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Home My WebLink AboutTRUSS SPECS - 99-00013 - Occidental Financial - Dental OfficeC- lCk A015 1�37 A04 F oN C� A03 A02 X �Z7 c lel F- 4106-0 4-5-0 a t I I A015 1�37 A04 F oN C� A03 A02 X �Z7 lel F- 4106-0 4-5-0 a t I I Job Truss Truss Type 05022-99 A0$Ga � ROOF TRUSS 8MC WEST (IDAHO FALLS), Jpq}{p FALLS, 10 8340 ■ -1 8-3-14 4-7-12 3-8- 1 00 8-2 18-7-14 6-7-14 5--0 . 00 1 I 5x6 3X6 - 5X8 4x8 D c [BEMWC—R�ebu r / You n gs trod 2 81653548 4.0-32 s Jan 20 1999 MiTek Indust6es Inc. Mon 21 7.49.49 1899 Fags I 31-8-2 6-7-14 42-0-2 45-8 5 - - -8- 4_71 5x6 -- 6 7 T 4x4 5X6= 5X8 W 6x6 -7-1 12-0-o 18-7-14 - 2-0 31-8-2 ilk' Offsets (X.Y): `F.0 0 0-3-0],[P:0-3-O.G-4-81 LOADING (psi TLL 35,0 SPACING 2-0-oCSI D E FL (i) (rte Vdefl PlatesIncrease1.15 T o� PLATES GRIP TCDL 7.0 Lumber Increase 1,15 SC 0#5149/110 BOLL 0.0 Rep Stress In r NO WS 0.95 Vert(TL) -0.57 P -Q >862 BCDL 7.'o Code UBC IIB a —�—atn 1 st LC LL Miry I/dll = 240 Weight: 493 lbw LUMBER TOP CHORD 2 X 4 CSF x,1 .1 Btr* 13Il pt T� H � h� D -F SPF 1� , } F_,H 4 PF Noy at OF ;10 14 on center purfin sparAng. BOT CHORD 2 X 6 DF No.2 No.BOT CHORD Frigid ceiling directly applies or - on enter br WEBS 1 Raw at a.pt -T` E -Ir -r - REACTIONS Ibl i. T=492010-5-8, L=4920/0 -5-a Magic H 0 rz T= 1 (Iad case 5) M ax U p E i T=-174 9 (loa d case 5), L=.174 9 (loa d case Max ravT= 5 (f ad case ). L= 5 (load case ) FORCES �(lb) -,Fiat Load Case Onty TP CHORD -B93} --455,-Ds-317} ;L= -9 -F=-7 _ _ _ _ G - M=-4726, H -M- 81 •- =2552, I -'L= + J -L=.-525 NOTES 1) -ply mss to t>e connectedtogether with 16d COMmon 0 62"x3.51 Nails as follows. on tr. Boo ril �f f��i � i ��j . Tip Chordsn n �d #h 1 r) at 0-9-o center. ) t 0--0 on center, Webs nnd follows:4 - I r at G-9-0 on `p dial connection required to distribute tOp t,chord loads equally between i has .� designed ��I ply, � T fined' for the wind loads generated d 0 mph Minds at 25 ft above round level, ead Ioad an d , Psf chrd dload} 1 0 m i fry l� u� using , � f trap chord bullldina, of rer�dor�s 4 i#wf-t e� �� r��r��, �� I�� €� t, ��ti�� .�� urie ASCE 9 per Uucmcao If end vercals exist, they are not exposed to wind. If cantilevers exist they are exposed to wind. If porches exist, they are eXpQrSed to and the plate wnp increase i 1.33Wind.The lumber DOL increase �f. , Unbalanced snow loads have t>een considered for this design. 5) Except as shown below, steelconnection(s) required tO support concentrated load(s). # e tlin d roar. f r�r�tln rdelegatedt Provide adequate drainage to prevent water ponding. Ali plate are M20 plate unless otherWse indicated, Continued on page 1 - L Design valid for use onty with MiTok connectors. This d 15r n r,5 based only upon parametarS shown, and is for an Indiv dual building component to big Installed and foaled vertically- APPI"r-cablilty of deb fin parameters and proper incorporatfon of component is responsibiJ ty of building designer - not truss assigner- Brac[ng hovvn is for lateral support Of individual web i embers only- Additional temporary bracing to insure lability dull ng construct ion i I� the res onsi r�# y of tl�e ereclDr. Additfonal permanent bracing of the overall structure r the resp -on idilit of the building designer.. For general guldance regarding fabrication, quaNty conlror. storage, delivery, erection, and bracing, con!suit QST -88 Quality Standard, E SB -89 Bracing F Specification, and HIB -91 f andfi,n Ins.talring and Brac-iing Recommendation tion available from Truss Plate Institute, 8� D* Onatrfa DrIve, Madison, 1 SS?J � I�IT�i� Industries, Inc. �eg10NAt M %DONG 1%� June 2'1,1999 o • 06022-9 I rubs J1 Truss Type _ Qty Ply BMC Rexburg I Youngstrom ROOF'TRUSS $ 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, I 83402 _ X12 LOADING (psf) TOLL 35.0 T DL 7.0 8LL 0.0 DL 7.o LUMBER TOIL HD BOT CHORD WEBS 0 4--6-12 R16535501 4-0-32 s Jan 20 1999 MiTek sties., In. Mon Jun 21 07:494-57 1999 Page I I . D 4 � J 3x4 4-6-1 - PA 1-11 SPACING 2-0-0 CSi Plates 1nCt$&SE 1.15 7C 0.72 Lumber Increase 7.75 gC Q 21 Rep Stress Incr YES W$ 0.26 Code uaC1ICB0 (Matrix) PF NO, X 4 SPF NO, 4 SPF Stud/Std R EAC TI 0 IN S (Ib/size) C=176/0-1 T8, D=-9210-1 -8 k .F-87410- 5 -8 Max Horz F= 4 oad case 4) Max UpliftC=40fload case ), =-goad case 1). F=-18 load case flax G rev D =1 Ioad F= FORCES (Ib) - Fiat Load Case Only TOP CHORD -B=518, B-1 BOT CHORD -F=--41 , E -F=--41 , D -E= WEBS B -F=;7861 S- =43 9;-A-1 r, ER (in) iUdefl Vert(LL) -0.04 A >999 Vert(TL) -.5 A >999 urz(R) . .01 C n/a 1 stL LL Min I/defl =240 BRACING TOPICHORD BOTCHORD PLATES 0 [IP 1491110 Weight 1 ib Sheathed OF -0-0 on center purfin spacing. Rigid ceiling dirty applied or -0-0 on center br Qin . NOTES 1 This hias been designed for the mind loads generated by 70 mph vwinds at 25 ft al)ove ground level, using 7,0 psf top chord dead load and 7.0 Psf b0tt= 0hord dead load, building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 100 mi from hurricane man in , on ars occupancy t i, condition I enciosed n�+ If nt�l��a existthe fir" e r �/IE1� if d verfif qtr �: are not exposed to posed to wird. If poaches exist they are IBYPOSed to wind. The It tuber DOL inose i and theplata fl p increase i 1. 1.330 Unbalance snow loads have been cOnsidered for this deli n.USC e ) ASI plateaf0 late unless � �� 1 �+ ass otherwise indicated., ted, 4 This truss has been designed for a 10.0 psf bottom chord live load non ncurr nt ` UBC - nth n r i d r Table 1` . 