. Rigid ceiling directly applied or -11-10 oc bracing. FORCES''` (lb) - Maxi, um c)mpre ion/Maximurrt Tension TOPCHORD R D -8=01 2. 6-,C—'-337 "4/1 1 8, -D=-30891 1 1 1 ,-E°'r-2 1 r/1 054, E -FT -3089 1 1 1. , [ " max] 1 1 1 8' -H-0/32 BOT H D -K -'1 7/ �' F J--K=+-�8 /LJD w 1-J�8 / 8 .� �'''-I=- F 1 LJ / 09 h� E B - 1 /22 , G- `."-4 3 1 , D -J=-`1521296, E -J-1 521296, E -[=-4361719P F-[--471 /228 LTTE 1 Unbalanced roof live loads have been considered for this design_ f ind: ASCE 7-138; 90rnph: h=25ft; T C L=4_ Psf; BCDL= _ p f' Category 11; p ; enclosed: MWFRS gabie end zone-, CanbleVeT left and right exposed , porch ieft and right exposed-, Lumber D L:7-1. plate gnp D L=1. . Provide adequate d rainage to prevent water ponding. 4 This truss has been designed for a 10,0 p f bottom chord live load noncanc lrr° nt with any other Il a loads. LOAD CASE(S) Standar. AL wAp3n?Verb dP--sign parameters a nd PXAD Noff` ON TJUS AND DUPED Aff rEK REFFIMNrCEPAGE MU. 7473 BEFORE USE. Design valid for L°se only With Welk conneciom This cfesig n is bayed o n I upon porn r r yet ers shown,, and is for an i nd iv[d ua I buitdinct component. App li a b &y of desk n para m en ters and proper a ncerporo tion of tom p o n en t is res porLsilbIrity of building designer - roof truss detsi n . Bracing shown is for lotera.I support of iridMd uc3i -vvcb mernk ers Only. Additional toriaporcry broc; ng to insure stability during constructioris iha res,pansibiIlit of the erector.. Additional permonen# bracing of the overall tfturtvre is 1he responsibifify of the building designer. For gencrol guldance regarding fa cation, quc6ty control, storage., cefivery, t�r fion and brocing. consult ANSI/TP11 Quality a, D B-89 and S S11 Bvilding Componeni Satefy 1nformofion availably from Truss Pksty Institute, X83 D'Onofrio Dr€ er Modison, Wl5371 , 1 r, T Y* T I A' + March 16,2005 7777 Greenbark Lane some 109 C itT-us Heights, GA, 9510 1A]MiTek Truss Truss Typic BIG HIP BMC WEST (IDAHO FALLS), LD H0 FALLS r 11) 83402 E -G-0 &G-0 �1-11-15 G-0 8 M, 1120 _ Q Ply I -- i Joh rferen�e tiri .IOD s Sep 17 20CA IiTek industries, Inc. 17-:5-8 X5-9 1, 5A ISI 11 0 11 5-5-9 6x8 M 1 120 _ 1) <DE F n� _ G-0 156435 Tue filar 15 08:03:02 2005 Page 1 2-0-0 Stele = 1.65.6 4 3X4 M 1120 i7-5-8 8-8-12 !0 :5xS l li 0 ate Offsets � .:0- -4,Edg9] jr D 0-4- ,EdL } F-0-4-2, E d gfL,D,0- ,E� F K -074-0 0-3-0 LOAD—IN (psi SPACING -0-0 TOLL 35-0 PI-ates Increase 1.1 T DL To -0.52 F -L Lumber Increase 1.1 BOLL 0.0 Rep Stress Incr YE B DL 7.0 Coda IRC20OO/ANS195 LUMBER TOP CHORD BOT CHORD WEEDS 4 SPF 185OF 1.5E 4 SPF 165OF 1 _ E 4 SPF tad/Std REACTIONS (Ili/size) B=18 8, Mechanical J -I=188,510-5-8 Max H-c>rz =123 'Joad case Max pl i =-7 0 10 d case , H =-7 30oad case 3X4 M 1120 _ 26-2-4 34-11 -D M-12 1 DEFL in (10 TC 0,74Vert(LL) -0-31 E3C 0_75Ver-t(TL) -0.52 F -L B 0.41 I Horz(TL) 0-1 H (Simplified) BRACING TOIL HID E T H RD I/defl 99 03 n/a LJd 2*40 180 nla 8-8-12 PLATES 'lll0 Weight 130 Jb Sheathed or -1-11 0C puNin s. R ig d cel -ling d irecby applied or -11-8 o racing. FORCES fh) - Maximum Compression/Maximum Tension TOP H D H --B1==00//3322, B- --3, 01 /1 r -D--. 119/1355 k C -E=-297711 ^ F— 2977/1332, F - G=-30 '1 -I -- 1X81 ESOT CHORD E -L=-1235/321 , -L=-10 1i . 2625, J` -^ 85/. 18, H -J=-11891317 EE -L-437/21 _ D -L-- 161488, D- K=- / 7 x E -I --.82621 , F-- =- 60/688, F -J--308/4 0, -Js-415/206 NOTES 1) Unbalanced roof live loads have been considered for this design - 2) Wind: e ign- nd: ASCE - 8 ; 0mpb 4 h= ft, TC DL,4. 'P f, B L . p f4 GategDry 11; EXPC'enclosed, M F . able rid � and��, ��tll��r left �� right exposed a porch left and right exposed, Lumber DOL=1.33 plate grip D L=1. 33. 8) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10-0 psf bottom chord live laid nonconcurrerit with any other lire Loads. Refer to irder for truss to truss connections - LOAD CASE(S) Standard WAMaN- VC-TiN design par-ameters and RVW NOTES OV ZWS AIM INCLUDED WTZK R-EFEWENCZ PAGE MH 7473 BEFORE USE. De S 19 re VC]lid foT use cnfy th re�k connefors. Tres desrgn is based on y upon Purc M12 -i ers shown, and LI; for ars indiv-iducl building comp neni Ppl€ca b11E#y of design porurna- r, te m and proper incorporation of component is responsiblfil of WkJin designer -nit truss designer- i�er_ Broinshov4i is for 10teFOI su PPOr t 00' 111d idu l b members on . Add-Ifional temporary bracing lo insure stobilit during construction is the responsibil.11ty of the f � �rii��i�r-ti. u � li ��tr� Ir s.f�r� � � � - � . �' Of th build i ng designer. f=ir ge ��Fo I guidance r•egc�rdin ere or. d [f ion a f er o n e n t bracing f the o rcifi stru fur�.. is the res ns bill ry, er -ecl-lon an �d broc rn g. C Ons Lilt �l i,T�`! 1 u a Criteria, CASE- 8 and 1 C x-11 Buil din g Compo n ent Sofety Inform aft- n avaa�o bie tr am Truss Plate ln-�f luf , 583 DOn ot(o Drive, a &sQn, Wl 53719. RIP 19x/144 March 1 r 005 7777 Greenback Lane u i'te 109 CIO Citrus Heights, CA, 9.561 D MiTek Job Truss 'Tri! 03030-05 1 D H I p BUC WEST (IDAHO, FALLS). IDAH FALLS, I[ 83402 J Type T5ty Plv 1 l 1 -0-0 TOLL 35_ TDL -0-0 5-3-8 4-8-7 7-5- 5x6 M1120= 5_ oo C> V_ E 24-11-1 Job Reference n (op io n a l� 6,100 s Sep 17 2004 MiTek Industries, lnr.. 5x6 MIt0_. F R15643 5643 Tue Mar 15 08:03;03 2DO5 Faga " 29-7-8 -11-0 -11-0 4-8-7 5-3-8 -0-0 Scale = 1-65-6 slA..V 1%11Y1'r_U — L I i IVII4 d. %.f 1 & 1.1.1120= . 11 9-11-15-- 4,-, .r 17-5-B T �..�. _24-11 - -.� --�., f. _ 34-11-0 11-15 7-5-9 7-5-9 '11-15 Plate Offsets ( ,` )- [B.0- -4. E , [H:0- , Edge], [K'0_3_0,0_3-0] LOADING p TOLL 35_ TDL 7.0 LL 0.0 BDL -0 SPACING -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stases lnCT YES Code IRC20001ANS195 LUMBER TOP CHORD 2 X 4 SIF 1650E .1+5E BOT CHORD 2 X 4 SIF 165O 1_5E WEBS 4 SPF Stud/Std 1 TC 0.72 BC 0.73 WB 0.68 (M2tri ) REACTIONS TI (Ib/ Eze) 13=1877/Mech nit1, H=1885/0-LL5- Max H orz B` 1 08Ioad case Max Uplffl=- Io d case ), H=-79 (load. case 4) DEL in (I0) I del Lld Vert(LL) -038 K >999 240 Vert(TL) -0.54 J -K >772180 Ho r TL 0-18 H n/a n1 BRACING TOFF CHORD BOT CHORD SBS P TFEGFT' 11 0 197/14 'eight: 130 lb Sheathed or 3-5-9 or, purlins, Rigid ceiling directy directapplied or 5-8-8 oc bracing. 1 Row at m id pt E -L, E -J FORCES Ib)- Maximurn Compression/Maximum —Tension Y P HOR7.—B=0/65'? — =-36,12/1467,C—D_322311420, —E=-291 y 11 r 1, —F=-2 '9411324, F— =— 0 / 141 11 G— =-3565114 7, H -I;--0/65 BOT CHORD B --L=-1297/3231 T I -L=-1' 547/3641, ,HT1 =154 '13641, -j=-1269/3178 SES -L=-343/211, D -L- 3621662E E -L= 10391400, E -I =- 1 , E -J=-1 054/408, F-JT-359/6531FG-J--306/196 NOTES Unbalanced roof ii•ve loads have been considered for this design find- ASCE - ,0mph; h� 5ft; TCDL=4. p f; BCD L . st, Category IIF Exp ; enclosed, I' F gable end zone, cant -]lever left and right exposed - porch left and right exposed, Lumber DOL=1.33 plate gnp DOL=11.3 . Provide adequate drainage to prevent water ponding. 4 This, truss has been designed for a 10-0 p f bottom. chord live load nonconcurr nt with any other live Toads. Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard WAMEMG - Yerib d esig n para me tem and READ NO VES ON TIM AND 1NICLUDED AUTEK REFERENCE .PAGE A' 74 73 BEFORE USE- Design IQ.-Desi n valid for use only th MTTek connectors- This design [!� hosted only upon parameters shovvin, and is for an individual bui[ding component. pplicubiiity of deligr por'ot` enters and proper iacor'poration of cornponerpt is responsiblFity of bufld[ng designer - not truss des[ nor. Bracing shown is for Ra tern l su ppo r l of Individ u o I web mem bei only- ,add i tlo nal to rnporary bracing to insure stability d uning cors tri Fro n Is t h a respons-lbillity of the erector. Additional permanent brocinq of the overall strut to rc is the responspbihty of the building designer. For gen era l guiclance regarding fabrica on, qLjallfty control. storage.. delivery, erection and brccirr r con_wlt ATI. P11 QuallIty Ciflerki, D B-89 and B SfT BoOd ng Co poneni Safety I nfo r million a ailo ble from Truss Plate- I ris1 rtu te, 583 D n of io Drove, Madimon, Wl5 719, March 1 , 2005 7777 Greenback Lane Suite 109 Caro s H e tib Its, CA, 95610 a MiTek a V Job 03030-05; Truss 131E t3ML; VVE6T (IDAH0 FALLS), IDAHO FALLS, ID 83402 ■ i CD 5x8 M N O = B FTMSs Type - SPECIAL 1-8-1 45-12 MMIK 110= C Qty e --4 4-8-12 PI 4 M1120— 5xG M1120 = D E R15643528 2 Job Referencea bo I _100 s Sep 17 2004 MiTek Industries,, lace Tue Mar 15 0&03:05 2005 Page 1 S 14 M1118H= P 32-5-8 5-6-7 34-11-0 -5-8 11 -0-0 Scale = 1:64.7 V_ Ir►FV — W 2 M 112 0 3X4 M1120// JUS24 5X6 M420= JUS24 7x8 M1120= JUS24 7x10 WISH= 8x1 4 M11 0H -= 10+8-1. 16-1- 1-5-8 _ 22^11 26-11-1 `�-0-0 � � -11-0 � �� --�r - 5-4-6 - x-0`1 4-0-15 �k- 2-5-8 Plate sets °1,�y _ _ —ALJ _ _ - ��6J {f ,II 1[ 1y1 Iir51 �g LOADIN (P SPACING -0-0 CS1 DE FL TALL .� �Ita� Increase 1.1 T � rn [oc) I/dfl L�'d PLATEFIS Vert(LL) -0.68 N-0 X10 240 M1120 187/144 TCDL 7,0 Luber Increase 1 _ 1 5 BC 0.85 ''eTL - 0 >446 180 L41120H 143/108 BCLL 0.0 Rep Stress Incr NO WB 0_8� Hurz(TL) 0,26 1-i n/a n/a M111 SH 141/1,38 B D L 7.0 Code IRC2000JANS195 1 ( 6tri Weight- 360 lb LUMBER TOP CHOPM 2 X 4 FBF 240OF 2.0E* E c .pt* 8-C 2 X 4 SPF 165OF 1.5r— BOT CHORD 2 X 6 DF 1 0OF 1-6 E *Except*' l -N 2 X 6 L L Truss Grade, K- 1 2 X 6 L L, Truss Grade J -K 2 X 0 LL Truss Grade WEBS 2 X 4 SPF 1650 l` 1.5E *Except* E3 -Q 2 X 4 SPF Stud/Std} E -N 2 X 4 SPF Stud/Std T F -M 2 X 4 SPF Stud/Std F -L 2 X 4 SPF Strad/Std, F -K 2 X 4 SPI` Stud/Std, -J 2 X 4 SPF ,stud/Std Max HorzA=A 10 io a d case Max UpliftA-- 55(load case , H=— 4 Juad case 4 ) BRACING TOP CHORD BOT CHORD Sheathed or 2-11-6 cc pudirrs, Rigid reflinp directly applied or 7-6-8 cc hraring. FORCES (lb) - Maxirnum C ornpression/Maximurn Tension TOP CHORD 413=-11333/55 56, B- ;-'I 1629/5910, -D7-- - "i 3857 111, I) -E=- l 365 91700 H=--10456[5204 P H -1=0f71 BOT H 1 D -I `-5067/10366, F - :50 7/10366} -=- 06711 OS -•T=-4 9 _r 6 ,{ =— �y �,r_ +�firp �,n f +�,P ��y,� �} r �+��u�4a T�4��-�J1 /9'`#, U -4613/9423-- T i"— V �6 1 3/942+.x, P—'�f z--- ..J3f 1 9 , �f' —X=-649 /1 2953, —X=-649 7/1295`3, 'fid -Y=-7023113932 ! Y—Z=-7023/13933P 7 -AA= -7024/13933, - T7O 4/13934, M - N=-7151/14174, ` 13-- °0/1 0 - - 2 3099, -6449/1 2947, f p [J— +7 {419348,.[H—J='4688/+9470 �+EB B—Q=-728/14 B ,, —P=-1 �]L�8/364 —PSL 1 /1090p — 803/ 147 D— -- 1 1, F -K=-924/1902, =-282215611 , Gr-J=-27441130E> NOTES 1 _pl y tru s s to be connected together Mth 0.1 1"xY it s a s fonows- Top chords connected 2S follows., 2 X 4 - I row at G-9-0 oc_. Bottom chanis connected as follows: rows at 0--7-0 oc- Webs connected as follows: 2 X 4 - 1 raw at 0-9-() 0C_ Ali loads are considered equally applied to all plies, a eePt if noted as front F or b corrn�ct�erx haveb��n provided tc distribute �r-rl �� noted ac(B) face in the LOADSF(S) section- Ply to Pa] � P e� � ��; �rr�l�s otherwise indited'.. Unbalanced roof lige toads Iia e� been considered for this design - 4) Wind ASCE 7-98; 90rriph; 11=�. ft; TCDL-- _ psf, B—CDL= _ p fh t 11;p enclosed; 1' FF t right exposed P ,porch tett and r`ig ht xpa d, L rr b r C LL I _ platy r� DOL -1. P gable end zone, cantilever left a Provide adequate drainage to pr ver1t mater pond ing, 6) This truss has been designed for a 10.0 p f bottorn chord live IDad nonconcurr nt with any other lire lauds_ T f r k0 plates unless otherwise indicated. Aj F WAG - Ver{& desVn PMTUMeterS and RAAD NOTES ON 77M AAjrD INCL VDED 2HTEK RPXERENCEP Design valid for use onlyitr� Tek connectors. 7f� csi r� is based c�r� upon� -�� USE.ppGc�f�ilEt of d��igrs �ar�r�,errfia�r� �� pr'+�pea' ir��r �r�ttro�a� Of cO�� shown, �n� is ire�r arx S��Err'�du�l �uik��r�. ccr7rti��aer�#, parameters ' mponaenf is resp nsibaGtr of building designer - not truss designer- Bracing shown is far is tero l stj pporf of i ri d d u o l web mt-- - bem OnY. Additional lem porar bracing to [More sta b ki d urin c onstruc faa r Ore(; far_ �Addi I10P a 1 p�errraane of bracing of the ov eroll strut tore is the responsibility of the b Uild -In d� i n er,F or e # h n r e reg a r diJJi1-�+ �f the fabrication, �ali control, g - r � genera[ �i"+��n�� r��r�ia� stare � delivery, aerecta�rx �rrd bFuc ng, consutf ANSI/TP11 Qvallty Crifeda, MR -89 and 13 511 hullding Component Safety Information, OvaJoble frern Truss Pete Institute, 583 b'Onofrio Dive, d�son, W1 7 1 - March 1 6,2005 77 Greenback Lane suite 109 r-Ifn is 14jainha • Y�7'S 14a - k — Jab Truss 0303o-05 B 1 E gik QST (IDAH0 FALLS), IDAH-0 FALLS, ID 83402 T Tp SPECIAL MY E Ply r 81564352 -2 J f rrr titer1 - .100 s Sep 17 2004 MiTek Industfies, Inc. Tue Mar 15 08:03.-05,2005 Pegs NOTE 8 Ref er to girders for tru ss to truss cornne tions, Use USP JUS24 (With 10d nails into Girder& 10d nalis into Truss) or equivalent spaced of - -7 oc max_ starting at 1-9-12 the left end to 24-10-5 to connect tru l H 1 ply 2 X 4 SPF) to front face of bottom chord - 10) Use USP HJ (With 16d na-11s into Girder & iOd naiis into Truss) or equivalent at -1 U-10 from the left end to connect truss(es) J1 T (1 ply 2 X 4 SPF), KI H JA I ply 2X 6 DF) to front face of bottom chord. 11) Fill all rail moles where hanger is in contact with Iumber- LOAD CASE(S) Standard 1) 'u1ar: Lumber Increase -1. 15, Plate 1n rea =l.1 Uniform Loads (ISI Vert. 13=-84F B-1=- 84 I B4, -N;;--1 , =-14, =-14, d- --14t H -J -14 Concentrated Loads (Its) err: — 60(F) 00=-360(F) L --13-91(F) z -- 0(F) SS= -360(F) T= -360(F) LJ=- (F) V= -360(F) W= -360(F) X= -360(F) —360(F) Z:; --360(F) AA= -360(1=) AB= -360(F) s } AL VVAP,?MVC7 - ` erVy dem parunwbers and READ NOTE' ON TMS AND INCLUDED RfrTEK REFEREWCE PAGE AM 7473 BEFORE USE. D erJq In valid for use only with Tek co n nec tcws. Th Is design is based only upon parameters shown, and is for an 1ndMdual building c ompon ent_ A p pri as b i ITty of de skj n para me nfeT5 on d proper i ri c rporotian of co nn p -= e rpt is res pa nsi bifty of bull Idin g de s i(jrrer - not truss desig ner _ Bracrn g s havvn is for Iatera 1 shy Apart of indi idea I web rnerribers only. Additional fem r bracing to insure stobility during canstriicfion is the respansibillity of the erector- A.d d rho riot permanent bracing of the overall, structure the resp -o nsi bilfly of the budding desli g ner. For general guidance regarding quaRy c ritrol. Sara er delivery, erecf on and bracing, consult ANSI1711 Qualms Cri#erici, D B-89 and SCS11 Building Component Safety Informatiori ova ilo b I e from Truss Plate- I nsfifu te, 583 D' n ofria Drive. Madimon, Wl 53719. 7777 Greenback Cage suite 109 Citrus, H -eights,, CA, 9561 MiT6k e f Job 03030-0 Truss Tress Type i Bis SPECIAL = 1 BUIC WEST �IDAHO FALL`), IDAHO FALLS, ED 8340 *M Ply ig 1I I Job Reference o tion__1 PN al 1 G0 s Sep 17 2004 MiTek Industries T In - 156435 Tue Mar 15 08:03:05 2005 Fuge � 11--11a1 17-"-t�1- - I - - I r.— -5-8 11- 2 � 5-9-13 -6- -6-0 - 2-5-8 5X:6 MIJ0 5,00 F12 E B-2-12 r� 8--1 Plate Off sets LXX,. Ems_0-0y- 9,Ed g el, - C: 0- -0,C)- -0]9 H_0-2-41 LUUIPA-7 t p Vll -C)-0 CSI TOLL 35.0 Plates Increase 1-15 TC 0.80 T DL 7-0 Lumber Increase 1.15 BC 0.91 BOLL 0.0 rep Stress In r YES WB 0..58 B DL 7.0 Code 1F 000/A 1 5 (Matrix) 1 5XIS M1120—_ 5X8 M H 20 16-5-8 24-11-$ 32-5-8 � 34-1 8-2-12 8-6-0 7-5-0 2-5-8 LUMBER TOPI OR D 2 X 4 DF 2.40DF 2_0E *Except* -E 2 x 4 SPF 15OF 1,5E BOT H P D 2 x 4 SPF 1 5 F 1.5E *Except WEBS 2 x 4 SPFStud/Std *Except* E -K 2 X 4 SPF 165OF 1.5E REACTIONS (Ibl i e) H=168210-5-8, 8=1887/0-5-8 MaxHort B=1SC)(load case 5 Max l p1j I=- � d rase , E=-545(loa case 5 DEPL In (Io Ildefi L/d PLATES V rt(L.L) -0.72 -L >574 240 M1120 Vert(TL) -1.04 -L >400 18o IIt20H "weight- 1351b BRACING JN TOPCHORD BOTCHORD WEBS Sheathed or -4-7 cc pur ins. Rigid ceiling directly applied or 5-1-6 oc bracing_ I Row at :'fid pt I~ -K FORCES (lb) - Maximum Compression/Maxilmum Tens -ion TOP CHORD D .-Ba- 016 , B- =-54001'26 r 7, D--59 71, , 1P D -E=- 5 1 /1775, E -F - /14 4 F -G--51148/2069, -H—'91 /1698 BOT CHORD B -L= 2552 "5877, .-L=- 04 1 144' J - K=-178414757, I -Js -15119/3543x H -1=-l532/3556 WEBS -L- 36 11700 i -L=-438166 ', D -K- 10661567, E- =-1123/26467 F -K 1379/806, F -J=-87 "201, -J=420/1190, -I=^5 / 4 NOTES 1Unbalanced roof live loads have been considered for this design_ VVi d; ASCE 7-98, 90mph, h-25ft, T L= _ P f, B L-4. psf, Category II! Exp C, -enclosed,' F able end zone; cantilever right exposed porch left and right a po dr Lumb r D L�1. � p pl2te nip DOL^ -1. _ � a �r left ars This truss has been des i ned for a 10,0 p f bottom chord lire foad non oncurr nt with any other live loads. 4 All plates are MT2_0 plates unless otherwise indicated. .) Rnri.nn ntinintfP1 rv-,nodr pa.r�l��l be»f�g surra_ to y+� ,�alu u�fr� AMI�TPI 1 angle to grain formula. Buitding designer s oufd verify capacity LOAD CASE(S) Standarcf f RM - V6r�fy de-s:ion parameters and RZAD Nf' AREFERENCE r)esirgr, valid for use only ifh Tek connector -5. This design _is based end vpOrl pararnet shown, and is for on Individual build`in� � �+ pry �y p r rbiljty deal n parornent�ers and proper ir,c rporaf on of component is respoilsrhilRty of building deslgrrc�r - not fruss designer. Bracingshown is fair later�al su ppor t of Ir1dividua I , b mer nbers ori. Additional fem r� acro 10 insure- stability during. onstruction is the res on�ibilli of #lie erector. Additiona[ pe-i—m hent broci.ng 01 the over<ili tirucfur is the res nsibilil of the buildFr�� de�i�n�r. For er�erol uid�n p - �' fa r ar 'Ing d otion, gLj�city CCnifO.� st -ragam. deIi�ver , er tion and bra6int Cons sArlt AN SIMI] Qualffy C s eria, DSR- 89 ased 8 S1I Building Component Safety fir form o" available foam Truss Pic-ite Insfftute, 58 D` nefrio Drive, MOdiSonr W1 537rF. GRIP 197/144 148/108 Scale = 1:65.0 March 1 6w2iJU5 7777 Greenbark Lane Suite 109 Cfts Height&,, CA, 956113 Job � Truss 03030-05 132S BMC V F - T (IDAHO FALLS), IDAH FALLS, ID 83402 P-- r__fl 6-&D Tromp SPECIAL 1'1-7 11 5-1-11 Qty Ply R1564353 C Job Reference(optional)_ _ _1.00 s Sep 17 2004 MiTek Industries, Inc. T e Meir 15 08`.03:07 2005 Page 1 5x6 M1120 5.00 E -5-8 7-6-0 32r11-0 0 3x12 11+' U Ul -- 2.50112 scale = 1-60-8 20- H 4 MI 120 8-2-1 . �.� 16-5-8 -'11-8 � -5-8 320 "I• -Q B -2-1 B-2-12 7-6-0 0�;s Plate Cffsets ( , 1 [B_0-0-1 r - ]r [C'0-3-0,0-3-0], [&O- J r0 L ], [H-0-0-510'1-81 _ LOADING (Ps T LL 35-0 TD'L 7.0 BL'L 0.0 BDL 7.0 LUMBER TOP CHORD BOT CHORD WEBS SPACING 0 Platens Increase. 1.1 Lumber Increase 1.1 Rep Stress Incr YES Code Il000/19 CSC TC 0.9 BC 0.64 B 0.8 (Matrix) SPF 165OF 1,5E X 4 IAF 240OF 2.OE X 4 SPF Stu dlStd *Except* - E -J 2 X 4 SPF 165OF 1.5E -H 2 X 4 DF 240OF 2.OE -1 2 X 4 SPF 165OF 1.5E REACTIONS (1b/size) =1793/0---8, H=1 /G--8 Max H orz B= 0(load cage Max Uplift6—812(load case , H=- (load case DEFL in 10) I/defl L/d Ver-t(LL) _0.66 J -K >4 240 Vert(TL) -0. J -K >413180 Horz(TL) 0,50 H n/a n/a BRACING TOPCHORD BOT CHORD SBS Weight 128 Ib Sheathed, except end verticals. Rigid cefling diracby applied or 5-2-10 oc bracing. 1 Row at rn rd pt F -J FORCES (lb) - Maximum Corn pressionli axil -num Tension TOP CHORD i D B—Ci/ } B- -597712544- -D 5563/2459, D -E=-4064/ 1630, E -F - 349311377, F- =-41 '211666, -H -1646/6' 7 BOT CHORD -2449/6482, J-4' !-1 /471 , I -J--1439/3825, -I--3281666 VVE K= 3 '4/17 6, Dv =- 45/ 78, [)-J=-107215691 E 1 1812311, F J– 90 3/° 4 ', F - 1 4 ' 1, I -1127/3072 NOTES 1 Unbalanced roof [i e loads have been considered for this design. end„ ASCE 7-98, 90rnph} hT DL=4. p f; B DL= . p fa Category 11; Exp G, enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed, Lumber IDOL=1.33 plate grip D L=1. . This truss has been designed for a. 10.0 p f bettor`- chord live: load n onconcurrent witth any other live loads - 4 Bar -Ing at joint(s) B, H consildc rs pa rallel to grai n value using N 3 1/ -FP I I angle to g rain forrnul a. Building designer should verifyGapacity of bearing surface - LOAD CAB() Standard k A Ainvm . verify design p arm ters ate# R&AD ON TRZS AND INCL21UT K REFERE 4�� SAGE 0EFOR& USE. Desigin va.Iid for use on ly with MTek connectors. This deign is based c ty upon porarneters shown, gond is for an indirvi tool building �ornpone nt. Applicabiffyof des` oro m e ntcr s and proper incur ora tion of cam orient i reg ons bili of build -Ing designer -riot truss designer. Bracing shown to r lal era I su pert o F i n dived va I web memo ors c n Iy. Addilionu I l e- rn pore ry bre d rig to ins ure s.ta dilif - d u ri ng c anstruc iron is f e r pons) illi ty of the erector- dditi naI p r-rcnent bracing of the ovF-!rc:iIl slruckrre rs the responsibility of the building designer. For general guidance ram ordln tobirica ion, quality control, storage, del pry: erection and broom , consult Ari r `Pr3 QuaW Cdteft. DSK 89 and B rl BuRding Component Satety Information ovollable Irani Truss Plate Inst lluie, 583 D'Ortiotrio Drive, adilson, VVI 53719- GRIP 197/144 March 16,2005 Greenback Lane suite 109 Citrus Heights A, 9:5610 MiTek e W. 03030-05 t31v'L- VVLZ3 I W �-A.LL ), IDAHO FALLS, ICS 83402 fss .? -" X6-0 Fruss Type EEIAL 5-1-11 Job Reference n tica i 6.100 s hep 17 2004 MiTek Industries, Inc_ 5-9-13 5 I 20_— D-8 R15643531 Tue liar 15 08:03:08 2006 Page l0 f 1 Plate Offsets ( N ). 1 -0- -QA0- -0 LOADING (ps TOLL 35,0 TDL 7.o L L 0-0 BCD L 7.0 LUMBER TOP CHORD BOT CHORD B-2-12 8-2-1 ,ISI -0-0 Folates Increase 1-151. Lumber increase 1.16 Rep Stress 1 nr YES Code IRC20001ANS195 X 4 CSF 240017 2.0E *Except* C -E 2 X 4 SPF 165OF 1.5E 4 SPF 165OF 1_5E *Except* 4 SIF Stud/Std *Except* E LI 2 X 4 SPF 1650F 1.5 E, F -J 2 X 6 DF I 800F 1 -BE RF -ACTIONS TIO (Ili/size) B=1233/0 -5-8,J=1021/0-5-8 Max Hort B= 8(lead case ) Nla p1i = - 70 load case , JL47 load case ) in log) Tide d 0.25 H -r >999 240 -0. --1 >801 180 PLATES `. V11120 Weight: lb i RIP 197/144 BRACING T F Iii RD Sheathed or 3-11-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling dire applied or 6-2-10 0c bracing. LE CA NOT DESIGNED FOR ANY A UTJ IAL LATERAL LOADS DTIC E R THAN TH E VVI N D LOAD AP PLI E D TO TH E TRUSS AS S HOWN. FORCES (1b) - Maximum CompressionlMaximurn Tension TOS' H 1 D -B=0/62, B4 -a 44 /1 10, -D�---7/1 0 r D -E=-1259159 E-=- BOTCHORD 4, -H 0 J Eft -1-42 71206, D- ' d 72 , C -H =-1117/610, E -H=^62111077, E- =-1261/641 NOTES 1) Unbalanced roof live loaf have been: considered for this design, Wird: ASCE 7--98; 90mph, h= ft; T DL,= . psf; B C L=. . p f- Category It, Exp ; enclosed-, M Ff F gable end zone, cantilever left and right e pesed , poTch left and rig Int exposed; Lu mber DOL=1,33v plate g rip D 0L=1- _ This truss has been designed for a 10_G p f bottern chrord live load noneoncurrent with any other live loads. 