16-13, Provide mechanical connecton (by others) of trUSS to beanng plate atJoint(s) Provide,nl�l, (by others) f tr= t Ian plate Capable fWithstanding401 U ii D and 1 ib upliftat joint F. � � � �r�t � � ��a t � int 7) This Li uzis has Deen designea forboth U B C-94 and ANSLrrpl 1-1995 plating cj ter~ia. LOAD CASE(S) Standard Design valid for use only with MiTek coninectors. This design is based onfy upon parameters shown. and is for an individual building component to be installed and loaded verii-tally. Applicability of design parameters and, proper in:corporatian of component is responsibility of building designer - nit truss designer, Bracing Shown is for lateral support of individual web members Daly. Additional temporary bracing to insure stability during construction is the responsibility f Additional permanent bracing of the overall structure is the responsibility of the boldin designer. F� '�' � �f�� r��tC�r� �l�r�atao�I +ter general guidance regarding fabrication, quality control, sl Drage, delivery, erection, and bracing, constilt 0ST-13A Ouafrty Standard, D B-89 Bracing Specification, and H113-91 Handlin,q Installing and BraCing Recommendation available from Truss Plate Institut 583 D' nofrjo Drive, Madison, W153719 ' MiTek Irid ustr es, Inc. 0.oeeo sC �c A F��c�y� �1 ° ANG i June- 21,1999 IqL;111�1 11.111% Job Tru ss BMC Rexburg / Ynungstrom Truss Type 30QtY I' a��"�9 �� ROOF TRESS PD f E T (IDAHO FALLS), IDAHO FALLS. ID 83402 Plate Offsets LOADING (luso TOLL 35.0 T DL 7.0 LL 0,0 B DL 7.o LUMBER 0 x-12 R1653549 4.0-32 Is Jan 20 1999177 In u tn'e , Inc. Moya Jun 21 07:49.,5 }Jr4 9 9 Page 1 12-0-0 7-&4 1.5x4 11 J4 f C 5X8 - TOS' CHORD 2 X 4 CSF 21 GOF 1.812_ BRACING BOT CHORD 2 X 4 DF N o. I Btr TCP CHORD WEBS 2 X 4 IS P F to td *w t* BOT CHORD B-E 2 X 4 SPF 1 o.2 REACTIONS (Ib/size) E=-37910- -8' F=2536/0-5.8 Max Horz F=1 21 (load Case ) Max Upli E= - (load case 1). F=-621 (load case Max G rav E= (load case ). J`= 10 d case 1) FORCES 1b - First Load Case Only TOP CHORD -13=3674, B-=, -D,-E;-.325 BOT CHORD -F= -67t _F=-3467 WEBS B -.F,-2455, B -E-3548 df I PLATES GRIP >214 0 149/110 1 53 a Weight 47 Ib Sheathed or -o-o on center purin spacing, except end verticals - Rigid ceiling directly applied or 3.0-7 on enter bradn. NOTES 1 This truss has erg designed for the wind loads generated by 70 mph winds at 25 ft above dd loa d ar�d pf Cf�rd d ead Ind, 1' 0 i fern hr�can rend level, using'. f t�� r��lr�� r� �� n� +�at�r�r I, r�+�ltion I er�lo building, f ��r�l�l� � � f�. with p�r� �'- .fir U�/J� 1 end v ��. If �1t1��1�'r� 1�, td'1� �� p �� wind. �f r er�aCal ai st ere r�vt exposed to � It, they ars i to Wnd. _Fhe lumber DOL increase is 1.33 and the plate grip Jnase is 1.,3;3 Unbalanced sncw loads have been considered for this design. Except, spial rinect on s required tO support concentrated load(s). Design f i the building designer.� conA ��r� � I �I to t� All plates re M20 plates unless otherwise indicated. This truss has been designed for a 10-0 p f bottom chord live load nonoo Q rrant gill an other live loads r Tal. '- , 6 Provide mechanical connection (by others) of truss to bearing plate capably of ithst n in at joint F. Jb ufEft at joint and (b uplift This tmss Inas been designed for bcth UBC -94 and ANSVTPI 1-1995 plaItingcriteria. LOAD CASE(S) Standard 1 IS n ow: L u m berIn crea Ise=1.1 , Plate In crea se=1f1 enfinued on page &sign valid for use only with MiT k conn9clors_ This des- � is based only upon ;parameler5 shown. and ifor an individual jilding component to be installed and leaded vier ically. Applicability of design parameters and proper incorporation of kmponent is re ponsitril of building designer -riot truss designer. Braying Showa is for [iteral Su web embers only- Additional temporary bracing to insur slab•ili duringconstruction ��a�sibr� is the r t of the �rerector.�� f individual :rrnar�er�t bracingbracingof the overall structur is the reSponsibali of the bul1 in �t��r��l � g designer- e r_ �� r general guidance d�n�� f� �I rd�ng Jrtcation, quafity contid. storage, delivery, .erection, and bracing, consult QST- utility tand Td, D B-89 Bracing � �fication, and HIB 91 Handling Installing and Bracing Recommendation available from Truss Flats Irtsfftut� 583 Up 10fdo Drina, Madison, 1. 3719 � � � I W "or ly7m J a MITek Indusfrion r Inc. Q0� ONAt C TF�yC�.n Q El Smow- ONG -4�\� ,dune 21 ,1 999 ___-F— [�EFL (in) (1 � Plates Increase 1 1 `� � e r t(L L -0.25 Lumber Increase 1.15 60 0,66 Vert(TL) -.0* 35 A P Stress In r NO W13 0.87 Hol L -0.0 3 E Code U13011C130 1st LC LL Min I/den = 240 TOS' CHORD 2 X 4 CSF 21 GOF 1.812_ BRACING BOT CHORD 2 X 4 DF N o. I Btr TCP CHORD WEBS 2 X 4 IS P F to td *w t* BOT CHORD B-E 2 X 4 SPF 1 o.2 REACTIONS (Ib/size) E=-37910- -8' F=2536/0-5.8 Max Horz F=1 21 (load Case ) Max Upli E= - (load case 1). F=-621 (load case Max G rav E= (load case ). J`= 10 d case 1) FORCES 1b - First Load Case Only TOP CHORD -13=3674, B-=, -D,-E;-.325 BOT CHORD -F= -67t _F=-3467 WEBS B -.F,-2455, B -E-3548 df I PLATES GRIP >214 0 149/110 1 53 a Weight 47 Ib Sheathed or -o-o on center purin spacing, except end verticals - Rigid ceiling directly applied or 3.0-7 on enter bradn. NOTES 1 This truss has erg designed for the wind loads generated by 70 mph winds at 25 ft above dd loa d ar�d pf Cf�rd d ead Ind, 1' 0 i fern hr�can rend level, using'. f t�� r��lr�� r� �� n� +�at�r�r I, r�+�ltion I er�lo building, f ��r�l�l� � � f�. with p�r� �'- .fir U�/J� 1 end v ��. If �1t1��1�'r� 1�, td'1� �� p �� wind. �f r er�aCal ai st ere r�vt exposed to � It, they ars i to Wnd. _Fhe lumber DOL increase is 1.33 and the plate grip Jnase is 1.,3;3 Unbalanced sncw loads have been considered for this design. Except, spial rinect on s required tO support concentrated load(s). Design f i the building designer.� conA ��r� � I �I to t� All plates re M20 plates unless otherwise indicated. This truss has been designed for a 10-0 p f bottom chord live load nonoo Q rrant gill an other live loads r Tal. '- , 6 Provide mechanical connection (by others) of truss to bearing plate capably of ithst n in at joint F. Jb ufEft at joint and (b uplift This tmss Inas been designed for bcth UBC -94 and ANSVTPI 1-1995 plaItingcriteria. LOAD CASE(S) Standard 1 IS n ow: L u m berIn crea Ise=1.1 , Plate In crea se=1f1 enfinued on page &sign valid for use only with MiT k conn9clors_ This des- � is based only upon ;parameler5 shown. and ifor an individual jilding component to be installed and leaded vier ically. Applicability of design parameters and proper incorporation of kmponent is re ponsitril of building designer -riot truss designer. Braying Showa is for [iteral Su web embers only- Additional temporary bracing to insur slab•ili duringconstruction ��a�sibr� is the r t of the �rerector.