4) Bearing at joint(s) B, J considers parallel to grain value using ANSI/TPI 1 as le grain formula- Building �fir 1 verify piof bearing sufa' LOAD CASE(S) Standard W 'Ver�& demon pwrumetem and READ NOTES ON TMS MM LVCLVDED AUTEXREFERENCk FAQE AM -74-73 MTORS USF, Dezig n valid for use only vA41h Mffek con nec'tors - This design is bused c [r r+��ri p�r�rrd�t�r� ��D � and � for an indkijduar buildingcar anen t. pIiC-abi rty of design Furan enters rind proper incorparati n of compo reni rs r sponsibiJi of building desa r�er - not tr�r�� designer. � h erector. add is for iaferaJ Apart of individual web members or - Additiornal ternporory bracing to insure sicbiffy duringconst cir-on s! "_ � �h� as f res pr�s1b illi t of the p g_ i J�llrfy of the buildin desi r-ier_ For general u�ar� e r•e c ` ng r�i�n a l permanent �� f dry �a n �f the c��er�J l s�r�a�t�r� as �h� res o�r-Msf fabrication, quali#y control, sfcro e: defiVery, erection and bracing, cOnsulf AN I/711 Quafty Cifterla, D B-89 and B S]1 Buildin omp- iale Info #ion ave 1 I0 b le from Tri Plate I nstRul , 5&3D' nofrro Dr vo�, Jho dko n, 153719. � � �n nt ScaJe = 1-47-0 Q March 16,2005 7777 Grey:nba;-k Lane ufte 109 Cis Heights, CA, 9,%1C DE FL To 0.41 Vert(LL) EAG 0.39Vert(TL) W.B 0.99 Hor (TL (Matrix) X 4 CSF 240017 2.0E *Except* C -E 2 X 4 SPF 165OF 1.5E 4 SPF 165OF 1_5E *Except* 4 SIF Stud/Std *Except* E LI 2 X 4 SPF 1650F 1.5 E, F -J 2 X 6 DF I 800F 1 -BE RF -ACTIONS TIO (Ili/size) B=1233/0 -5-8,J=1021/0-5-8 Max Hort B= 8(lead case ) Nla p1i = - 70 load case , JL47 load case ) in log) Tide d 0.25 H -r >999 240 -0. --1 >801 180 PLATES `. V11120 Weight: lb i RIP 197/144 BRACING T F Iii RD Sheathed or 3-11-2 oc purlins, except end verticals. BOTCHORD Rigid ceiling dire applied or 6-2-10 0c bracing. LE CA NOT DESIGNED FOR ANY A UTJ IAL LATERAL LOADS DTIC E R THAN TH E VVI N D LOAD AP PLI E D TO TH E TRUSS AS S HOWN. FORCES (1b) - Maximum CompressionlMaximurn Tension TOS' H 1 D -B=0/62, B4 -a 44 /1 10, -D�---7/1 0 r D -E=-1259159 E-=- BOTCHORD 4, -H 0 J Eft -1-42 71206, D- ' d 72 , C -H =-1117/610, E -H=^62111077, E- =-1261/641 NOTES 1) Unbalanced roof live loaf have been: considered for this design, Wird: ASCE 7--98; 90mph, h= ft; T DL,= . psf; B C L=. . p f- Category It, Exp ; enclosed-, M Ff F gable end zone, cantilever left and right e pesed , poTch left and rig Int exposed; Lu mber DOL=1,33v plate g rip D 0L=1- _ This truss has been designed for a 10_G p f bottern chrord live load noneoncurrent with any other live loads. 4) Bearing at joint(s) B, J considers parallel to grain value using ANSI/TPI 1 as le grain formula- Building �fir 1 verify piof bearing sufa' LOAD CASE(S) Standard W 'Ver�& demon pwrumetem and READ NOTES ON TMS MM LVCLVDED AUTEXREFERENCk FAQE AM -74-73 MTORS USF, Dezig n valid for use only vA41h Mffek con nec'tors - This design is bused c [r r+��ri p�r�rrd�t�r� ��D � and � for an indkijduar buildingcar anen t. pIiC-abi rty of design Furan enters rind proper incorparati n of compo reni rs r sponsibiJi of building desa r�er - not tr�r�� designer. � h erector. add is for iaferaJ Apart of individual web members or - Additiornal ternporory bracing to insure sicbiffy duringconst cir-on s! "_ � �h� as f res pr�s1b illi t of the p g_ i J�llrfy of the buildin desi r-ier_ For general u�ar� e r•e c ` ng r�i�n a l permanent �� f dry �a n �f the c��er�J l s�r�a�t�r� as �h� res o�r-Msf fabrication, quali#y control, sfcro e: defiVery, erection and bracing, cOnsulf AN I/711 Quafty Cifterla, D B-89 and B S]1 Buildin omp- iale Info #ion ave 1 I0 b le from Tri Plate I nstRul , 5&3D' nofrro Dr vo�, Jho dko n, 153719. � � �n nt ScaJe = 1-47-0 Q March 16,2005 7777 Grey:nba;-k Lane ufte 109 Cis Heights, CA, 9,%1C Joh Truss 03030- :CIG BIVIG VVEST (IDAHO FALLS), ), I [SAH FALLS, ID 83402 --0-0 .7_ V -0-0 7-€�-1 GABLE 1--0 4x4 111120= I Job Reference opti�n�f 6-100 s ep 17 2004 KtTek Irrdusth-es, In _ R 1 564353 Tue MaT15 08,-03:10 2005 Page I 1-1 v � ��. 28-1 -0 , 30-10-q_j 7- 1 -(�-O Scale = 1.53.6 SxB M 112 7-8-1 _ i— 14-5-0 i 1-1-4__... - - i 28-10-0 1 7-E�- 1 6-8-4 Plate 'offsetsiX,Y [1-0-4-0,0-3- [M-0-1-12.0-0-12], fr -1-1 ,0-0-1 1 _. LOADING (pso TLS. 35.0 T DL 7.0 BOLL 0.0 BDL 7..0 LUMBER TOP CHORD BOT CHORD FB OTHERS SPACING -0 Plates Increase 1.1 Lumber Increase 1.15 Rep Stress Inr NO Code IRC20OO/ANS195 X 4 SPF 1650F 1.5E 4 SPF 165OF 1.5E SPF Stu d/Std SPF Stud/Std t TC 0.88 B _50 WB 0.94 (Simplified) REACTIONS TI (lb/size) B=1175/0-5-8,. H=1541/0 -5-8p F=449/0-5-8 Maxo 13=-1 (load case ) Max U P IMB=- (load case 5), H=-60 0(locase , F =-2 71(1oad case Max Grav 13=11 75(load case 1)k H=1 541 load case 1), Fa 0(load case ). B-4 EFL in (Io Ildefl Lid Vert(LL) -O.OB F -H >999 240 Vert(TL) -0.1 B -J > 180 Hor f TL 0.03 H n/a n1a BRACING TOP H[ BOT CHORD FORCES (Ib) - Maximum ompre sign la imur-n Ten ion TOP CHORD A-13=0/32, B- =-1 X46/663, -D=-733/363, D -E=-733/368, E -F=--1301292= F -G=013 BOT CHORD B -J=-63 '/141 , I --J /1418, 1 -I=- 8/1 F F -H=-2681173 WEEDS -J=-101 `241, -18291466, D-11111175, E--1=_43211035; E -H=-1441/4919 7-8-12 PLATES 110 Weight: 137 Ib Sheathed or 4-2-15 oc pudins_. Rigid ceiling directly applied or 6-0-0 Dc bracing - NOTES 1) Unbalanced roDf live 102ds have. been considered for this design, VVind, ASCE 7-98; omph; h= 5ft; T DL=4 -psf; BCD L _ ppsf;ate-or It7 Exp ; enclosed- MWF Rruble end zona; cantilever left and right exposed ; po-rrh lett and right exposed; Lumber DOL=1.33 plate grip D L=1,33, 3 Truss designed for Md I oads in the pla ne of the truss only. For studs exposed to wind normal to the face), see 1 ITek "Standard Gabi 'End Detail" 4) This truss has been deigned for a 10 -0 psf bottom chord live load nonconcurrentwith any other lige toads_ ,Atl plates are 1.5.4 M1120 unless oth r t e indicated. Gable studs spaced at --0 o -c - LOAD CASE(S) Standard WAG - Veiify d esigIt P & -r-5 Arid READ No 7LPs UK 2WS AND INCIAMFEIMNCE PAGE 4 73 BEFORE VSE. Design vaFiid for use only vVith Wiek conn clors. Thi design6 based o upDn parameters shown, and h for an individual building component. tip li c aMi y of desig n pec ra menters c3 nd pro r [ncorpora tion o f c a p o ne nt is responsibI 5 of b vi ldi ng d esigner --`Mot tr uss dosrg ner_ B roc i nq shovvn is for lateral -,,upparf of in ividuaI web members only- additional temporary brcc ng #o insure st❑bili#y during cons cNon is the resp onsibillify of the erecl car`. Add Etion�a I e rra nevi bracing - of the overall s of ro i t r si i f P dire neer n gene- rB 1 Fundi n f e omp to f ncot�or� r t a Ir- c o rural, storage-,. delivery, erect on and bracing, consult � Component ��t cfeir Inforrmcition a vci i fo bk-- from Truss Plate f n5 tiitliter 583 D' nofrio Drive, Mad i.onr Wl53719_ IP 197/144 March 1 6,2005 � � �.. -- k- — -r.I --- ui "rfr - A& Job 03030-05 Truss DIGD Trr $ Type COMMON 1 B -MC WEST (I DAH 0 FALLS),- [ DAHO F ALL S,1 D 83402 U J F 4x12 J]1 THD26 10 Ply R1564 2 Job Reference. (optional) 6.100 s Sep 17 2004 MiTefc Industries, Inc. iue Mar 15 08-.03:112005 Page I 6-8- 1 - �. 3-- _ . _ .yam 5.00 F12 H H 8L THD26 5-5-0 Plate Offsets (X,Y): [A:0-4-1330-1-121 C-.0-4-13,-0-1-121 LOADING ( psi SPACING -0-0 TOLL 35.0 Plates Increase 1.1 TDL 7.0 Lumber Increase 1.15 BOLL 0-0 Rep ,ureas Incr NO B C L 7.0 Code. IRC20001ANS195 LUMBER TOP CHORD 2 X 4 C F 240OF 2.0E BOT CHORD 2 X 6 L L Truss Grade WEBS 2 X4 SPF 1650F 1,5E E 4xl 2 M1120 Special S1 TC 0.77 13C 0.85 WB 0.70 (Matrix) REA TI N lb/ i e) A;--813310-5-8, C7--4492/0-5-8 L4ax �44 0 - - ax Hio. =43 load case Max Uplift == (load case 5), =- 04 (Ioad case ) 8X 1 4 M 11 0H � I A R 4.X112 i l \ a t l 2-7-0 DEFL -in (Jac) I/defl L/d Vert(LL) -0.16 -F >947 240 Vert(TL) -0.22 ARE >698 180 H o rz (TL) 0, 04 C n1a n/a HR Scale = 1 ;24.7 C 4l 2 fall - PLATES V111120 '111H eight= 143 Ib TOP REACTIONS ( CHORD Sheathed or --11 oc purlins, BOT CHORD Rfgid ceNng directly applied or 9-5-9 oc bracing - radln - FORCES (Ib) - Maximum Compression/MaximurnTension TOP H . L) .-B=-1 5 0{ 17 , B- =-9494 4303 BOT CHORD A -F=- 5699, 1251 , F- —5699/12513,-Fi=-56, /1 1 , E -H - 99/1 51 , D -E-37831839 D -l' 39361869 rr--##yy ,sr.�� rry*�*}+—.� ��ys ,}{++.y. per y{,,��, � � ]-J=-3936/86931 T ■ EBS E'— 9 + 6 , —DT -374./ 9 1 NOTES 1) `-ply truss to be connected together w.1th U. 13 1 rFXY Najl5 as follows Toga chords connected as follows- 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as falao s: 2 X 8 - 4 rows at 0-4-0 oc. Webs connected as folio s: 2 X 4 - I row at 0-9-0 oc. All loads are considered equally applied to all pees, except if noted as front F or batik 13 face in the L � � �D E) section. Ply to ply connections have been provided to distribute only toads noted as F) or (B), unless otherwise indicated_ IInbal-anted roof live loads have been considered for this design,. 4'rod: ,E 7-; On�phk hy.ft; T�LT�.pf} atgor 11; Ex:p ; enclosed- MWFRS gable end zone, cantilever lett right exposed, porch left and right exposed Lumber DOL=1.33 plate grip L=1.33_ This truss has been designed for a 10,0 p f bottom Igo live lead nonconcurrent with any other five loads_ All plates are I T 0 plates unless otherwise ind-ited_ r) Use USP S H 8L (With 16d Fails into Girder & NA9D rails into Truss) or equivalent at 2-9-0 troy the left encs to connect truss(es)� 1 ply DF) to front face o bottom chord, skewed 45.1 deg.to the left, sloping � down - 8) 0.0 deg. � Use USP SKH28R (With 16d nails into Girder & NA9D valla into Truss) or equivalent at 10-8-0 from the, Deft end to connect true I ply 2 X 6 DF to treat face of bottom chord, skewed 45-0 deg.to the right, sloping 0.0 deg. down - 9) Use USP THD (With 16d nails into Girder & NA91Drails into Truss) or equivalent spaced at -0-0 oc max. starting at 1-4-4 from the I end to -4 to connect truss(es) 1310 (1 ply 2 X 4 SPF) to back face of bottom chord... 10 F -11I all n it holes where h an g er'tis in contact with Kimber. 11 peen hangers or other connection device(s) shall be provided suffiriient to Support concentrated Io d 8601b down and 234 at --�, and 4Ib down a n d 2061b u at 10-3-12 on bottom c� � t� � hoed_ The d ign/selection of such pedal connection device(s)is the o iiR fff'�qth rss NOTESWARMG - Verib design Parameters and READ iii ARFER-EXCE PAG 74 7 U Design valid fOT rise Ori v�th ,Tek r—Onn of . Ti his design is base only upon mora meters she . end is for on indi duoi building Compone nf. A ppFica b'fi �y of des ig ri po ro rneniem and propae €nc orporafio n of component is resile n§ b.i I1of building Id in d sa neT - not '' designer- Brcidng shown Rs for ialereC support of J-ndividuol web members on - Addilion aF temporary brac-Ing to tnSur� stability during construction is the re.spor�sibillity of the ereclor. A diff nal permanent br cin of thy' overall structure Js the responsiblfit of the building des. finer, For en T I uidonce r ardin fa bnc o tion . quality control, siarOg e. defive ry. erection and bracing, c o n sA ANI PI I Qu aiT rr Criteria, DS13-89 and BL I T Building Component .safety Information c3vaillable from Truss Plafe Imfitute, 583 D' nofrio eve: J Bison, W1 53719- E 371 _ GRIP 187/144 14811G8 March 16,2005 7777 .reenbaa Lane Suite 109 Citrus Heights, CAF 9561 Job truss TtM`Type Qty 03(}30-05 D1GD COMMON 1 BMC WEST (IDAHO FALLS), IDAH FALLS, lid 83402 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1 �1 , Plate Inose =1.1 Uno r -m Loads (plf) Veit: A - =-B4, =--B , - =1 Concentrated Loads (lb) Vert_ E= -4860-(B) F; ---1864(B) _^899(F) H= -2348(F=-485, Ply i 21Job Reference (optional _1 OD s Sep 17 2004 MiTek Industries, Iria_ A 'R ARNMG - VerVy demon _parunwters and PXAD NOTES ON THIS AND JNCLUDF.JD WTRK REFE :EAME PAGE =T .3 BEFORE i [design valild for use only with MTek conneaiors_ This design is bosCd only upon perurnetEis shown, cnd is for (�n indi Iducl b-uilding component. pp lira b1i 11ity of d sig n pa rome ntt -_n on d proper i ncorporofi o n of com p o n n f is re. sponsi bility of bui Id ing design or = not truss desig ner. Brae i ng s hewn is for to tern I support of in d ivid uo l w b mer n b ers only. Addition a I tempoTary temporarybrocing to ins ure stobilify during on*uciion is the responsibillity of the erecfor. Addit noI permanent bra6nig Cif the overo II structure is the responsibility of the bvaldIng designer_ For gen er-a 19 uidonce regarding fab6cation, quaIi -con rol, Storage, delivery, erection and L acing, consult ANS1/711 Quart Cirileria, DSB-89 and BC—S11 Building Component Safety Inlomofion cera i lcr b I'- from Truss Flote Institute, 583 D' 0 nofri 0 rive, Madison, W1 5371v. 81564353 Tue Mar 15 OB:0 _11 20 Page 7777 Greenback Lane Suite 109 Irus H eig hts, CA, 95610 MalTek" t Truss Truss Type � � 103030-05HF-131EUEEI PO T tY 1 BINK 'FEST (f[D H FALLS), ID I FALLS, ID 83402 TOLL -0 TDL 7.0 BOLL 0.0 +DL 7.0 LUMBER TOP CHORD BOT H F D OTHERS Ply. 9-5-5 18-1 G- 10 9-5-5 4 M1120= F 9-55 1� - ` Jch_ Reference option .1 DD s Sep 17 20 4 iTek Industries, Inc. T S R a P 0 N M L 3x4 M112011 i - - 1$-10-10 Il 2-0-0 i F I Plates Increase 1.15 Lumber Increase 1.1 r epi Stress Ince NO - Code IRC20OO/ANS195 4 SPF 165O1` 1.E 4 SPF 165OF 1.5E SPF Stu d/Std 3X4 M 1120 15643 5. Tue Mar 15 08:03-:12 2N5 Page 1 SCale = 1.69.2 k ecq. l�dell UQ F T T er-t LLL n1a n/a 999 MI 0 BC 0.05 ert(T.L) n/ - rola 999 E 0,21 Hor(TL) o,01 K n./a n 1a (Matrix)p _eitt: 102 tb BRACING' TOFF CHORD Sheathed or -0-0 oc purlins. BOTCHORD Frigid ceiling directly applied or 10-0-0 cc Brading WEBS 1 Row at midpt F -P REACTIONS ft/size) =70`18-10-10, K=7011 -10-1 o, .P=125118 -10-10, Q=192/18-1 -1 o P=1 97118-10-1 o 01 0 -10 T=173/18-10-10, 0=192118-10-10a N=197118-10-10,. M=201 /18-10-10, L=173/13-10-10 Max Hort: = 17 10ad case 3 Max U P] if s-11 S(le d case ), K - 8(lead rase 4),=- 1 33(load case ,R:;--- 1 Ioa T=-130(load case ), 0=-1 290oad case 6)o- N:;---1 le d case ), M=-14900 d case, L---130 Toad case Max ravA= 78(Ic+ad case , t - 51 load case , P=203 toad case � - � � ) �, �-��te��d se �), _1 97(lcad cue 1), =201(load case 7)f T=1 load case 1), 0=201 (load c -ase 8), N=1 970oad cage 1), =2011 Ioad case LY1 7 (1od case 1 (, FORCES Ib) - Maximum CompressionlMaximum Tension Ti P H PD -B=-387/171, B- =279/162, -D=-187/ 14 , D; -E=-1141136, E -l= —11 11 F-0=-11 /1 6 a �-i--I =-1141'931 I--1�1 -°1 `1 �� 1 } 1-,1=-242/96, J -K=-3 50.10 BOT H RD A -Ti -7 1284, -T=7012 4, f - 70/254, - =-.70 '254, P- Q=701254, - P= -70/254N-0=70/254 L- m=-70/254, 1 -L=-701254 a, - I -- 4 E rEB F -P=18 f , E- --173/1 o, D- _.-'16911707 - =-17211 8 P B -T -1451137, - =-173 '14 NOTES 1 Unbalanced roof lure toads have been considered for this design. 2) end; ASCE 7-98 Orr ph; h=25ft T C L=4.2p t, L=4. p. f; Category 11# Exp ; encfosed, MVVFRS gable end zone, canlevr ted and right exposed , perch left and right exposed, Lumber IDOL= 1. 33 plate grip D L=1.33. 3) Truss designed for wind loads in the plane of the true only- For studs exposed to wind normal to t �, End Detagfi� � be t�oe�, gee iT k "Standard �bt� 4) This truss has been designed for a 10_0 pst bottom chord lire lead ncnconcurrent with any other five leads. 8 1 Plates are 1.5x4 M1120 0 antes otherwise indicated. Gable requires continuous bottom chord bearing. 7 Viable studs spaced at -0-0 o, LOAD CASES) Standard WAG - V - 9MParumetP_r-s and READ NOTES 01V'r� E-9 � .PAGZ MU 7423 r ZWFORE USE. Applicability of design �g�rr� . . _ �rs sl�c�, end � for �r� sr�di�r�u�l k��I�lan �� i r� er�k� Farr �� nl ifs �� yrs �r� n��t� T#�is ��si ri � b�s�al �n � �r� r�r��f _ _ _ � �.n� d groper incorpor-o r�.r� of component is respon�j�IJlty of building designer not fTuss designer. Brading shown as f r la fera I s u pport of in d wird u I wpb r�emb er s oro . Add ft ricin tear g —o, s ; � —_ temporary bra t� �r�sa�r �t�bils `�ur�r� � n�tru�ur3 i 1�� r�s�orti.sw:billt �f tFr� erea#ar_ Additic�i o" p r,#r�� cent br��.,rti or fhe overolI strucfure is the res onsib�ifit of the uiIding d ig, ner. For enPeral Oldanc I`�b��tic�r��r � � � rardin ' l oI•, sicroge, dei very, erection and bracing, c 0 ri su H ANSIITPI1 QuaRty Criferki, Safety 1 nfortnafi ovu i la )e fror n Try P la t� I nstrf u te, 58 D` no#r o Orbe, is cc u, W 153719, �� 13- �� r�� I � Bull in g Cornpcmenf P RIP 197/144 OWAL Q4 Q� �fi0 684 March 15,2005 7777 Greenback Lane Suite .109 Ci rus H a iglus, CAF 9 5610 Is MITek a Job 03030-0 Truss —1-�ji Truss Type ��Qty Ji I MONO TRUSS 1 BMC WEST (IDAHO PALLS), IDAHO FALLS, ID 83402 rM -0-0 - - Ply 1 Job Reference . 100 s Sep 17 2004 MiTek Industries, l nc- S 1 564353 Tue Mar 15 OB:03, 13 20D5 Page 1 1. 5X4 M 1120 11 C LOADING p TELL 35.0 TCL 7_ BOLL 0.0 BDL 7.o t_U BIER TOP CHORE BOT CHORE FB SPACING -0-0 Plates Increase 1,1 Lumber Increase 1,15 Fp Stress Inr YES Code IRC20OO/ANS195 DF 240OF _0E 4 BPF 1OF 1.5E 4 SPF Stud/Std GSI TC 0.x'1 a B. 0-38 �y B O.00 (Simplified) REACTIONS (Ib/size) D=374/Mechanical, B=566/0-5-8 Hort B-= 1 (load ca se Max UpI =-211(load case ), B - (Io d case FORCES (1b) - Maximum Compression/Maximum Tension TOPCHORD -113-0/32, B- --75/0, -D=-320/157 BOT CHORD B-=010 IDEFL in ic) I/del Ud eALL -0.17 B -D >534 240 Vert(TL) -0-26 BLD >356 180 H o rz(T L) 0.00 n1 n/ BRACING T F H 1 D BOT CHCRD PLATES 110 Weight 27 lb GRIP 197/144 Sheathed or B-0-0 cc pari ins, except end vertical _ Rigid ceiling directy a pplied or 10-0-0 oc br ing. NOTES 1)Wind: ASC F -° ; ph; h- 5 ; TC EL=4. psf; BCD L 4. 2psf' Category 11; EFS; enclosed; MWF Ibl end zone; cantilever left and right exposed a porch lift and rig ht exposed F Lu mher DOL=1, plate 9 rip DOL^ 1.3'3. This truss has been designed for a 10.0 psf bottom chord live load non oncurr nt with any other lire loads. Refer to girder(s) for truss to truss connections. LOAD GASES) Standard A wARmG -r, 4 design pa r -atm and READ NOTES Qff T " MCL UDED WTEK REFEREN PAGE 74 731.E Design alid for use only With ifek connectors_ 7h!s design is based on upon para # sho , and i� for a.n Individu-o1 b i pon ent. p fi crt i ht or design para rnente rs and proper incor ra iion f component is responsibility of building d epi g ner - not truss designer. Brcscin shown he is for la tern i su pport of i rid ivid u a I e b me rx� is on . Adis iticnci I tern por ar�' bre c i n to insure sto bi Iity r i �'� nstru °i the r spc n i ilii y� f t erector_ d i fon a I permczne rpt b res cr,ng o t !he overol I strut t erre is t h e re5pon5bil ity o f th e budding esi ner. For goo er<iI qvida nc e regard in g labn-catlon, quality control, storage. deliveFy, erection and brct ingr consult ANSUTP11 Qualirty Crflefiia, CCSB -89 and 9 S11 Building Component Safety Intormalion avoiloble from Truss ote 1ri5titute, 593 D'CnofTio Drive, Madison, W153717, Sale = 1=23.6 March 1 6,2005 7777 Greenback Lias —� ufte 109 Citrus Heights, CA, 9561 0191 MiTek Job Truss 03030-05 ,J I bMU VVLI (IDAHO, I` LL ), IDAHO FALLS, ID 83402 LOADING (pso TOLL 35-0 TDL 7.0 BOLL 0_ BCL 7.o LUMBER TOIL H 1 D BOT CHORD T t 12 offl-Iffol Truss Type y Ply MONO TRUSS 6 (optional) 6.100 s Sep 17 2004 IETek Industhes, Inc. 5-11-11 R1564353 Joh t r Tue Mar 15 08:03.14 2005 Page 1 r. SPACING -0- Folates Increase 1.1 Lumber Increase 1.15 Rep t-ress In r YES Code IRC20OD/ANS195 5-11-11 01 r 1 DEFL i (1ac) I/defl L/d PLATES GRIP TG 0.40Vert(LL) 0-07 B -D >g 240 I`II10 197/144 ESL 0.23 `B 0.00 (Matrix) REACTIONS (Ib/siz) C=1 92/Mechanical, S=50310-5-8, D=40/Me hard f Max HcrzB�--1(ioad case Max Upkif = 7(Ioad case , B=-251(load case ), D=-41 (load case Flax GravC=19 (load case 1), B= 0 (l ad case 1), D= 7(lcad case FORCES (Ib) - Maximum CompressionNaximurn Tension TOIL' CHORD B=0165T B- -109/59 BOT CHORD B D=110 Vert(TL) 4 SPI” 165OF 1.5E HTL -o,00 BPF 1650F 1_5E 5-11-11 01 r 1 DEFL i (1ac) I/defl L/d PLATES GRIP TG 0.40Vert(LL) 0-07 B -D >g 240 I`II10 197/144 ESL 0.23 `B 0.00 (Matrix) REACTIONS (Ib/siz) C=1 92/Mechanical, S=50310-5-8, D=40/Me hard f Max HcrzB�--1(ioad case Max Upkif = 7(Ioad case , B=-251(load case ), D=-41 (load case Flax GravC=19 (load case 1), B= 0 (l ad case 1), D= 7(lcad case FORCES (Ib) - Maximum CompressionNaximurn Tension TOIL' CHORD B=0165T B- -109/59 BOT CHORD B D=110 Vert(TL) -0.10 B-0 >687 180 HTL -o,00 C n1a n/a BRACING TOP CHORD ESOT CHORD Weight.- 1lb Sheathed or 5-11-11 oc purljirrs. Rigid ceiling directly applied or 1 0-0 oc bracing, NOTES 1)Wind: ASCE 7-98; 90mpri; h=25M T CSL =4 _ psf; BCD L=4 _ psf; Category 11; Exp ; enclosed; MVVFRS gable rid zone-, cantilever lett and right exposed ; porch left and right exposed; Lumber COOL=1.33 plate grip DQL=I _ 33. This truss has been designed for a 10-0 .psf bottom chord live load nonconurr nt with a ny other Jive loads. Refer to girder(s) for truss to truss connectons- LOAD CASE(S) Standard C &runxetens a nd READ NO TES OM THIS AND INCL VDED AUTEK REFERENCE FA GE hM- 74 73 BEFORE USE. De-5ig n. vcjri d fcr use only V%.31 h MTek =nnect r's_ Th Is de -sign is base -d on y upon pcsF_Qmet sh10. and N for c3ri individual buiPcilfng cc)rriponent_ A ppFica blRy sof de$-Lg n parcrr rpt rs and pro per irncorp orotion of Cornponenf is respon-sibilify of ��tildin d esigner - not tri desi nr, Brccir� shy is y p ro i - #`�Additiarol �� r��nl�r.t bracing �f �� only- Audit"renal tern �� ern �� rr`��p�re �#aiCit d��rir�� En�fr�ucti�r� is t'I�� r��p�nsi�if�t� �� #ham pp p c o e ail structure M, the- respon-s-1 ilit of the building deli rtier_ For general guidancc_ regar-Jing. fabiico#ion, qualily a ntrof,. storo e. delivery, erection and bracing. consupt AN R/TP11 QuOl dke?10, MR -89 acid BC511 Building��mpor�en Safety Information avcti able from TFUSS Plots Institute. D'Cnofrio Driver ad on, i 53719 scale 1:16.5 v 1(5r2005 7777 Greenback Lane BMW wiii� Sprite 109 ftrus Heil 9h1s, CA, 95610 Job —[ Truss 03030-0 f J 1 A BIVIC QST (IDAHO FALLS), IDAHO FALLS, ID 83402 r?M Type oty ply SPECIAL 2 1 Reference (optional) 100 s Sep 17 2004 MiTek Industries, Inc. -5-8 , 4-G-11 r _ 5-11-11 R1 56435 Tu 6Mar 15 08,03:15 2005 Page 1 Folate Meets (Xaa'); [H -0 -3 -OPO -2-4 LOADING (psf) TOLL 35.0 T DL 7.0. BOLL 0.0 BDL _0 LUMBER 3 M]120-- 7777 11 0 JAU A-Villizu- SPACING -0-0 CS1 Plates> Increase 1.15 TC 0.53 Lumber Increase 1.15 B -0 Rep Stress I nor YES WB 0:11 Code IR 0001A1 1 Matrix TOP CHORID -D-11 5-11-11 r1 BOT CHORD 2 X 4 SPP -5-8 1-7-3 1-11-0 0-1-8. SPACING -0-0 CS1 Plates> Increase 1.15 TC 0.53 Lumber Increase 1.15 B -0 Rep Stress I nor YES WB 0:11 Code IR 0001A1 1 Matrix TOP CHORID 2 X 4 SPF 165OF I _ E BOT CHORD 2 X 4 SPP 165OF 1.5E WEBS 2 X 4 SPF Stu d/Std REACTIONS (Ibis -12e) E=235/0-5-8, B=517/0-5-8, F=13/Mechanical Max Herz B=1 70(Iead case M ax Up1iftE=-12 3 (loath case , 'B=-25 4 (load e t F=-1 (lead case Maxrav E;--235 (load case 1), B-51 (load case 1). P= 2(lead case 2 FORCES (Ib -Maximum�{Compression/Maximum Tension TOP P H R.D —B-0165 , B— .,,._. —39011 12, C D-- 125/16, DQE= 3/4. 