�� f individual :rrnar�er�t bracingbracingof the overall structur is the reSponsibali of the bul1 in �t��r��l � g designer- e r_ �� r general guidance d�n�� f� �I rd�ng Jrtcation, quafity contid. storage, delivery, .erection, and bracing, consult QST- utility tand Td, D B-89 Bracing � �fication, and HIB 91 Handling Installing and Bracing Recommendation available from Truss Flats Irtsfftut� 583 Up 10fdo Drina, Madison, 1. 3719 � � � I W "or ly7m J a MITek Indusfrion r Inc. Q0� ONAt C TF�yC�.n Q El Smow- ONG -4�\� ,dune 21 ,1 999 Job 06022-99 Truss Type Qty �'�Y BMC Rexburg 1 Youngstrc�m A07 ROOF TRUSS 2 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 8402 r LO 6-9-11 4-F •f� --5 6x8 - 3X6 X 25-2-0 -7-14 Jd 30_9-1 5-7-14 R1653547 4.0-32 Jan 20 1999Mi-Tek IndusWes, InC. Mon dun 21 07:49-41 a ge I 3 -6-- 6-x-11 LUMBER TOP CHORD 2 X 4 DF o. l Bt,r BOT CHORD 2 X 4 DF No.1 &Btr WEBS 2 X 4 BPF Stud/Std FTI l/size) T1W.456-6, J=245210-5- Max Harz T=-14(load case ) MaxU plifff=- 6(to d case ), ,k--6 5(I0ad case 6) Max GravT=2619 (load case ), J=261 g(l d case ) X6 WEI= 3x6 4X8= 3x6= 10- 4X8 , 712 -0-470 d 1, [T. -edge, 0 - 1 - I I DEFL - '-1 B-11- 14_0- 1-4-1 ' (LL) -0,37 a >999 Vert(TL) 4-7-1 4-3-7 5-0-1 -4-1 Plate Offsets J n/a 1t LC LL Miry Udfl = 240 LOADING (pso SPACING 2-0-0 T LL 35.0 s' Plates InCrease1.15 TC 0.91 T D L 7.0 Lumber lnrw reale 1.16 8C 0.77 B LL 6.0: Rep Stress Incr YES WB 0.89 DL 7.o Code UBC/ICBO LUMBER TOP CHORD 2 X 4 DF o. l Bt,r BOT CHORD 2 X 4 DF No.1 &Btr WEBS 2 X 4 BPF Stud/Std FTI l/size) T1W.456-6, J=245210-5- Max Harz T=-14(load case ) MaxU plifff=- 6(to d case ), ,k--6 5(I0ad case 6) Max GravT=2619 (load case ), J=261 g(l d case ) X6 WEI= 3x6 4X8= 3x6= 10- 4X8 , 712 -0-470 d 1, [T. -edge, 0 - 1 - I I DEFL (in) I' d fi ' (LL) -0,37 P >999 Vert(TL) -0,58 -P > 61 Horz(TL) 0.17 J n/a 1t LC LL Miry Udfl = 240 'A -a _ _- 5-0-1 4_3-7 --1 PLATE` GRIP 149/110 BRACING TOP CHORD Sheathed or 2-0-14 on Ce-nter purlin spadng. BOT CHORD rigid ceding directly applied or 6-0-0 on rearrain .. WEEDS 1 Row at midp�t B -T C - S, - � 4x8 _ FORCES Ib - Fust toad Case Only TOP CHORD A -8=9 35r S' --X3�30' -Dg7 , -E= 1 0, E -F' -41.6(j' F- -7-297 . - =; 330 -1= 935 ` WEBS B T`-333 1, B--1 105 ---1 064, r=-, E- =-5 i-= -1- Ij _ _ l 105t -3331 NOTES 1) This ssha been designed for the wind loads generated by 70 mph Winds at 25 ft above ground dead load and ,0 psf bottom chord dead load 100 l from 1, �r #tiechord mean �a nii n e, c n an occupancy l ' 1, condifion l enclosed building, of dimensilons 45 11 by24 ft with exposure CASCE 7 per UBC/ICE30 UBC/I80If end ver6cals exist, nd- if r�t�ler eare � .arsL ifit �e'� t� Wised to +gin �d. If porch a e i t, til e'y a r exposed to i n d. The i u tuber D ricr a ars the plate grip increase is 1.33 � 1. , U nbaIanced sn ow loads have been consider for this design{ B C soon 11538 Provide adeq u.ate raitnage to preve rpt wate r pond tn g. 'i plass are M2c) ,plates unless otherwise indicated. ) This truss has n designed for a 10.0 psf bottomrd live load Dnrrcurrentt.�1 any �a loads � �� a 1643 , Ll -g4, 6) Providia mcichani I co rinecGon (by oth ) of mss to error PIate pabt e of Mtn sta ndirt 595 l� at joint Ipl ft fjI tT r d g i upltft 7 This truss has been designed for both UBC --94 and ANS VTTPI 1-1995 plaVng chteri . LOAD CASE(S) Standard t , Degign valid for use only with MiT .k connector -s_ This design is 0ased only upon parameters shown, and is tof an individual building component to be installed and loaded vertically, Appliea�il�t of design parameters and proper inoof ortafiort of component nt l responsibilitY of building desinier _ not true desIner, Bracing shorn i's for ratraf Suppe of individual web members only. Additional temporary bracing to insure stability during consiruction is the respogsibility of the erector. Additional permanent� the overall structure is the responsibility of the building de i rtier.F For genera[ guidance regarding ra�a� �f fabrIcation, quality control, storage, delver , erection, and btaCi g. consult QST -N QST-NGualifty Standard, D B-89 Bracing Specification, aril HIB 91 Handling Installing and Bracing Recommendation available from Trus, Plate Institute, 583 D' le Oreo, ad [aa , W1 9s?1 q � X 1 0 �Nff MW AT" a MIT*k Industries, Inc. to E� N A �c�Y �Fory` `F E June 21,1999 Job Truss i Truss Type Qty )(b PfY SMC Rexburg f Ycsungstrr�m 06022-99 A06 � ROOF TRUSS SSC WEST (IDAHO FALLS). IDAHO FALLS. ID 83402 0 6-x-11 12-11-14 6-2- 3-0-. 4. 00 F1 —2 5x6 D -0-1 do i% f 6-2-8 18536 4.0-32 s Jan 20 1999 MiTek Industries., Inc. Mon Jun 21 0-7.49;34 1999 page 1 U = 34-4-0 6-0-1 7 G- 5X6-- 43-6-5 X6i 43-fr5 8a-°3 6-9-11 4-7-12 4x8,.' 8-11-3 1-0-0 ' o _ late 0 tf et z : 0 -2-5 A P- = 01-0-- 1 - 1 LOADING (Pso TOLL 35,0 TCDD. 70 LL 0,0 DL 7.o r 5X8L b8 5-2.0 9-2-0 N,f).9-1 I i_ z—Ai ir%-A r-, ra a -h t s. PACING 2-0-0 CS1 Plates In r ase 1,15 T Lumber InereaSe 1,15 Be Rep Stress Incr YES WB Code /l B e LUMBER -1 TOP CHORD 2 X 4 Dl` No.1 & tr * pt* F -H 2 X 4 DF 21 OOF 1.8 T CHORD 2 X 4 SPF No.2 *Except* WEBS 0-0 2 X 4 DF No l&Btr; N-0 2 X 4 DF o.l E3tr 4 SPF Stud/Std REACTIONS(lb/size) S=2452/0-5-8.. L=2452/0-5-8 Max Hort S= 1 7(1cad case Max UPIMS=-599 L -a to ad case 6) Max Gray =. 