4 F4� BOT D B-H;---167/285,G-H--169/298,F-G=-010 ' r WEBS —I =-87/ 171 —s..+ —252113 ll ,, Vim— ! 14/185 NOTES DEFL Vert(LL) Vert( TL H e rz(TL) BRACING in (lo) I/defl Lfd 0.09 G >792240 -0.12 G >565 180 0.02 P n/a n/a TOP H R D BOT ISD PLATES 1120 Weight- 21 ] b C) 1 MP 1971144 Sheathed or 5-11-11 oc purlins. Rigid ceiling directly applied or 10-0-- oc bracing. 1)Wind: ASCE 7-° ; mph; b=25ft; T DL=4-2p f; B DL=4- psf3 Category 11; Exp ; enclose; MWFISS gable end zone; cantilever left and right exposed perch left and right exposed; Lumber COOL=1.33 plate grip DOL=1. . This truss has been designed for a 10.0 psf bottom chord lire lead nanconeurrent with any other live loads. Refer to girder for truss to truss connections. 4 Beveled plate or shim required to prov-1de full bearing surface with truss chord at joints E. LOAD CASE(S) Standard AR-NMG Verj& design parameteTs and READ NOTES ON THMAIMMCLUDED JUTEKREPERENCEPAGE MH 7473DEPORE USE. Des -Ig n vaVd for usl.-31 Q ly with. AhTek conned . Th -is design is bcsed only upon parameters shown, and is for an Ind Midual building compo ne nt Applica��ili of design poramcnters and proper in orporcii n of omponent is re�sponsp ilwt� [�f b� lain designer -nit truss designer. �r�cin shown is for latera I su pport of in d mid u o 3 web mernbers o n ly. Ad dii-ona I to mp rary brad ng to i ns ure sta bility d u n g c oris trur, ii o n is the res pons! hi Hity o f ih e erei�:tar, Addli do n o l p rrrion e rpt bracing of the ev ero i 1 stTuc tore is the respongyibirity of thie building designer_ For goner❑ I grid o n c e regarding fa brifio n. q uolity control, storcige. delivery, erection and bmcingi, consult NSI/ TP11 Quality Offeria, DS B- B i and IR11 Bufld;ng Component Sofety fnformofion avoiiable fro rn Tru Fl�to Instifufe, 583 D' notrr-o Drive, Mod sari, W1 53719_ Scale = 1 -16 - March h 16,2005 7777 Greenback �.aTi-Et Suite 1 D Citrus Heights, CA, 95610 N][MiTek -A Job Truss 030,30-05 BMS WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LOADING LOADING p TOLL 35,0 TDL 7.0 BOLL 0.0 BCL 7. LUMBER TOP H ORD BOTCHORD W Truss Type MONO TRUSS SPACING -G-0 Plates Increase 1,1 Lumber- Increase 1.15 Rep Stress I ncr YES Code I 0MAN S[9 f 3x4 M @i0 -- Qty K Ply I Joh Reference (optional) 100 Sep 1 2004 IITe Industries, Inc, Tue Mar 15 08:03,1 200- 5 Page 19 CSI TC DA0 ESC M 0 B 0.00 (Matrix) REACTIONS (Its/size) C=85/Mechanical, B--=428/0-5-8. D=26/Vlechanical Max H orz B= 11 4(ioad case ) MaX Uplif J- (load case 4), B= - (fond case ), D=- 6(Icad case Max r v =8 (load case 1), B=4 8(load case 1), D, 10a.d case FORCES (lb) - MaXirnum ompressia /Maximum Tension TOP CHORD A-13=0/65, B- 87'23 80T CHORD B -D=0/ L EL in Ioc) I/defl Ud PL -,TES Veit(LL) X 4 SPF 1650E 1.5E f 3x4 M @i0 -- Qty K Ply I Joh Reference (optional) 100 Sep 1 2004 IITe Industries, Inc, Tue Mar 15 08:03,1 200- 5 Page 19 CSI TC DA0 ESC M 0 B 0.00 (Matrix) REACTIONS (Its/size) C=85/Mechanical, B--=428/0-5-8. D=26/Vlechanical Max H orz B= 11 4(ioad case ) MaX Uplif J- (load case 4), B= - (fond case ), D=- 6(Icad case Max r v =8 (load case 1), B=4 8(load case 1), D, 10a.d case FORCES (lb) - MaXirnum ompressia /Maximum Tension TOP CHORD A-13=0/65, B- 87'23 80T CHORD B -D=0/ L EL in Ioc) I/defl Ud PL -,TES Veit(LL) 0.01 B -D >999 240 M1120 0 rt TL _0.02 B -D >999 fi 0 Hor7-(TL) -G,00 C n/a n/ Weight,: 12 lb 13RACING TOP H ICK Sheathed or -11-11 oc purlin- _ BOTCHORD Rigid veil inn direeby appi led o r 10-0-0 cc bracing NOTES 1 Wind: ASCE 7-98- 0mph; he ft; T L- . p.sf; BCDL . psf; Category II; Exp , enclosed; I'�1VVFf able end zone' cantilever rl! ht e��d � , � r��i p ; porch lel .and dght exposed; Lu DOL=1. plate grips � L=°1.83.. This truss has been designed for a 10.0 p f bottom chord lire load nonconcurrent with any ether I ive load $, Refer togirder(s) for truss to truss connections- LOAD onn tion _ LOAD CASE(S) Standard WARMU - VM-Vy design parameters s and READ NOTES ON THM AND DVCLREFERENCE PAGE 74 73 R&MjM USE. ]Design gelid for use only wi,h MiTek connectors_ This design is [used onhy upon par�ameter5 show, sand for ars indl�ridval buiildIn component design paramentem and proper' ir', c rp ra�iar1 Of component is response R t of buildin des`i n - not truss r ppaI�ir of desr � _ � drgr«�.. Bracing -shown is or a at suturf of IndivIduol ry `� 3 t ereCt�. ddt1i ��I ,per rri�nent brc� of rnem� ��r� ��ti�rti�f t�r-r-� gra bracing t� ��r� �t��I� ��r� ��r�str��t��r� �s f�� r•��n�sirllPt� f the ��. k�ri.ac�t�r+�r3 efo lI strut r° rs the r sponsr loin of the building d ig n r. For g erg era lguidance regarding quality control. storage, deliver} , erection and brrocin, consult ANSI/7Pj7 Q001 tyrite-r,a, D B-8'1 and BCS11 Building Component Suety Information available fror ri Truss Plate Imflute, 583 'D` nofrio-ve, l eli n, W 15.371?, L Scale = 11.7 March 1642005 7777 t' rp P n h.a r rr r n riga Su Cit Job Truss 03430-05 J1 BA BMC 'BEST (IDAHO FALLS), IDAHO FALLS, l D 83402 Tl _ Qty PL t L 1 -5-8 Ply 1 6_100 s Sep 17 2004 MiTek Industries, , tnc_ 1.5x4 M1120 11 R1564353 Tue Mar 15 08M-17 00Page 3-11-11 ID 1-6-3 Plate Offsets ff�0-3-0,,0-2-4 LACE IAS (psi TOLL 35.0 T DL 7,0 FALL D_0 BDL 7.0 LUMBER TOP CHORD BOT CHORD WEBS PI -0-0 Plates Increase 1.15 Lurn her Increase 1,15 Rep Stress I ncr YES Code IRC20001ANS195 4 SPF 1650E 1.5E X 4 SPF 1650F 1� E X 4 SPF Stu d/Std 2-5-8 1 DEFL in (Inc.) I/dofl TC 0.40Vert(LL) 0.02 F >999 BC O�03 Vert(TL) 0.02 F >999 'B iD.G4 H rz(TL) 0.01 E n1a REACTIONS Ob/size) D=124/0-5-8, B=440/0-5-8, E=10,/Mechanical Max Holz Bit 3 (load case Max Uprate=-570oad case )t B=-2270oad case )r =-I lad case Max Grav D=1 4(load case 1), 13=440 (Go d case 1), E(load case ). FORCES I) - Ma imurn Compression/Maximum Tension T FC CHORD -13=0/65, B- =-97/0, -D=-27/42 BOT CHORD 8-F=-1 1/ , E -F=- / EB -F=-24/63 BRACING TOP CHOP D FOOT H R D 1-6-3 L/d 240 180 1a r 0 1-7 i-2-3 PLATES 1120 Welght: 13 lb Sheathed or -11-11 oc Podia _ Rigid ceiling directy applied or 6-0-0 oo bracing. TE 1)'Vied: ASCE -98, 90mph, h= ; T DL= . Psf I C L= . p t Category Il; Exp C, enclosed; M Fl gable end zone; cantilever left and right exposed F porch left and right exposed; Lurnbe� L=1 -33 plate grip D L 1. 3. This true has hien designed for a 10_0 p f bottom chord love icad nonooncurrent with any cither live loads. Defer to girder(s) for truss to truss connect ons. f -) Beveled plat or shim required to provide full bearing surface with tTUSS chord at joint(s) D. LOAD CASE(S) Standard qR�AWG - Vow design. ,psuers and READ NOTES ON TJVS AIM INCLUDED M77X REFFERENCE PAGE AW -7473 DEF PE Dcsicgin void For use only vAfh MtTek -connectors. ThGs design is Dosed only upon arame- len sh<)wn. and is for on individual building component,. PTS I p F ' . shown li�i��i- �f design arc�r�n�r�te �d proper ar�ti�rr �� component is reg r�si�iCi �f k�u�idin d��i ner - rat truss d��i nor_ �raarr� iS for latara1.5uP, Ort Of individ ual web r�emb corgi[ _ AddiI nal tem r•or brad $o �ras�rre s#ability dv�rwg c or�struati0t� � ti he res pc�nstl�r1lit of #17e ore c tor_ Additi on o l p erman e W bracln g of the o erci.l I str u c Lure is the re s po R�rbifity of tip e build in g desig rear, For ge neral g u ld an ce req and in !g fry bri ca#iQn, q uctfity a o ntr 1. story g e, d e5very, erect ien a n d bra ei n g, cors uit A N' 1/TP1 I Qucdly Critwim, LAS B- 89 on d BC 11 BuItd i nj Co m ponent Safety In Far m cfflon ova i Icid Ie from Truss Plate Insfitu #e,. 583 D' O ri of rio Drive, Madison, n, 1637 M Scale= 101 _7 GMP 197M44 March 16,2005 7777reef ba,.�k Lane suite 109 Ckrus Heights, CA. 95610 iTe 03030-(}5 1j1C BMC WEST (IDAHO FALLS), IDAHO FALLS, l D 8 � a Truss Type MONO TRUSS 5.00 12 1 Job Referent 100 s Sep 17 2004 MiTek Industrie st fri . 815643 Tue Mar 15 08-03-.18 2005 Fags 1 1 Plate Offsets,. . _ELO-0-UPD-10- LOA DIp TOLL 35.0 TIAL -0 BOLL O'D BCD L _0 LUMBER SPACING 2-0-0 CS1 [FEEL in l�r-� Plates [ricrease 1,15 TC 0-34Vert(LL) -0,00 B Lumber Increase 1-15 BC 0,03 Ver TL -0-00 B -D Rep Stress In r YES VVB 0-00 Hor (TL) -0.00 Code If0OD/N15 (Matrix) TOIL CHORD 2 X 4 SIF 165OF 1-5E E30T CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) C=-20/Mechanical, B=36810 -5-8p D-13/Mechanical Max Hort 13 = (load case 5 Max UpliftC_ 20Ioad case 1), B=-211 (load Case )E D=-1 Iod case ) Max rav=(Iad case 5, B=(load case 1), 1 -(load case FORCES Ib - Maximum CompTession/Maximum Tension TOP H > D - =0'64, 13-G--:---72/12 BOT CHORD -D=o/ BRACING TOP H R BOTCHORD I/d efl L/d >999 240 >999 180 n/a n/a PLATES M1120 Weight: 7 1b RIP 197/144 Sheathed or 1--11-11 cc purfin _ l rid Hing directly applied or 10-0-0 oc brut-ing. NOTES 1) Wind: ASCE 7-98; Krnph: h= ft; T DL _.2Psf, B L L= . psf} Category 11- Exp - enclosed- FI able right exposed � end ��e�� 1ar lift and porch left and right exposed; Lumber DOL -.1.33 plate gnp DCL=1.33, This truss has been designed for a 10.0 p f bottom chord live load nonconrU rent wilh any other live meter to g-rde,r(s) for truss to truS onnections. ads_ LOAD GASES) Standard - deems PurQMetCM and READ NOTES ON TWS A,pEpXNCE A aE - 74,73 D rgn valid for use On ter 17e ;:onnector�, This des[gin is bred Only upon porar�-teters s[�own, and for ars ind-vi uol baa pF Fi fi t i n porn r n-eni r:� �a nd r • orporcition of comp' � r� � �� s ori �� b��i$+� of ��r�ldin designer �� i r� cora p n n . is for ��, _ not truss; designer. Broo"rn shown Y 1. p ry �roto��,�lc��tral �o�� t'rrMan�r�� 'k�r�r port (A nd vidual �n �� A��iti�n�af torte �rct bracing to insur� stodili during orwstr�rctior� i� the r�5or�skC�il� o#' tF� overall sfru�cijre is the resporis6iji Or the building des[gneT. For genera[ guidance e ori � � f a k cation, quality control, slorc� ge r delivery, erecti� r� o €� d byte �F� { c �� I t J�1�,1 ��`f � I � Quality rit�rt�, 3 Safety of r n #i r a 1 k I fr Tru:ss F oto I r�t t u ter 583 D' no ri o Drive, t'vl d i or , C 1-� _ OSB -891 �rnd a1 1 B�xtidi n g o�rrpox�,�rat Buie = 1-8-9 March 1 6.20 0 77 Greenback Lane Suite 109 Citrus $ H e p€gtl`%d CA, 9561 C Job 03030-0 Tress BVIG WEST (IDAHO FALLS), IDAHO FALLS, ID 834D2 LOADING (pfd TOLL 35.0 T DL 7-0 B LL 0.0 BCL 7.0 LUMBER A 4 COMMON Qty Fly ,4 R15643541 Job Reference -J 100 s Sep 17 2004 MiTek Industries, Inc. Tue Mar 15 O8'G-319 2005 Fuge 1 2 -CI -0 M1120 -- L I r�kA M1190 QA" Wi l l e -u - 4-0-0 TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 x 4 SPF 1650F 1.5E WEBS x 4 SPF Stud/Std REACTIONS (Ibisize) B56610-5-8, F.i3741V[echan,ical Max Horz B=1 (load case 6 Max UPI ifs- 276(load case ), E=-1180(load Case ) FORCES {y i' (1b) - Maximum Compression/MaximumTension T Fy 1 '4� RD A-B=0/33PB-C=-120/12,C-D=-0/11,D-E--48/23 BOT CHORD B -E-/1 1 0 ►IEB -!E--29411 4 TOP ISR BOT H R D PLATES M1120 Weight, 27 1h FORW1 197/144 Sheathed or -0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES ra in+g- NOTES 1) Unbalanced roof live loadF> have been considered for this design_ Wind: ASCE 7-98; omph- h= ft; T DL=4_ psf; B DL=4_ psf; Category It, Exp , enclosed; M FI gableend zone; cantilever left and right exposed , porch left and right exposed; Lumber D L=1 -.33 plate grips DOL�1. . This truss has been deslfg ned for a 10.0 psf bottom chord lire load nonconcurrent with any other live load s- 4) Defer to girder( ) for truss to truss con nections. LOAD CASE(S) Standard W� - Vel design p ia� NOTES �N TMS AND ED T FF � �- � � �� . Design valid for use only with MiTek connect- This design is based oral upon para rTielers shown, a n d is for ars i ndivid u01 btailding comp 0nent_ i pp p proper p • • p ' ° g ti �� #ham r ��iilli �ahorr �� itfi �f d �� ori ��rtt�rs �n d �°� �r i neo r �d�F � no I #fit �crr� � �r�tr� tint is res pa s! �iiMr�roity �t L�kl�f b � r d un n � �� tri � t �� s r��r n r_ bra ok s f f h e is for lcterar support of individuai web �.rnbers only. A p erector- Additioncil permonen, e braying of the overall struc�ure is tine responsibility of the building d .sf ner. For general guideince regcirdirq tabri ati n, qualifier control storage, cieliver , ererction and brut n , consult ANSI/TPI I Qvcdlty Crifenia, D B--89 and BC t1 Building Component safety information oval�able from Truss Plato Institute, 58:3 D' r ofrio Drive, Mcrdlson, W153719. ale -- 1-21.6 March 16,2005 7777 Grcenlback Lane Suit-. 109 1 Citrus Heights, CA, 95610 IL 4-0-0 4-G-0 SPACING 2-0-0 CS1 DEFL in (Io I/defi LJd Folates Increase 1.1 TO 0-61 I Vert(LL) -0.1 BRE >536 240 Lumber Increase 1.1 BC 039Vert(TL) -0-26 BRE >357 180 Rep Stress tear YES VVB 0.09 ! H o r(TL) 0.0 0 E n1a n /a Code IR 0001AN19 (Simplified) i i TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 x 4 SPF 1650F 1.5E WEBS x 4 SPF Stud/Std REACTIONS (Ibisize) B56610-5-8, F.i3741V[echan,ical Max Horz B=1 (load case 6 Max UPI ifs- 276(load case ), E=-1180(load Case ) FORCES {y i' (1b) - Maximum Compression/MaximumTension T Fy 1 '4� RD A-B=0/33PB-C=-120/12,C-D=-0/11,D-E--48/23 BOT CHORD B -E-/1 1 0 ►IEB -!E--29411 4 TOP ISR BOT H R D PLATES M1120 Weight, 27 1h FORW1 197/144 Sheathed or -0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES ra in+g- NOTES 1) Unbalanced roof live loadF> have been considered for this design_ Wind: ASCE 7-98; omph- h= ft; T DL=4_ psf; B DL=4_ psf; Category It, Exp , enclosed; M FI gableend zone; cantilever left and right exposed , porch left and right exposed; Lumber D L=1 -.33 plate grips DOL�1. . This truss has been deslfg ned for a 10.0 psf bottom chord lire load nonconcurrent with any other live load s- 4) Defer to girder( ) for truss to truss con nections. LOAD CASE(S) Standard W� - Vel design p ia� NOTES �N TMS AND ED T FF � �- � � �� . Design valid for use only with MiTek connect- This design is based oral upon para rTielers shown, a n d is for ars i ndivid u01 btailding comp 0nent_ i pp p proper p • • p ' ° g ti �� #ham r ��iilli �ahorr �� itfi �f d �� ori ��rtt�rs �n d �°� �r i neo r �d�F � no I #fit �crr� � �r�tr� tint is res pa s! �iiMr�roity �t L�kl�f b � r d un n � �� tri � t �� s r��r n r_ bra ok s f f h e is for lcterar support of individuai web �.rnbers only. A p erector- Additioncil permonen, e braying of the overall struc�ure is tine responsibility of the building d .sf ner. For general guideince regcirdirq tabri ati n, qualifier control storage, cieliver , ererction and brut n , consult ANSI/TPI I Qvcdlty Crifenia, D B--89 and BC t1 Building Component safety information oval�able from Truss Plato Institute, 58:3 D' r ofrio Drive, Mcrdlson, W153719. ale -- 1-21.6 March 16,2005 7777 Grcenlback Lane Suit-. 109 1 Citrus Heights, CA, 95610 IL Job Truss� Truss Type Qty 03030-05 J 1 T SPECIAL BMC WEST (IDAHO FALLS), IDAHO FALLS, IID 83402 -2-0-0 -5-8 2-G-0 2-5-8 z 1 Job Refere n ee tic n al) 6-100 s Sep 17 2004 MITek Indo tr e , Inc. 3-11-5 5X6 M1120 0 -- _ 8-0-0 1-7-3 Plate Offsets LOADING Ps TOLL "0 TDL 7.o DELL O.D B DL To LUMBER TOFF CHORD BOT NFD SEB SPACING -0-0 Plates Increase 1.1 Lumber Increase 1.1 Rep Stress Inr YES Code I1 DO/N 1 5 4 SPF 16 OF 1.5E. 4 SPF 165OF 1-E SPF Stu d/Std REACTIONS i a E= 74/!Vle lana r, E3 -566/0 -5 - lax Flor° 8� 0rj load case Max UplaftE=- 1. io d case ), a=-. (lo d case FORCES (lb) - Maximum Compression/Maximum T nylon 11-5 1 DEFIL in (]or,) I/+def! Lid TC OACr Vert(LL) 0.02 I~ >999 240 BC 0.10Vert(TL) -0.03 E -F >999 180 WB 0.30 H o rz(T L) 0.01 E rr/a n/ (&.mplil~i d) TOP CHORD A-13=0133, B -' 1 x'234, -D 71 1 , D -E - 7 /185 BOT H RD B` =-3431569, F- --- x'1 85, E -F - /0 WEBS B - - 19 9/10 , F,=-12 9/52, F=- 18/5 02 1201 PLATES MJ120 R15643542 Tue filar 15 0_03:D 20D5 Page Weight- 1b T re GRIP 197/144 BRACING TOP CHORD Sheathed or -D-0 oc purli'n , except end verticals. BOTCHORD Rigid veil i rig di reutly applied or 10-0-0 oc bracing, NOTES 1) Wind_ ASCE 7-98 0mph bn=ft; T DL=4- p f; B C L= . psf, Category it Exp ; enclosed:1= . abi right exposed , porch ie and right exposed; Lumber IDOL=1.33 Plate gripD L -j �33- � end z�Ir��, �ar�t�lev►�r left and This tress has b re designed for a 10. 0 p f bottom chord )F re load nonconcarrent with any other live to .ler t. � girder(s) for truss to truss connections. LOAD CASE(S) Standard din paranwtevs and READ NOTES ON THIS AND LVCLMPJD WTEK REFPAGE 7 73 BEFORE U&& Desi g n va lt�f Ii or use o rr f� �k cc rr r�ectc�rs, Th is d i n is bc�sec? on � ppJicailat o f de�ir� para menters a nd �� - t ai para �n eters I^i +v rt: �n J i� F irr l r`r u�k +rIl iso component. proper r�r��rP�r�#r�rr o t como ��n,# rs �'�� _ is for lateral rf f i , i d C F rr3 nb r only, craflo f t nn I� p�onsibT '' of building designer - nDl frUss �desIg net. Bracing shown '�� ra.ry bracing fO insure stobilId dur1rig COri5#ruo#ior-w is the rosponsik�afli ty of the erector- AddifionaI Dormanent brucling of the ow afk strrjture is the res orsibiFiof the building designer- For general guidonQe re fabqicofion, quality control, storage. delivery. erecfion and brooingr consult ANSI Pit Qualiffy Criteria CCSB- ordin S-Gf�et -m Infor on avail rbfe fzom TrUSS PiotL- Institute, 583 D'Gn fro f�rivea disonr W1 537i 1 Component SCalle. ; 123.0 ,9 `SOF ��rJ \�D4NG :0000 March 16,2005 7777 Greenback Lane suite 109 Citrus Heights, GA, 95610 poll MiTek .fob Truss � Tru -s- § Type I of j Ply 030310-05 KI HJ BMG WEST (IDAHO FALLS), ), IDAH FALLS, ID 83402 .1 0 MONO TRUSS 1 1 Job Reference (optional) _ _1 a0 s Sep 17 2004 MiTek I n du stfies' Inc_ -2-9-15 6-3- 11-3-12 2-9-15 6-3-9 3x6 M1120—_ 3.54 F12 Special pedaa _ - +G J HL H6 Tue Mar 15 08:03.21 2005 Page e= 1-25,6 4x4 M112D r) E IN H 6L KH26 L SKH2E3L H 6R 1= 5X6 M112-0-- 6--3-9 11 6r - I o 11-312 5-0-3 Plate Offsets (X, Y) B:0- -4} 1-81-- -- L DIN (p T LL 3 yO T DL 7,0 BC LL 0.0 EDL -0- SPACING - 0-0 Plate Increase 1-15 Lumber Increase 1.1 Rep Stress Incr N.0 Code I.RC20OD/ANS195 LU BE TOP CHORD 2 X 4 SPF 1 5OF 1.5E BOT CHORD DF 180017 1.6E WERS 2 X 4 SPF 1OF= 1,5E *Except* -F 2 X 4 SPFStud/Std REACTIONS (Ib/size) F=728/1 1achanieal, B::;;906/0-7-12 Max Igor B-1 91 (load case Max UpllftF=- 84 load case 4, B=-421 load case GSI TC 0.90 BC 0.34 WI3 0.53 Petri.) DEFL in floc I/deft L/d ' ert(LL) -0.17 B -F >756 240 Vert(TL) T0.8 B -F >9 180 Ho rz(TL) 0.01 F n1a n/ 13RAGiNG TOP H ISD BOT HO D PLATES M112.0 Weight. 0 lb GIMP 197/144 Sheathed oy- -0-0 oc purlins, e e pt end verticals. Frigid veiling directy applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compr s ionlMa Imurn Tendon TOP CHORD! A -B=0 , B- 1113134'9, -H1 —98. / 8, -I-! =r` 4/ 1 , -I=- 1x'/58, D -I =-125154' , D -E=-- / , CD -F=-3.01114 BOT CHORD B-J—�1i /1 00 , J- --4 111002, I -L=- ►111002, F --L -431 /1002 WEBS F'-933/372 NOTES 1) VJ'ind' ASCE 7-9-8- 0mph; h=25t T DLA. p ; DL= . psf; Category 11, Exp enclosed, MWFRS gable end zone; cantilever [eft and right exposed ; porch left and right exposed, LSItuber D L=1.33 plate grip DOS.=1. 3. This true has been designed for a 10.0 psf bottom chord live load noncon urrant with any other lire leads. Refer to girder(s) for truss to truss on-necti'ons_ 4) Use USP SKH26L (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-9-15 oc may starting at -10 from the left end to B-6-2 to connect truss(es) JI 1 poly 2 X 4 SPF) to front face of bottom chord. Use USP SKH26P, (Mith 1Gd nils into Girder & NA9D rails into TrUrSS) or equivalent spaced at 2-9-15 oc max, starting 2t -10-4 from the left end to B-6-2 to connect trusses) J1 C (1 ply 2, X 4 SPF) to back face of bottorn chord, Fill all nail holes where hanger is in contact with l umber_ Special hanger(s) or other connecUen d vifce shall be provided sufficient to support concentrated load() 1 lb down and 1 lb up at -8-3 1lb down and 171b up at 5-8-3, 1081b down and 721b up at 8-6-2, 1081b down and 721b ups at 8-6-2, and 291b down at 2-10-4, and 2-9[b down a 2-10-4 on top chord. The designiselection of such special connection device(s) is the responsibility of others. 1n the LOAD CASE(S) section, loads applied to the face of the truss aro noted as front (F) or back (B). LOAD CASES)Standard 1) Regular: Lurnber Increase= 1,1 , Elate Increase=1.1 Uniform Loads (ply Fort._ .-D=-B4, D -E - 4 -,.E-F=-1 Continued on Page. wARmwc - veal d gn para RFAD MnT�S ON TSS U CLUDREF N PAGZ '4 ' BE U Design valid for use ons v&b We connectors- This design is bored only upon. parameters shote, and is for an indi idu 1 buiEding component. Applicability of d esi n Iia ra rn enters urs d proper hcorpom iian of component Lis respo nsibiiity of bui Idi rig des ign or - not truss designer- Bracing shown fs for lateral support o F individual web me rubors only. Additional temporary orar y bracIng to -insure sta bila fy d uii rig construction is the respom-billity of the er+ector..rAddifio no L perm o n e rpt bracing o f the overs 11 s tructy re is the r sponstb i rty o f t he build in q d esfg n er. For p enera I g uid a nee regard in g fa cation, puck coni of. storage, delivery} erection or)d br,air, r consult NSI/TP1 i Quality Crit aF MR -89 and BCS11 Building Component Sa fnf+ r> ati r} o�lablc from Truss Plate Institute. X83 D` n fr'io DrIve, Madison, "l 53719, March 1 6,2005 7777 G roe rihack La n e suite 109 itrus Fie Ights, CA, 95610 4b M iTe k a 0 Job 0030--0 Tru---Fmss Tye �" Qty 1HJ I MONO T 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LOADS CASE(S) Standard Concentrated Loads 1b Vert H=.3(1=1,B--%)i 1 F -l0 FB= -1 oJ=1 F1,B1 K --;-24(F7--12, PI ob Reference (optional) .100 s Sep 17 2004 MiTek Industh, I n- . A wARNUG - Iverft d t and UDEDEX REPJMZEN0E FAGS 74 7.3 13EFORE De5lg r vakd for rjse only with PATek connector-. This d igr. is bayed on Upon romet+�rs s)�c) . and is for nr� inc[ividu�l bu�ldin carnpo� t. A pp I is a bay of design para m ar tern arid proper i na or ratior) ofcomms n espc>nsibir of b tri id i n de is for Ic�t�r�l ��P1��rf ol• inal�idr.