0 Ioad CaSer ), L= 0 lad case ws� e. 411 7-0-13 45 4-3-x' 50-4-0 4-7;1 4x8 0.54 .EPL In floc) Vdefl I PLATES 0.99 VeL -0.53 >940 149/110 H dz(TL) 0.17 L r1 It LC LL Min Udefl = 240 Weight: 213 1b BRACING. TOP CHORD Sheathed or 2-8-6 on center urfin T Rigid ceiling directly�spacing, or 5-6-5 on center bradrig. WEBS 1 Row at midpt B - S} EmQ, -N, J -L F1E (Ib) - First Lod Case Only 13T CHORD .,=-88-x, -=1 438E -F�, P-- -- i i-=935 WEBS - =-8 1. -= - 37041 =3704, -:., L-=1436, ..L=-884 1 65 -1---388 _ - a , - =166, -F�= , D- � F E-0- 938, H,N=;587 G- =- _ - VOTES 1This truss has been designed for the v4nd loads generated � � . de.�. ngload�� .�! �� t��r�l �� i � world � above ground level, �lng .0 � ��! gad, 100 mi from horn rrae �anline. n n � nn t+e i �chord, exposed to L�T�,�Jy, r+y exist, t��[j�.', sed to wind. it - ��r �J BIJ Bit end vr�i l it, th � �r� ��t and the plate g p increase is 1. �8 1 exist, they d i The lumber L increase Unbalanced snow loads have been Considered for this design. Provide adequate drainage to prevent water ponding. t) All plates are M20 plates unless otherwise i) Th is tru ss has bee n desig n ed to r a 10.0 p t bottom chow live load no noon nen rent i nth t' r T t J0. iProvide rrtechanil connection (by others) of truss to beading plate t joint o1`1-1tal�sn lb uplift tjoint and p!i ft This truss has been designed for both UBC -94 and ANSVTPI 1-1995 plaUng criteria. .OAD CASE(S) Standard ,SPgn valid for use only rlh M!Tek con.+iectors_ This design is based only upor) parameters shown INding Component to be installed and loaded verlicadly. Applicability of design parameters arab r� a �� I incor o are 1r�df;�rr��l -npanent is responsirbMly of budding ad signer - net truss designer_ Bracing shown is for lateral Support of individualmtion �f web embers onF _ Adcfitional temporary bracing to Insure stabilityduringconstructbn i the re ponsibil tynf the erector- ddi ��I�d� �f the €��I'�II structure is #I�e responsibility 1�.dditl'�raa� 'manent bracing of the building designer_ For general guidance regarding rlcalion, `�uaJity control, storage, delivery, erection. and bracing, consult OST -88 u�alit . Standard, . � � eci kation, and HIB -91 dandling Installing and Bracing Recommendationavai[able #r � to in s��i� ofrio Drive, Madison, W1 53719e� Tress Platy Ing#�tut�r � �F MIT Induel es, Inc. ONAZ C�f�Foy� 1H 7 I L Jure 21,1999 ,lvbin�ss Truss- Type 06022-99 A05 .ROOFTRUSS BMG WEST (iDAHO FALLS), IDAHO FALLS, ID 83402 LO ITr 12-11-14 6-2-3 m 4,04 12 23-0-15 6=0-1 Qty 2 7-3=1 Ply f SMG Rexburg I Youngstram 1 X14 4.0-32 s Jan 20 1999 MiTek Industries Inc. Mori Jun 21 07:49:28 1999 Page 1 5-G-1 5x6-- 5 x 6 k x65x6 n 9 -4- 5-0-2 4-6- 6-2- a0 =0 -9-11 N 48 •' W.C4 4 = 3x8 = P 3X6 = 48- LO T- 16 i 4xS — 46 4-7-1 8-11- ,L I ,3x8= 4x8= 34_ 4x8 ` LO T- 16 i 4xS — 46 4-7-1 8-11- 18-0-0 25-2-0 41-4-13 - 0 -7-1 4-3-7 9-0-13 7-2-0 7- -0 9-0-13 r - Plateet -aa .0- - O- -0[H:0-3-IO 0-3-01, : d et 1-11 : - -0 S ed -1-111 — LOADING (pso SPACING -0-0 CS1 AFL _. (In) (I dfl I PLATES GRIP TOLL 35,0 Plates Increase 1.15 TC 0.74 'pert. LL -0.30 P >L999 0 1491110 TSL 7 n L" rn r:"rr1.asC 1.1 S LL 0.0 Rep Stress incr YES S DL 7.0 Code S/ICBG LUMBI TOP CHORD 2 x 4 DF No.1 Btr *E rept* D -G 2 X 4SFE No.2 BOT CHORD 2 X 4 SPF,No.2 *Except* O -R 2 X 4 DF No.1 Btrr, M-0 2 X 4 DF No.1 &Btr WEBS 2 X 4 SPF StucVStd REACTIONS(l b/size) T=245210-5-8, K=2452/0-5-8 aX H orz T �_1 Ioad case 5 Max UP) i T=- (load case ), K=-604(load case 6) Max GravT=2592fload case , 1= 1oa d case bu U.Vf V rt(TL) -0.45Q-S >999 WB .88 Horz(TL) o.15 K n1a 1 st LC LL Min defl = 240 Weight: 214 1b BRACING TOP CHORD Sheathed or 2-4-2 on center purlin spaying. ]BOTCHORD D Rigid ceiling directly applied or 5-6-5 on center bracing. WEBS 1 Row at mid.pt -T F P � E - Q, F-, - i FIE (Ib) - First Load Case Only TOP CHORD -5-935, B- =-2356, D- 30800 D -E— 1 , E -F=-3358, P- - 1Y - '3080, H - I=,-2356, BOA` CHORD -T"864, -T=1436, - =L8F Q - R=2890, P 1 0, - =3 P- =33'40, I i =289 L- -L 1 4361 WEBS -T=-3331. B- =1 133q —9155, C - Q=571 P- 4, D- ` , E# 1--635* G - N=552, F -h1= 3, ,--hi= -L=- f f I -L' 1133, I -K=-33 1. F -P=54 NOTES T 1 leis mss has beendesigned for the + rid leads generated by 70 mph winds at 25 ft aboveground level, using 7.0 slytochord' dead load and .0 sf bottom chord dead load, 10 mi from hurricane �ar�line on an � , condition I enclosed buildingt of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ICBG If end verticals exist, they are not posed to rid. If cantilevers exist they are esed to wind. . Ifrs erste are s to in d r The lumber DL increase is 1 .33, and the plate grip increase is 1.33 LJnbaIanced snow loads have t>een consider for this design. (UBC soon 1638.2) 3 Pmvide adequate drainage to prevent ester ponding. 4 All plates are M20 plates unless othervAse indicated. This tru ss has been d e.5ign ed for a 10.0 psf bottom chiond live load non ccn currerit with ani other Iive loadsr Table o UBC -94. - , 5) Provid e m ech a n i ca I cc n nectin (by oth a rs) of truss to bearing plate ca pa bi e of with stan d i n g 6 04 I b plift at joi n t T a nd 604 I b t joint I. pllfk This trust has been designed for both UBC -94 and ANSVTPI 1-1995 plating criteria. LOAD CASE(S) Standard r Design valid for use only with MiTek connectors. This design is based only upon parameters sho�gn, ar)ij is f()r an ind'victual. bui[ding component to be installed and iloabed vertically- Applicability of design-, parameters and Proper in oration of Component is responsibility of building desir9ner - not truss designer. Bracing shown -s for iaterai Support of individual web mit b r only, Additional temporary bracing to insure stability during consiru tion is the responsibility of the erecter. Additional permanent bracing of the overall structure is the responsibility of the building des-Ign r. For general guidance regarding fabrication, quahty control, storage, !delivery, erection, and brao;ng, consult OST -88 Quality Standard, D B-851 Bracing Specification, and HIB -91 Handling Installing and Bracing ReCOm endaEtion available #roar Truss Plate Institute, 583 D` onofrio Drive, Madison, W1 53719 r Ili �Vlff 0=0 em &VMS MITalk Industries, Inc. ,�SS10NA( gQa��rF,��oy�� C. ONG�i June 21,1999 Job Trus ' Truce Type 06022-99 A04 ROOF TRUSS 13MC ''BEST IDAHO FALLS). IDAHO FALLS, ID 8340 12-11-14 Cq i 6-2-3 6-2- 7-0-2 4.00F1_2 2 .-0 5 5• 2-0 .t 5-2-0 Ply 1 13MC Rexburg r I' c un strom 81653544 4.0-32,s Jan 20 1999iTak Indu Uies, Inc. Mon Jun'21 07:49;22 1 999 Page I 6x8 D IP E7 372 7-G-2 43-6-5 50-�O 6-9-11 4 �. &11-3 1- I - -T 1 4-3-7 LOADING ps TALL +O TIL 7. BOIL 0.0 BDL 7.0 3x6= 4 ::-_ U6 3x4 11 3x6-- . p. 3x6-- 4x8 17-0-9 -1 -11-7 -7-^ J -0-k A t! ti — SPACING --0 Plates Increase 1.15 Lumber Increase 1,15 Rep Stress In.cr YES Code UBC/1B LUMBER TOPCHORD 2X4DFN0.1exl3trwExceptw D -F 2 X 4 SPF N0.2 BOT CHORD 2 X 4 SPF Ic. WEBS 2 X 4 SPF StucVStd 5--0 5-- - -0 --7 41-4-13 8-1-6 50-4-0 .?.0-- --0 [J.ed a l-1 - 1edge]" ill 1 DEFL Irks dfl PLATES GRIP BC 0A2 VerIA) -0.29 P >999 M20 1491110 999 1 st LC LL Miry Udell = 240 Weight: 222 fb TRACING TOP CHORD Sheathed. BOT CHORD Frigid ceiling dirty applied or 5-6-5 on center bra ng., WEBS 1 Row at rn d p t B - U. E - Q. E - N, H -J REACTIONS Ik size) U=2452-10-5-8, J=245210-5-8 Max Fiore U=21ioad case ). MaxUplift = 0 load case ), J 07(1 d case ) Max r v U- 6 (Ioaid case ), J= load case ) FORCES (lb) - First Load Case Only TOP CHORD A-8=935, B- =-2356, - =- 01 , D -E=- 1 , E -F= 1 F- =- 0 -BOT CHORD - - 884, T -U=1 , -T=2895, R- - 2895, -R=28201 P- =; 045, _P= . -0=304 - -L-2895, J- =1 3 P W=-884 WEBS 13-U=-33311 :B -T=1 133, -T=-973, -13=41, D=8=11 -P 4 [ 34=� , 370, IF -345, E- - 370, l~ - =11 , NOTES 1 This mss has been designed for tie Mnd loaids. generated by 70 mph winds at 25 ft,9boveround gel, using 7.0 pf top rhorddead load and 7+0 P.f bottorn chord diad load. 100 Mi from hurricane a�fire. on an O=pancy categoryI, conditon J enci osedbuaidin, of dimensions 45 ft bexposure cc 7- per UBC11CB0 If end verUcals est they are not arse' t rid. if cantilevers est they are exposed to wind. if porches exist, they are exiMed to mind.. The and the plate dig incase is 1, lumberL increase I s 1.33 , Unbalanced snow loads have been considered for this design, (CIBC soon 1638.E Pro i d e ad eq uate drainage to r -e � ent water pondin g. All Plates are M20 plates unless otherwise Indicated. This truss has been designed for a 10-0 p f bottom chord lire load non n urrent t� ars other rive loads r USC -94. Table-� - Provide mechanical connection (by others) of mss to t>earing plate capable ofthstandin 607 lb uplift. f at joint J. �at jointand 607 Ib uplift This truss has been designed to both UBC -94 and ANSVTPI 1-1995 plating Cniteria. LOAD CASE(S) Standard `. i d i .r T o s ', r } ''i. • . _ _ r l 1j jj`' j��] jJ'�fy f�'' fr+{ — f r ' r ' �I��A Ili � Rti }i .i..f Lr #; 1,--F 5 ) j; p. 1 . D s'v valid for use only with MiTek connectors. This design is based ordy upon pa(ameters shown., and is for an individual buliding compcment to be insla led and loaded +ver ically- Applicability of design parameters and proper incorporation of component is responsibkIlty of boilding designer -riot truss ciesigner. bra. -Eng shDwn is for lateral support of individual web -0 members only. Additional temporary bracing to insure stability during construction, is the responsibility of the elector. Additional permanent bracing -of the overail stricture is the .respDnsibxlity of the building designer. For general guidance regarding t bricatron, quaifly control, storage, delivery, erect -M, and bracing, consult QS -T -8B QualityStandard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, D' ��'�� u�tr�� Inc., Onafrio Drive, Madison, t 53'71 , OOOO"Jo e0000 N A 4x8-- a OrqG Jute 21,1999 Jab Truss Truss Type Qty Ply BMC Rexburg I Yvungstram asal 22 -ss A03 ROOFTRUSS 2 � BMC WEST (IDAHO FALtS), �Dgyp BALLS, ID 83402 LO 7' C5 6-9-11 -- 19-0-15 4.i 1 220 2-11.1 R1653543 4.0-32 s Jan 20 1999 MiTek lndu , inc. MOn Jun 21 0 -- .�4.1 1 999 Page 1 37-4-2 6-1-1 +i3-6-5 6 -2 - 4x8 4-7-1 4-7-1 Piate Omits (X.` 811- 4-- i LOADING (pso SPACING 2 -o -a T LL 35.0 Plates Increase 1,1 TCDL -0 Lumber Increase 1.1 BOLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UB /l B LUMBER TOP CHORD 2 X 4 DF No.i&Btr *. cept* E-FXDF1O0F 1.E BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud/Std 4x8 3x6 REACTIONS (ibi i e) = 2J - -8. K=2452/0-5-8 Max Hort =� (10ad case ) M Ji ftU=-61 1 10ad case )t K=-.61 I (I oad case Max Gray =0(ld case ), =50(iod case 3X8-- 4XIS 34 3X6 4x8 t -11-7 -0 4-11-7 t 1 t LC LL Min Ude f] = 1) AR 45-8-4 VdeR PLATES GRIP >999 JPO 149/110 >0 a Weight 225 i 4-7 1 BRACING TOS' CHORD Sheathed or 2-8-3 on center�� udin spacing. CHORDBOT Kirin directly � � �J applied Jim �r �- �� center bracing. EB 1 Row at midpt _u# FT , I - P 1b) - J=ic-t Load Case Only -TOP CHORD ►-13-935, B'- -=-30:33, D-E=--F=--f=-_ 935 BOT CHORD A�U=�884, ! T 2895, R - S=2895, Q - R=2842, P� = M -P=2673. �- =284 2895 -L =1 ', J - K=-884 F , L- ` 8951 H-1`�� , -L=-� t J -L=113 :7 J- �_ 1 �I , OTE 1 ) Thi ss has been designed fr the mind loads generated by 70J� ink d� �� .� .�f � �� dead J � � int 25 ft e gPDund level, using.0 psf top Mrd ad, 100 Mi from hu n OmnJin , on n Occupancy category tndit uiJinbdg, ofdJr�r�n.i�rl � � ftur E -93 per B� � �� v r� If n� levi tr � �� d rb i� .rt, �� not t exposed to wind. � Jf r�.� � eareexposed # .