�af �� i-r��rrr�k�+�r-s ��! F � s�rEer - not truss designer. Bracirr ski dditional tem parary bmrirjg to insure Ski bi I ty during c nstrtrction as the resp ons`bi11[ty of the. ereCtor,r . ddirtion+ r] Permaneni brae -Ing of 1i Overall structure is the responsibirity of the builkling designer, For gen al guidance re ordirr fa bricafian. quality oa afro 1, rtora g er delivery, pec tka n and brei n . COnsu It ANSI/T11"17 Quality Cliterjo, DSE-89 and Safety Inform on ava labla from Truss Nola Institute, 583 D'Onofrio [ dvf�� 1 ,Madison, 1 5-3719-� X11 building op�nent 815643 Tue Mar 15 08-0121 20D5 Page y ? i5reenbaa Lane Suite 10-9 Citrus Hc --r thts, CA. 45610 mail MiTek Joh Truss ; Tr�r' Type 03030-05 K1HJASPECIAL BMC WEST (IDAHO "FALLS), MAHO FALLS, 1) 53402 Ply MUM 1 Jab Deference (optional) 6.100 s Sep 17 2004 MiTek Indus ie , Inc, Tue Mar- 15 08:03:23 2005 Page - - 15 3-5-0 E8- 11-3-12 2-9-15 Plates Increase 34,E-0 -3-2 5-7-10 3.54 1 Special special 1 3x4 MI10 H 3x8 M1120-, 7x8 M[120-- H P3L KH26R F 7x8 M1120= p e cial 3x8 M 11 0 11 Special Special 3.54F-12 Special 5-0 ��. _...5-B- _ - 11-3-12 3-5-0 -a-2 5-7-10 LOAD IN(p SPACING -0-0 L/d TOLL 35,0 Plates Increase 1.1 Vert(TL) T C L 7,0 Lumber Increase 1.1 0-03 1= BOLL 0,0 Rep Stress In r NO B DL TO Gode IRC20DO/ANS19,5 LUMBER TOP CHORD 2 X 4 SPF 1 5OF 1_5E BOT CHORD 2 X 6 DF 180OF 1,6E WEBS 2 X 4 SPF 165OF 'I _ E *Except* -H 4 SBFStud/Sid, C -G 2 X 4 SPF Stud/Std CSI TC 0,90 ESC 0.50 B 0.48 (Matrix) REACTIONS (IbIsi e.) F=10721VIechanical, B=1113/0-7-1 Max FI rz = 0 (load case Max Uplift=- (luad case ), 13=-5 (1cad case ) [TEFL in (Ioc) I/defl L/d Vert(LL) -0,1 4 F -G >892240 Vert(TL) -0.0 F -G >8 180 Horz(TL) 0-03 1= n/;a n/a BRACING TOP CHORD BOT CHORD FORCES (1b) - Maximum Cornpression/Maximum Tension TOLD CHORD -B= 0 3, B- [=-1 9801778, -I --19151787, - =-2604/1242, D -E= -7J0, D -F=-647/316 BOT H F D B -J---8 3 8111 87 9, H -J-638/1879 -H- /1 x-48, G- =-158/325, F -K= -157Y324 WEBS -H=-70 '/323, - �4 91 , D-1195/2311 PLATES 110 'ei hL 541b GIMP 1971144 Sheathed or 3-.2-2 oc purlins} except end verticals - Rigid ceiling directly applied or -8-11 tic bracing. MOTES 1 Wind: : ASC E 7-98 9 omph; h=25ft, TC DL=4. p f; BCDL=4 _ p f Category I I Exp ; e nolo e ; MWFRS g abbe end zone, ca,nUle r left and right exposed ; porch left and right exposed; Lumber DSL=1.33 plate grip D 0L=1.23 This truss has been designed for a 10,0 p f bottom chord live lead nencencurrent with any ether live loads. Refer to g1rder( for truss to truss connections. 4) Use USP SKH26 L (Wth 1 6d mills into Girder & NA9D nails into Trus of equivalent at 2-10-4 from the left end to connect tru ss(es) J 1 (1 ply 2 X 4 SPF) to front face of bottom chord, skewed 45.0 de .to the left, sloping 0-0 deg. down. 5) Use USP SKH26R (With 16d nails Into Girder & NA9D nails -into Truss) or equivalent at 2-10-4 from the I -eft end to connect truss(es) J1 (l ply 2 x 4 PF) to back face of bottom chord, skewed 45.0 de _to the fight, sloping 0,0 deg. down_ Fill all nail holes where hanger its in contact with lumber - 7) ber- Special hanger(s) or curer connectbn devices shall he provided sufficient to support concentrated load(s) 291b clown at -10-4, and 2131b down at -10--4 on top- chard, and 1621b down and 881% up at -8- r 1621b down and 881b up at5-8-2,and 2601b down. and 14211 up at 8--, and 2661b dawn and 14Ib up at 8-6-2 on bottom chord_ The design/selection of such special connection device(s) is the responsibility of others, In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.1 , Plate Increase=1-1 L1 n o Loads (11 Vert- A -D— 841 D -E _-8 r B-1--1 -'t4, -H=-1 , F- -14 Continued on page A WAG - 'r'er(& design paranwftrs and READ 077-S ON TMS AND INCLUDED AUTEK REFERENCE PAGE 7 U Design valid fet use only vAth MTek connectc-m_ Phis design is based ony upoin parameters shown, and is for an indMdual building component. Appdicobilily of design pararnenters and proper incorporafl n of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral superf of individual web members only, ddptaor al temporory brating to insure Stability during construction rs the responsabiliity of the erector, Additional perry oven] bracing of the overall structure Ls the responsibiViof the building designer. For general guldUnCa re Ording fa [ok:atir_>n, quality control. _ 1tora e, delirvery, efection and bracing, c<)ns0 ANS I/TP11 Quality Criteria, DSB -8 ? and B Si1 BuIlthn g Component Safety Information availoble fr rn TrQ Mote HMItuter 583 U0noffio Drive, Madison, W1 53719, ra Scale = 1-271 J March 16,2005 7771 Greerback Lane Suite 1 a ftms t--1 a ig f its, CA, 95610 MKI-mTeke job --f TTuss T I Qty t 03030-05 KI HJA S RE C IAL L I BMC FEST (IDAHO FALLS) , IDAHO FALLS., I 4-0 ` LOAD CASE(S) Standard Concentrated Loads �Ib) Vert: G= -325(F_ 1 , B=-1 ) J=1 F=1, w1) K=-521 (F_260, B=_260) ply I Job Reference tional 6.100 s Sep 17 -04 MiTek Industries, Inc- Tue Mar 15 08-103:23 200 WARMWG -'Verify de m par e and RFAD Nom ON THIS AN]D LUDED , ' i� NMAGE Am 74 73 BEMRE . Designk� w r7% �rrith Wek canneck>rs. Thfi design. is based OnY upon pararrrefers shown, cinb is fior ars individucl building component. .Ecom o r enfiA Gplicabilty of design pai-arnenfer5 and proper incorporcafian. Of component is res o ibili t uil ie1iS9er - n0truss desf9ner. 13racfngsh ownr r _ t�C1��T iriinsure stability �rrtrrr�ii�rty s fir Ifl#arf p F rr? f , building i n r. Forgeneral uidr caregarding LZSS�Olety afan,qu?J rcantro1, sta:a iea deIleery, er tonand 'ocln ,ccrr uIt ANI PI1 Quality Criteria,Component,-� 1 illirrerector. ot the k p �rr rt :ac�rL of the r kl structure s the resp n �bM r oiayle frorn Truss P�fe I t#ufe, 583 D' n frig Dn-ve,Madison, rw �rr 7777 Gn_-ertback Lane Suite 109 Citrus Haights. CA, 95610 no[ MiTek Page Job 03030-05 us s 1 IJ BIVI `WE T ()DAHO FALLS), IDAHO FALLS, ILS 83402 01 V Trp MONO TRUSS EA Ply Z R1564354 Job Reference (optional .100 s Sep 17 2004 MiTek Indo t� , Inc- `due Mar 15 OB -03-24 2005 Page I --1 — 10-11 - - 15 10-11 I.5x4MI120 !1 X Scale = 1:11.0 yLi�� LOADING (ps TOLL 35.0 TCL 7.0 BOLL 0.0. BDL 7.0 LUMBER TOPCHORD BOT CHORD WEBS SPACING -0-0 Plates Increase 1-15 Lumber Increase 1.1 Rep Stress In r NO Code I R 0001 N 5195 SPF `t 6 OF 1.5E X 6 DFI 800F1_ E X 4 SPF Stud/Std REACTIONS Ib/ _lz) B-80310-7-12, E=913/Mechanical Max Horz B= I 00(load case Max Upiif =- load case ,, E=--431 (load case FORCES (lb) - Maximum ornpressxon/Ma imum Tension T ` 1 1P CHORD -F3=0173, B -C= -78,1, -D=-7/0 B 1'RD E3 -17=010k E -F =0! 0 VVEB`-E�-- 32/1 7 i TC 0,90 BC x]_49 B 0,01 (Matrix) 3x4 M,1120- 2-9-15 11 0 FL in (Ioc) I/deft Ud Vert(LL) OM B-E >999 240 e ertTL -0,03 B-E >999 180 i Horz(TL) 0.00 n/a n/a 13RA IN TOP CHORD BOT CHORD PLATES M1120 3x4 M 11 0 11 Weight: 17 lb 'RIP 1 9711 44 Sheathed or -10-11 oc pudfin . Rigid ceiling directly applied or 10-0-0 oc Ira-Cillg. MOTES 1)Wind: ASCE 7- ; mph; h= , T DL . p fT I3L-4. p fF Category 11; Exp ; en to d, MW.FRS gable end zone, cantilever left and right exposed 2 porch left and right exposed Lumber DO L= 1,33 plate grip DOL= l _ 33, This tru.ss has been designed for a 10,0 p f botto-m chord live load nonconcurrent with any other lire loads. Refer to girder(s) for truss to truss mnnections_ 3) Special hanger(s) or other connn t[on device(s) shall be provided sufficient to support concentrated load(s) 5521b down' and 2511h up at -10--4, and :5521b down and 25111b up at -10-4 cn boom tchord. The design/selection of such special connecfion device(s) -is the responsibility of others. In the LOAD CASE(S) section, loads applited to the face of the truss are noted as front (I`) or back (B)_ LOAD A. E( ) Standard 1) Reg ular: Lu tuber I ncrea = 1 -15, Plate Increase= 1-1 Lin fform Loads (p1 Vert, A -D=- 4, E -E=-14 Concentrated Leads (1b) Vert F--l103(F=-552, B=-552) s WAG - Ver-idesVnpararnebers anud D NGr" CW THIS AJM _EvCrXDED Jd7TEK REFF.R.ENCE PAGE AM -'7473 BEFOREUSE- Deign valid for ori with We k connectors. Their, de7.ign isbased o n upon parasrne ters shown. and is for an it dividuaI buldin g c orn ponent pplicobi lity of d esig n para me nt rs a nd pro per in c orporoi io ri of compo nam epi is res ponsibiRty of buil Id I rig desig n et` - n of tr u ss desig ner, 5 racing shown is fofi lotercrl surtpori of in d ivid uol web mernbem only- Addliffon(3l tomporory bra ciing to insure siobIity dUring consiTuclion is the respansibillity cit th e eTector, Additional perrmonerit brocing of the overaif structure � theresponsiUirii# of the ie dsigner_ For general guidance regarding fobfication, q u a I ity control, storage* d eliveTy, erec f �o n ctn d bracing. consult ANSL TP11 Quallty Criterion D B-8? and B 11 Rui lei ng Component Safety Information available troth Truss Plate I nsfiitute.. 533 UOnofr o Drive, Nkacfson, W1 53719, March 1 ,2005 Greenback Lane Suite 109 Citrus Heights, CA, 9:561C Job BMC "BEST (IDAHO FALLS), IDAHO FALLS, ID 0 0 LOADING (pf. TOLL 35.0 T DL 7.0 BC LL 0- B DL _0 LUMBER 7F CHORD BOT CHORD VVESS -2-9-15 -9-15 SPACING -0-0 Prates Increase 1.15 Lumber Increase 1.1 ReP Stress In r NO Code IRC20001ANS195 X4 SPF 165OF 1_5E 4 SPF Stu d/Std i' Truss Type MONO - USS REACTIONSVq` ze) B-559/0-7-12, E=1 153/0-5-8 Max HOr Ba8(loa case ) Max UPlice= - 7(road case ), E=- 6 (load case ) FORCES 0b) - Ma it unn Compression/Maximum Tension, TOP CHORD -B=0/67, B- =-94/20, -D=- /1 BOT CHORD -E=()/C "REBS -E=-59175 ----- JLob Reference (optional -100 S Sep 17 2004 MiTek Industries, Inc - Tree Mar 15 08:03:25 2005 Page 1 2 -9-15 1,5X4 M1120 1r Special TC o.0o BC 0.04 B 0.0 (Matrix) 3X4 M 11 0= 1.5X4 M1 20 1 I pie d l DEFL in (#oc) I/d fl LJd Vert(LL) -0.00 B-E >999 240 Vert(TL) -0-00 B-E >999 180 ! Hor-z(TL.) 0.00 n/a n/a BRACING TOP HI BOT CHORD -9-1 PLATES M1120 Weight-. 11 1b GRIP 197/144 Sheathed or -15 oc pudins- Rigi'd ceiling direcry applied or 10-0-0 cc bracing_ NOTES 1) Winch ASCE 7- 8, 0mph; h= tt; TC L=42psf; B DL- . p fF Category 11; E 4 enclosed- MVV FRS e: po ed ; porch left and right exposed; Lumber DOL=1. late d � FSS �ab�e �r~rd ��rr cantilever i� �r�� . ) This truss has been designed for a 10.0 p f bottom chord lige load noncon rren't with a ny other ) Spec 'al hanger(s) or other cor�nectOn device(s) shall be r�r�f �r�rfh��: lw� I�a�- p r�r�t �� .. up��rt concentrated load(s) ib u� at y�1�r� t�� chord r and 1 down and 141b Grp at y-6--� , and 11 I� down and . 