�� Tl'� lumber ter � L increase and the p]at g d p increase is 1.. e i 1,33d Unbalanoed snow loads have been considered for this design. P rov i d e adequate drainage to preve nt water pond i n. IJ plates are Wro plates unless o indicated. t . This truss has been designed for a 10.0 p f bottom chord live load non n+ .t ent with an other live loads Provide mechanical cnnect n (by others) Of mss to bearing plaie capsuleJrh tandin • 11 i fft at joint J Ultjlrt l and 611 11 uplift 7 This truss teas been designed for both UBC -94 and ANSVTPI -1995 plating ateda. LOAD E(S) Standard [design Valid for use only with MiTek ronr1ec:tc)rs, This design is based only Upon parameters shown, and is for ars individual building component to be installed and loaded vertically. Applicability of design narameters and nrr�n1r ir��r r�1, �f Component is responsibility of building designer - not truss designer_ Bracing shown is. for lateraf Support of individ°ual wed members only. Additional temporary 0racing to insure stability during construction is the responsibility iof the erectors. Add%tional permanent bracing of the overall structure is the responsibility of the build-ing desigr-rer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, D B Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' MITak Industrito, In V n0fric Drive, Madison, W1$371'9 i 4x8 = 6 �Qo�c��,�rF,� o�yF rr� DON .,iilC'ie 21 ,i 999 BC 0.92 Veit(TL) ;o, -Q WB 0.86 HorL) 0.17 1 t LC LL Min Ude f] = 1) AR 45-8-4 VdeR PLATES GRIP >999 JPO 149/110 >0 a Weight 225 i 4-7 1 BRACING TOS' CHORD Sheathed or 2-8-3 on center�� udin spacing. CHORDBOT Kirin directly � � �J applied Jim �r �- �� center bracing. EB 1 Row at midpt _u# FT , I - P 1b) - J=ic-t Load Case Only -TOP CHORD ►-13-935, B'- -=-30:33, D-E=--F=--f=-_ 935 BOT CHORD A�U=�884, ! T 2895, R - S=2895, Q - R=2842, P� = M -P=2673. �- =284 2895 -L =1 ', J - K=-884 F , L- ` 8951 H-1`�� , -L=-� t J -L=113 :7 J- �_ 1 �I , OTE 1 ) Thi ss has been designed fr the mind loads generated by 70J� ink d� �� .� .�f � �� dead J � � int 25 ft e gPDund level, using.0 psf top Mrd ad, 100 Mi from hu n OmnJin , on n Occupancy category tndit uiJinbdg, ofdJr�r�n.i�rl � � ftur E -93 per B� � �� v r� If n� levi tr � �� d rb i� .rt, �� not t exposed to wind. � Jf r�.� � eareexposed # .�� Tl'� lumber ter � L increase and the p]at g d p increase is 1.. e i 1,33d Unbalanoed snow loads have been considered for this design. P rov i d e adequate drainage to preve nt water pond i n. IJ plates are Wro plates unless o indicated. t . This truss has been designed for a 10.0 p f bottom chord live load non n+ .t ent with an other live loads Provide mechanical cnnect n (by others) Of mss to bearing plaie capsuleJrh tandin • 11 i fft at joint J Ultjlrt l and 611 11 uplift 7 This truss teas been designed for both UBC -94 and ANSVTPI -1995 plating ateda. LOAD E(S) Standard [design Valid for use only with MiTek ronr1ec:tc)rs, This design is based only Upon parameters shown, and is for ars individual building component to be installed and loaded vertically. Applicability of design narameters and nrr�n1r ir��r r�1, �f Component is responsibility of building designer - not truss designer_ Bracing shown is. for lateraf Support of individ°ual wed members only. Additional temporary 0racing to insure stability during construction is the responsibility iof the erectors. Add%tional permanent bracing of the overall structure is the responsibility of the build-ing desigr-rer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, D B Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' MITak Industrito, In V n0fric Drive, Madison, W1$371'9 i 4x8 = 6 �Qo�c��,�rF,� o�yF rr� DON .,iilC'ie 21 ,i 999 P—ob T Tres T ype06022-99 A02 ROOFTRUSS i BMC WEST (MAHO FALLS)', IDAHO FALLS, ID 83402, 6-2-3 19_ -15 19-15 6-1-1 4.U0 12 4-11-1 E Qty 5x14_ Ply BMC Rexburg ! Yaungstrom 11 653542. ii .0-32 S Jan 201 Mi -Tek lndastye , Inc.:10Page_ 4-11-1 -- -7-1 4-7-12 Piste Offsets (.'1 LOADING (p TOLL 35.0 TDL 0 7.0 BLL 0,0 BDL 7.0 8-11- --7 U P 3x6-- 4x8N ;34 M= 3x6 x _ 4x8= US - 1 B-1 F.0- -o1 o_ 61. TH. t0.0- 6-11- :0-0,edae �,0-1-11 6-11-7 SPACING 2-0-0 CS1 DEFL in I V Increasedefl Lumber Increase 1.15 BC 0.93 Vert(TL) -0,39 -0 >999 Rep Stress Incr YES B 1,00 H or: (TL-) 0.17 K rVa Code UBC/1CB0 1 st LC LL Min Vdefl = 240 LUMBER TOP CHORD 2 X 4 DF N .1 Btr *E rept# E -F 2 X 4 SPF No. BOT CHORD 2 rX 4 SPF fro. WEBS P F StucVStd REACTIONS Ibisi e) =245210,5-8, K=245210-5-8 Max Horz U= (10 d case ) Max Uplif.Uw-61 Ioad case )1 =14(Iod case ) Max G r v U= 24 67 (Io ad case ), K= 248 7(lo d case 1-1 K �� '8 --7 PLATES GRIP 19 149/110 Weight: 227 lb 00 4w-1 BRACING TOP CHORD Sheathed or 2-9.3 On Center purti n spacing. ET CHORD rigid ceiling directy applied or 5-6-5 on center bracing. WEBS 1 Rcw at midpt F - FORCES (fb) - Fast Load Case Only TOP CHORD A- =9 , B- =--t-D=-3032, D -.E=-2638, E -F=;2503, ,F- =.� BOT CHORD -U=-884} T -U=1436, -T=2895, R- = 89 y Q - R=2837, P- =2503, -P=250 _ -�_ 2895, -L=1436, J -K= - WEBS B- =-3331, B -T=11 , -T=-973, C -R-27, D- R=1 ',- =-�, , E-0=501, _ , 113 3 , I-K�-3331 NOTES 1) This truss has been designed for the wind loads en rat by 70 mph winds atv rou deed I �� . � �� :m h�r�d �� reed 1 � �� nd level, �tI7.0 f top chord hu rr ne owa ni i n e on an OCCU pa nCY category I, condifion I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC11C80 If end vertical exposed to wind. It cantilevers i , they are �p to ori r�d. If r irt, �r � not� ##� are +��cp��ed t� � The lumber DL Inge is 1.33 and the plate grip increase is 1.33 Unbalanced snow loads have been considered for this design., NBC seclion 1638.2) Pro,0de adequate drainage to prevent alter ponding. 4 All ,plates are M20 plates unless dere indicated* Tlihi s truss has been designed for a 10.0 p f bottom ch Mrd rive load no noon current with any other Imre load r Table o. 1 BC- , Provide mechanical co nnec6n (by others) of truss bearing p I at6 capable of withstandi n 614 Ib Ii joint .t joint � p t nt U and 1 II�� ft 7 This truss has been designed for loth UB C-94 and ANS VTPI 1-1995 plating Maria, LOAD CASE(S) Standard �+��h��r� �nl ��i�i�n�i ��p�r� t��a�i�� ir��rr� ��rli,r ��rin� ��,s.trt��t�� i� [�� p��i��i f #� r�tc��. �►d�i#i��ai ��rr��n�� f��►r� �� ti�� dr �#��ur� i� tl� r� o��r�ef�� .�f t�1� ��ildir� ��i r``��. Fir �n�r�f w 1 4x8 rq000 4At PC�FC�yeE` Pr4l June 21,7999 Jab �'Frtiss Truss Type Qty Ply BMC Rexburg ! Yos�ngstram asozz-ss A01 oB�, MOD. QUEEN7 1 BMC WEST (IDAHo FALLS), IDAHO F LL 340 6-x-11 6-9-11 12-11-14 r-- 1=1 6-1-1 4. M 1 25-2- 6-1-1• 1 81653541 4.0-32 s Jan 20 1999Mi7ek Industries, In I c. IVIOn, ,hurt 21 07:49:04 1999 Paige 1-3-1 43-6-5 6-- 6--11 -5-0 8-11- 4-6-0 4-6- 1 7- -1- P fate Offsets ( ` M •n -'it -n n- -ni n n -i r% LOADING (pso TOLL 35.0 DL 7,0 CLL 0.0 BCDL TO U8 3XB-- 3X6 34 08 3x6 06 25-2-0 8-1- UU "pdge,. SPACING -0-o CSI Plates Increase 1.15 T Lumber Increase 1.15 s Rep Stress Incr YES WB Code UIiB LUMBER TOP CHORD 2 X 4 DF No. l Btr BOT CHORD 2 X 4 SRF No.2 WEBS 4 SPFStud/Std REACTIONS(lb/size) = O_ -8, J=2452/0-5-8 Max Horz S=.26(load case ) Max P11- m! 1 (i ad case , J 1 (Ioad case MaxGravS-&-.2458(foad case 2), J=2458(foad case 3) 33-3-7 -1-7 1 st LC LL Min Vd 1f = 240 -1-7 5-11- Udeft � PLATES GRIP X999 M20 149/110 X999 rola Weight: 213 Ib t 4--0 13RACING TOP CHORD Sheathed or 2-9-5 - ars center purtin spacing. SOT CHORD RigidAlin dlr applied � �' �p or 5-6-4. on center bracing. WEBS I Row at midpt D -k F-0 FORCES 1b - First Load Case Only TOR CHORD -13=936, B- =-2355, }I =-3032, D -E=-2506, E -F-- F- =- BOT CHORD - =.8 , - -1 438, -R=2895, P- =2895, - =2835,-0`283 _ EF 8-R=1�-R-11 T t>=-7} QTR=- DaR:14= f #�V , L-�+#'-� I�L=��} J''�=�, I -J-884 3333, 3333 NOTES i's truss has been designed for the vdnd loads generated by 70 mph Wnds at 25 ft above dead Joad nd 7.0 sf ttom or�d d�a� Ioad, 1 � .mi from u� �r��r�d ��, �� .� psf I�� rd ��e �.r�lOccupancy � a�category1, r�dcf�+or� I nci building, of di ensi0r�s� 4 ft ft with ensu ASCE 7-93 per U B C11 C 13 0 If en d, fftlerst, they area rd. dels� erf exposed t sty � are � tnd� The lumber der � � � increase I 1 and the plate dp increase i 1,33 t Unbalanced snow loads have been considered for this design, U13 #J platesare0 latae �Irtl � �� p unless otherwise indicated. This truss .has been designed for a 1 o. o p f bottom chord live load non n uent rother Ie loads le I-B-94.ith , Provide mechanical con n e io other f truss t Wiring late capable of withstanding i r. � �� g � i� uplift at �� t joint J. p � t S and 615 1b uplift 6) This truss hos been designed for both UBC -94 and ANSIITPI 1-1996 plafing criteria. LOAD CASE(S) Standard • r'tE a. 1 ° f � ted d • r � f j y y d' } { � �4 ;�' + Design valid for use orily with MiTek Connectors, This design is based only upon parameters shown, and is for an individual buAd'ng component to be installed and loaded vertically. Appi-Icabil t of desic].n parameters and nrn�inr ;r�rnr nnavVol WI component is responsibli-It of dijild ng designer - not truss designer. BraJng shorn Ps for lateral Support of individual web members only_ Additio of temporary bracing to insure stability during construction is the responsibility of the eractor, AddItional _ permanent briding of the overall structure is the responsibility of the building designer. For general guidance- regarding iabricat-toes, quality control, storage, delivery, erection, and bracing, Consult GST -88 Quality t nd-ard, D B-89 Bracing Specification, and HIB -91 Handling Installing and 5racing H commendation available I'rorn Trtiss Plate Institute, 0nofro Drive, MadlSon, '''1 53719 r 6 �\ONAt J.'s /MEN&— or 9 ONG�i Jure 21 , 1999 EFS. (ire) (1) 6.97 rt(LL) '0.26 . rt ff L) .0.44 .p . Ho L) 0.17 1 1 st LC LL Min Vd 1f = 240 -1-7 5-11- Udeft � PLATES GRIP X999 M20 149/110 X999 rola Weight: 213 Ib t 4--0 13RACING TOP CHORD Sheathed or 2-9-5 - ars center purtin spacing. SOT CHORD RigidAlin dlr applied � �' �p or 5-6-4. on center bracing. WEBS I Row at midpt D -k F-0 FORCES 1b - First Load Case Only TOR CHORD -13=936, B- =-2355, }I =-3032, D -E=-2506, E -F-- F- =- BOT CHORD - =.8 , - -1 438, -R=2895, P- =2895, - =2835,-0`283 _ EF 8-R=1�-R-11 T t>=-7} QTR=- DaR:14= f #�V , L-�+#'-� I�L=��} J''�=�, I -J-884 3333, 3333 NOTES i's truss has been designed for the vdnd loads generated by 70 mph Wnds at 25 ft above dead Joad nd 7.0 sf ttom or�d d�a� Ioad, 1 � .mi from u� �r��r�d ��, �� .� psf I�� rd ��e �.r�lOccupancy � a�category1, r�dcf�+or� I nci building, of di ensi0r�s� 4 ft ft with ensu ASCE 7-93 per U B C11 C 13 0 If en d, fftlerst, they area rd. dels� erf exposed t sty � are � tnd� The lumber der � � � increase I 1 and the plate dp increase i 1,33 t Unbalanced snow loads have been considered for this design, U13 #J platesare0 latae �Irtl � �� p unless otherwise indicated. This truss .has been designed for a 1 o. o p f bottom chord live load non n uent rother Ie loads le I-B-94.ith , Provide mechanical con n e io other f truss t Wiring late capable of withstanding i r. � �� g � i� uplift at �� t joint J. p � t S and 615 1b uplift 6) This truss hos been designed for both UBC -94 and ANSIITPI 1-1996 plafing criteria. LOAD CASE(S) Standard • r'tE a. 1 ° f � ted d • r � f j y y d' } { � �4 ;�' + Design valid for use orily with MiTek Connectors, This design is based only upon parameters shown, and is for an individual buAd'ng component to be installed and loaded vertically. Appi-Icabil t of desic].n parameters and nrn�inr ;r�rnr nnavVol WI component is responsibli-It of dijild ng designer - not truss designer. BraJng shorn Ps for lateral Support of individual web members only_ Additio of temporary bracing to insure stability during construction is the responsibility of the eractor, AddItional _ permanent briding of the overall structure is the responsibility of the building designer. For general guidance- regarding iabricat-toes, quality control, storage, delivery, erection, and bracing, Consult GST -88 Quality t nd-ard, D B-89 Bracing Specification, and HIB -91 Handling Installing and 5racing H commendation available I'rorn Trtiss Plate Institute, 0nofro Drive, MadlSon, '''1 53719 r 6 �\ONAt J.'s /MEN&— or 9 ONG�i Jure 21 , 1999 Now Tg-ut:bae; 0 sjr �• L• i 1'P. AGE ILS 1'P, �7Rh(.fE of Tp� u IOD (:? y 11 Olo Cop. TTPF -2.xt AG� sm, .4 S�GT(ON HUST ��" �0 % T�IE LENC.TN T�4 1 lb DETkIL 15 'CO �E U'✓ -ED tt5 •PcN 0 R., A E �R/kGE. y l.kT�RkL aGE PSR U55 SIGN NITN 2 -tots WEA TTP. NOTE 9fr— OF 'W�r f00A! Cs�J + v REbTXAIHT xE:atJIXE17 Alm L-o-A&H E:Ht2 OF t!7RA&R AHI;; kT ZO'-0•• N TL -4 X N/ A L f7 w R�F�R "f0 N16—q( M*e 6 tj H H bt tlp��J- POP, REGOHHB;Ht7/kTloH!b OF T�4a rR�55 PLATE IN5TU7E, � � 1 i 7 0 i a f Job Truss Trus:' Tffi6 err ��t�- 06022- _-• --: — ---�. I= TSI 0 BMC 'VEST (IDAHC FALLS),IDA j0dI 2D _ _ _ i 9 ■ F��__. ..,. _ _ 4-0111.0 — _`7i1 — 2.83 i''I- Va 3x8 D I 4x8 =_ P 1 _ 5x 8 3x4 . y . _ 4 t t '1 .