11b up at -11-1 on bottorn chord _- conn Uon devrc ) r the r pon ib[ of others, Thi d r '� I��ti�� r�� special 4 In the LOAD CAS E(S) section, loads appl red to the face of the truss. a re noted as LOAD E( Standard 1) Regi ula.r-- Lu rnb rr Irr lrea e`l .1. ,Folate Increase --1,'I 5 Undorm Loaf pIt Vert: A - D=-84, B -E=-1 Concentrated .Loads (Ib) Vert; E= -1213(F) - P n P a RE&D NOTES ON TMS AATD DVCLUDJEZD RMEN Design va Fd flzx use on withTeak connector, This design is ��sed 0��IY upon po-rarnet'ers shown, and is for arl in..dividual buildingcorn onenf A >� ak it of deli n PQ menfers a d proper inc �rporaf on Of co pt:nenf iS reg POns"pbilitr of bufUir� des, ries n � is for fat of support of individual web merr~bers ar)ly. Addifionctl femporciry brein to ,iensur8 stability during c ins rucf]�� t e r�pr_ �r�cir� �h own __ I g is the resegr� i b i Cli# f f erector_ A�1c��alali af��tr unertt br�krtig of the overall stur� ithe r'�s +�r��r�rfrt �f tr�� i:J�in i rM�r� For �r�er�l c -- fa bricatior�. � � �i�n�.e re+�r��rr� q QI, storoge, delivery, ere --f on and bracing, consult ANSI/TPII Qu CdRy rlferia. DSR- 89 and 3 I T Bu rin Safety Inform afion available from Truss Plate institute, 583 DGr�ofrio D` Ver M-adllsorr, WJ 53719.� nmp�n�e�f 6SY2 4 0 F � OF ONG March 16,20D5 7777 Gmenback Lane ,curie lag Rrus Heights, CA, !9:515 1 C 40 M ITe k 0 =9t3 pea Joh -- 4 Truss Trot pe at 03030-05 M1 MONO TRUSS :22 0 BIVIG WEST (IDAHO FALLS), IDAHO FALLS, I P 83402 LOAD I (ps TOLL 35.0 °TDL 7,0 BOLL G_ D BCDL 7,101 LUMBER TOP C H OFD BOTCHORD WEBS M _2-0-0 -01.0 WA I Gtr Referenceo tional) 6-100,5 Sep 17 2004 I iTek Industries, Inc. 2-0-0 2-.013 R1564354 Tue Mar 15 08,03-'26 2005 Page I 1_5 4 M.1120 11 SPACING Plates Increase 1.1 .umber Increase 1.1 Rep Stress Incr YE Code IRC20OO/ANS195 REACTIONS ([bl ize) B=36810-5-8, D=-14/0-5-8 Ma = -14/ - - a HorzB=8(Iotd ease 5 Max pliftB=-1 (lead case , D= -'I (load ease Max rav B=36 Goad case 1), =260oad case FORCES (Ih) - Maximum ompression/Mail rruc-r-r Tension TOP IB RD A-13=0164, B- =-73113, -D=-34'27 BOT CHORD 8-D=01 CSI TC 0,34 BC 0.02 B 0.00 (Matrl .) 3x4 M1120— 1.5X4 ISM11 0 1 d [TEFL in (Ioc) I/defl L/d rt LL -0.00 B >9 99 240 Vert(TL) -0,00 B -D >999 180 Hort TL 0.00 n/a n/ BRACING TTP Hr SOT CHORD PLATES GRIP M1120 197/144 Weight 1b Sheathed or -0-0 o pu in , except end ' rai l _ Rigid ceiling directy applied or 104-0 m bracing. NOTES I Win : ASCE 7-98- 0mph- h= , T DL=4. psf, B D L= . p f; Category II.; Exp ; encla cd; MVVFRS gable end zone; cantilever left and right exposed ; porch left and right exposed, Lumber DOL=1.33 platy grip DOL -1.33. This truss has been designed for a 10.0 p f bottom ho)rd live load non con current with any other live loads. LOAD CASE(S) Standard VerW design par ed and READ NOTESCSN , rb M, AjMEVCLUDED jVTFX R&rEpXNCE pAG,,V 4 B ;design varifor use only with MiTek connectors. Thies design is bused o n upon pa ra meleE shown, and its for Asn individual 'buiidin g component. ppli obkli f d i r7 + r a -r r t�: rad r i , rp ra�ic�n ar-r�p n r # i responsibility of building designer- n-ot #russ designer. $ra ing shown is for Iat ral support of individual web members on . Add ti n I t por�ary Gracing to in��r� stabi�it ��rir�� n�tru�tion is the responsibillit of the erector. dditi .n��G ermcinent brocira of the overa structure is the res �ar� i ifi or the building deli �,er- For peri ral guidance regarding f ab6cafion. quoIi# control, storage. cfeliv� r erection and bracing, consu[# Ahl l 711 Qualify CrHevia D H-89 and BCS#I Rulkilng CornpaneLnt Safety Infortmalion ovailobre from Truss Plate Institute, 58 D'Ono io Drive, MadSOnr M 53719, Scale = 1:9.0 March 16,2005 - X77 Greenback Lane u fte 10 ,"" s Heights, CA, 9561 } iTe 4 SPF 1650E 1.5E 2 X 4 SPF Stud/Std REACTIONS ([bl ize) B=36810-5-8, D=-14/0-5-8 Ma = -14/ - - a HorzB=8(Iotd ease 5 Max pliftB=-1 (lead case , D= -'I (load ease Max rav B=36 Goad case 1), =260oad case FORCES (Ih) - Maximum ompression/Mail rruc-r-r Tension TOP IB RD A-13=0164, B- =-73113, -D=-34'27 BOT CHORD 8-D=01 CSI TC 0,34 BC 0.02 B 0.00 (Matrl .) 3x4 M1120— 1.5X4 ISM11 0 1 d [TEFL in (Ioc) I/defl L/d rt LL -0.00 B >9 99 240 Vert(TL) -0,00 B -D >999 180 Hort TL 0.00 n/a n/ BRACING TTP Hr SOT CHORD PLATES GRIP M1120 197/144 Weight 1b Sheathed or -0-0 o pu in , except end ' rai l _ Rigid ceiling directy applied or 104-0 m bracing. NOTES I Win : ASCE 7-98- 0mph- h= , T DL=4. psf, B D L= . p f; Category II.; Exp ; encla cd; MVVFRS gable end zone; cantilever left and right exposed ; porch left and right exposed, Lumber DOL=1.33 platy grip DOL -1.33. This truss has been designed for a 10.0 p f bottom ho)rd live load non con current with any other live loads. LOAD CASE(S) Standard VerW design par ed and READ NOTESCSN , rb M, AjMEVCLUDED jVTFX R&rEpXNCE pAG,,V 4 B ;design varifor use only with MiTek connectors. Thies design is bused o n upon pa ra meleE shown, and its for Asn individual 'buiidin g component. ppli obkli f d i r7 + r a -r r t�: rad r i , rp ra�ic�n ar-r�p n r # i responsibility of building designer- n-ot #russ designer. $ra ing shown is for Iat ral support of individual web members on . Add ti n I t por�ary Gracing to in��r� stabi�it ��rir�� n�tru�tion is the responsibillit of the erector. dditi .n��G ermcinent brocira of the overa structure is the res �ar� i ifi or the building deli �,er- For peri ral guidance regarding f ab6cafion. quoIi# control, storage. cfeliv� r erection and bracing, consu[# Ahl l 711 Qualify CrHevia D H-89 and BCS#I Rulkilng CornpaneLnt Safety Infortmalion ovailobre from Truss Plate Institute, 58 D'Ono io Drive, MadSOnr M 53719, Scale = 1:9.0 March 16,2005 - X77 Greenback Lane u fte 10 ,"" s Heights, CA, 9561 } iTe e M 03030-05 Truss M1GD 13MC WEST (IDAHO FALLS), IDAHO O F LL , ID83402 ho Truss Type MONO TRUSS QtY E PI 1 Job > ference (option 9 .100 Sep 17 2004 ITek Industries, Inc U4 M1120 I ! a0 i ALL 35.0 TDL 7.0 BOLL 0,0 BDL 7.0 LUMBER TOPCHORD BOT H OR D WEBS Plates Increase 1.1 Lumber increase 1.1 Rep Stress I ncr NO Gode IRC20001ANS195 F 1 0O I` 1,6E SPF Stud/Std RE 11 N (lb/size) =65610-5-8, C=499/0-5-8 Ma 99/0- -- a Ho=94(1-oad case MaX U PI ft =258 (load case 5), C=-221 (load case FORCES (1b) - Maximum Compress Runk a imur n Tension TOP CHORD A-13=-88188, B- =-297/11 BOT CHORD-D�oio, -D=010 L'1. TC 0-13 BC 0.23 WB _00 ( Mat rix) -9-0 DE FL Vert(LL) Vert(TL) Horz(TL in Oc c) I/d efl L/d -cW l A -C >999 240 -0.01 A -C >999 180 00 n/a n/a BRACING TOIL H I D BOT CHORD PLATES 11.0 81564354 TLae Mar 15 D8:0327 2005 Page 1 Wight_ t ]b RIP 197/144 Sheathed or 2-9-0 oc pu dins, except end rti a[ _ Rigid ceiling direcfly applied or 10-0-01 oc bracing - NOTES 1) rnd: ASCE - 90mph s h.=254 TC DL . p t BC D L= _ psf; Category 1 I;, enclose right exposed t porch left and right exposed; Lumber DOL=`1.33 plat grip DL=p1 _ 3_ �, F uhf � �r��k c�r�til �r I �n This truss has been designed for a 40.0 psf battorn chord live load nOnc0n urrent with any other lig Girder carries tie-in span (s)- 8-0-0 from 0-0-0 to -9-0 I�ads_ Use UP JUS24 (With I Od nnils into Girder & 1 Od nails into Tess equivalent � �r � � nt t 1-0--1, 2 from the left end to connect truss(es) ol (I ,ply 2 X 4 SPF) to fret face of bottom chord, Fill all na-11 holes where hanger is in contact with lumber. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back 13- L AD CASE(S) Standard: 1 Regular- r- ' umber Increase=1.1 , Flate Increase=1,1 Un[form Coeds (ply eFt: =-14, A- =_ 0(F=-166) Concentrated Loads (1 Vert D ---528(r') WAW GNU IBM rVY ctcsign Putumeters and READ Noms oN TIM AND INCLUDED ICTEK R` RENCE PAGE AEU 7473 REFORE Mm Desi vari l o des" o wn Paraith We corinooiors. This des ign•i5 bayed ori uPCrr Paramet show, cr)d is for an individual � ' Ing, COmponent. rotion f oo ria p on e n t Is res PO nsibilw M y of b tai ld in g d esi ner - n of truss desig ger _ bra ting s hown is for latero) support of incfi`Vidi)a1 eb rnernbers OWY. Additional tempomry br-acing to insure stablatt during c rstF� fi n i _ the re5ponsik�ilir.t of the er, oforT # Itl rr I Fin r� rri I r is f tF� r ra]I str�r t r E the respar3stbir tk� ui� �►� J sa r� r. For general tl F guidance regarding bi-ir-ci�ion, qu�oiity control, storoge, deliver, ere- fiarr and bracing. consuJt . SI,+TP�l Quality Cr eria� Safety I of o r ahon ava i Io Lyle from Truss P I0te I nst tote, 583 O nofrio D6ve, a d iron r W153719. - 8 ars B I Y Building scale = 'Rc) 6W4 March 1 6,2005 777' Greenback Lane :.tate 109 Citrus I--ieihts, , 9515 1 go MiTek a job Truss Tru"MTp 03030-05 i sol I SCISSOR: BIVIG WEST (IDAHO FALLS), IDAHO FALLS, 0 83402 -2-0-0 -G-0 Qty P3y z 1 44 M1120= C 6.100 s Sep 17 2004 M!Tek Industries. Inc. 7-7-0 3-8 t R1 5643 Tue Mar 15 68:03:28 2005 Page I 2 -D -D scale = 119 5 A Plate Off sets Via: -1-r LCT (psi TOLL .i0 TCL -L 7�0 B LL 0,01 BDL 7. SPACING 2-0-0 Plates Increase 1.1 Lumber I ncrease 1.1 Rep Stress Incas YES Code IRC20001ANS195 LUMBER TOP CHORD 2 X 4 SPF 16 F 1.517 BOT CHORD 2 X 4 SPF 165OF 1.517 WEBS 2 X 4 SPF tud[td REACTION /sire) B=542/0-3-8, D=542/6-3-6 Max Ho BT- (Ioa d case Max u l =- 6 (load ca , D =- (loan! ease 7-7-0 i 1 DEFL in (Io) I/defl L/d TC 0. Vert(LL) -0.03 F >999 240 BC 0.16 rt TL -6.04 F >999 180 WB 0.22 Horz(TL) 0-03 D n/a n/a (simplified) FORCES (1b) - MaximumCompression/Maximum Tension TOIL H D B -G/ 1 F B- = 811 /27 8 ! D =-811 /294, D- 0/31 BOT CHORD B -F=-- 11756, D- -2 11'66 WEBS -F^ 1 46/359 PLACING TOP CHORD BOT CHORD PLATES I1I0 Weight: 24 1b GRIP 1971144 Sheathed or -6-D oc pu�ln . Rigid ceiling directly applied or 1.0-0-6 oc bracing. NOTES 1 Unbalanced mof live loads have been considered for this design. "Mind: ASCE 7-98;. 9omph, = ft; T DL= . psf; B DL=4- psf Category II; Exp ;. enclosed', MWFRS gable end zone; canfilever left and right exposed ; porch left and right exposed, Lumber D L=1 .33 plate g rip D -L=1.33. This truss has been designed for a 10.0 p f bottom chord live load non an urr nt with any other live loads - 1 grin tain s , [considersparallel to grain value using . IIrPi I angle to grain formula. Bru�jdng designer should verify capacity f b a ri ng surface. LOAD CASE(S) Standard AL WA"W- Vel dem araMEWTS a nd KCAD NOTES ON THIS ANp nvCLVDED AUTEK REFF Arr-E PAGE 4 73 BEFORE USM D n gra.rid for use only wrath MT k corer oars. TLS is dei n is. Dosed a n ly ru porl parameters sh ovm, and is far ars indjvkival building component. Appricaullity of design paramentem and prcper incorporafion of component is respons�ibillty of building defi user -roof truce dpi ner. Bircn-"Ing shown is for la t ra l .5�u ppor; of individualweb members on k _ Add itionol temporary bra ai nq io Insure sfobiliiy d u n ng c onstruc faun is the res ori i brlii , of' the r tor- i iti r l r r rpt k r in f overIl firu rr is the T�sponsibilr r of the uil in designer. For 9L-nefal guida nce re cLrding fabn-QC3t10nr quality control, storage: deliv", erection and bracing. consult NSI/Tf 11 Qualify Criteria, [SSB -89 and RCS11 BuTiding omponenf Safety I�.far cition �v .itc�l le from Truss I�l0fe Inst�ui�. 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