� V -- I o4 ii 3x4 3x6 K 3x4-- I x4 —_ IJ i 4X1 17-0-6 4-7-1 _ ------------------- LOADING (PsII0 TOLL 35-0SPACING -�`�' CSI TC 2te Increase 1L15 T 0f8 (in) (joc I/defl PLATES DEFL L Lumber increase 1.1 Vert(LL) _0.4 > 9 GRIP BCLL 9. Rep Stress I n r . Vert(TL) �0. > 149/110 e 8DL 7.0 13 0.94 TL LUMBERI st LC LL Min I/dfl = 240Weight: 137 It TOP CHORD 2 X 4 SPF iso, Except* BRACING T1 2 X 4 DF No.I&Btr TOP CHORD Sheathed Or 6-0-0 T CHORD SPF O_ y pr ter r� n except n+Verticals. �!�T �� Rigid ilii qtr B 4 P F lud/Std *E to p ll F _ - n center brae» . 4 SPF No. REACTIONS (Ib/ i. 1--1480/0-3-8, L=3270/0-7-12 MaxHorz L= 1 4 load case ) Max pil l=--10(load rase 1), L=}1050(lo d case Maxr av 1= 4(1 ad case , L=3270 Jo � FORE HO(i b) - J,{�First Load se n ly TOP CRD273 E T CHORD - =-`�L 0 , J l- -- 202., � 7- =-620 I E-0=2642 A � - �-tT , - � ti! �� I +�rl�r VVEBS {�y 1 '�+'- 77, C -L=- , - - f� F �! I _ =� �[�} 1 �-7753, - ='� * } J -k '-7P x+31 T -258 I - T= -2-587 -f M 1 0, { =-1 4.8, F -j-- 1 4, -J=5824 ! ice NOTES 12 -ply truss to be connected tether with 16d Common(. 1 621tx3.5") r��) � �--� �n �n��r, +'� �.nr��td ) Nails follows. Top f�or�i connected f I� >, t - - n center. withrow(s) r t 0111111116-0 on center, f3ottom hords They tri has been desig�� r t� end �� f�r�r� � �t 7 100 mi from hurry > r lin , ',�l generated b 70 mph winds .at ft above round level using 7.._ verticals exist t r� notexposed, category 1, condition t enclosed building, of dimensions �� X24 tt thrx dose 1e�� .9 � b�f�� fd diad 1� t wird. If Cantilevers exist, they are used to �uan�.�� ft b �t �� 7- per I BC/I �� the plate grip increase i 1. �f p��r��exist, theare �� If �� ) Unbalanced snowloads he been considered or t ' � +>��. T� I�Imb�- �� r��s� �� .� �� 4) Except a shown below, P Jal onne i�� si�r�, �� section 1 �. ) SII Plates re 0 plates unlessti��s re t� support concentrated load(s). Design Of Connection(s) is de egated to the building se indicated. This truss has been des - 7 Provide mechani l �,ignti r� r 0.0 p f bottom ve load non n urrent with any other Jive loads per Table o, to beaming Plate capable of withstanding 1480 lb uplift � 16-8, UBC -94. uplifta�� joint L. � �Ii�t �t joint r and 10,50 Ib 8) Tiers truss his been designed for both U E3C-94 and AN S I/TP1 1 -19 95 plating criteria. LOAD CASE(S) Standard 1) Snow. Lumber Incre s -'1.15, Mate fn reale=i .1 Uniform Loads (p1 Concentrated Loads (lb) 14.0, I -Tl -140 Vert: L=1105 D4189 ,,=-1 o9 =a171, P=-349 S=413 T-18 Joky -'Truss . - -- - ria -T ypc Qi�� 71Y__ _BUC-R—ex5-&g,Ty 6-L—n q:-5-trb-m-- 06022-99 KI HJ ROOF TRUSS; WEST (IDAHO FALLS), ]DARoTE ;-1 - 5-4 _ LO M _ 4-0-0. Z _— -- x 9 U4 N I.5x4 ;i 6 - 101 3x8 -- 124-9 11C. 1UejUn1b11:31*W 2.83 rF 1 . H F --- - 4x8 W 4 3x6 3.x4-- 124-9 3-10-9 S .x41 - -10- S 17-0-6 LOADING SPACING TALL _ 2-0- IL �__ Z_.�y. Plates Increase 1.15 TC 0.85 i) 00) I/d elf PLATES T L 7-0 Lumber Increase 1,1 Vert(LL) -0.31 ELS 0.0 Rei' Stress In:r N 0.41 Vert(TL) -o. >176 149/110 BCDL 7,oCode UBC/1CB0 - _— _ atflx 1 st LC LL f in I/doff = 240 VVAiqhf117 11-1 L1U1V1t3MK TOP CHORD 2 x 4 SPF O- *Except* T1 2 X 4 DF No. 1 &Btr SOT CHORD 2 x 4 SIF Flo. WEBS 2 X 4 S,PF Stud/Std *Except* W4 2 x 4 SPF No.2 3x6 _- ft/size) 1--840/0- 3-8, M=263010-7-1 Max H orz M=1 load case ) MaxUpliftl=-840(load Case 1), =- 4 (load case ) Max rav 1= (l ad case ), = 0 (load case 1) BRACING - - - - — - TOP II l D Sheathed or -0-0 on Center purfin Spa.Cing, except endBOT HORD Rigid eing directly applied or - -1 n center bracing - REACTIONS FORCES (lb) - First Load Case Only TOP 'HORD -'- 46 r B- -7492, -0--•5398, D_E=1651 r E-0=1 F- = _ BOT CHORD 1 - ==- 1 , -Q-- 14' ;�, �! -# - _ 1 � F## - 1 -F' = - _- ' G-1--270 _ _ , _ 1 r L-M=-7295,-L=�.5'' 35o - --52.35, �J- `=-5235, J -T--1 ,3 1_T,=-16 WEBS ' =- 171, �-L=2606f D-L-�7 o l�-1=1971' B+ =1 33P a_IVI=_11 8, F -J=-2 1 0, C -,J NOTES 1 )2 -ply truss to be connected together with 16d oMor 1 11 �N# � f€�ll - MKS) at .0-6-0 on center. Webs connected 8 folio • �. Tod o� rd ��'�� t� r at �- -� �� center. � - � r��r� �� t�-- �� center. ter. Bottom ohord connected with This truss has been des`rgnod for the wind loads generated by 70 mph winds at 25 r 1 � � �� tr�r� hurricane �� 1�M�"I , �� n o�u��o category 1� �r��ati� ft aboveground level. using 7.0 psf top chord dead l0�d �nd �'. f bottom N n l enclosed budding ~ of dimensions 45 ft b 24 ft with exposure . E -9 chord do Id vesical exist, they are not exposed to wind. If cantilevers e ] t, they are used t i o rid the plate grip increase is 1-33 � end. If �c��oh�� exist they are exposed to wind. The f u .b r DOL increase. is 1.33, and Unbaianced snow loads have been con idero-d for this •design. (UBC section 1638.2) ) Except hon la, sp'a1 corneton( required t support concentrated load(s)., Design .. ofconnection(s)dei eted tc tt��n diner. are JnrSSS otherwise in ited, This truss has been designed for a 10- In t bottom Qhord hve load n ncoLncurrer wend other live loads dor T�Ic�_ �-,7) Proved mechani sl connection n (b others) of truss tc URC- 4r�p��tcp withstanding ndin 840 lbuplift t joint I and 845 ib uplift at'oint M_^hR tri designed f t l rend l l/TPI 1-1995 plating criteria. J LOAD CASE(,) Standard 1 Snow., r: Lu b r Increase= 1. 1 . Piste Increase= 1.1 Uniform Lied (pf - g- - - � - - . , D -E= 84. o, ;E- =-84.0 F-0=-84.0,__��yy r - o 4 =-14.0, r - i-1 . n _- � _- � , L -M=-14,01 -L=-1 .0, I - =-1 .o1 J- 14,0 ;J -T=-1 .0 � Concentrated Loads �1b) , I T��1 �.� Vert, L�110 5 U-1 0 =-1500 =-171 P=-349 S=413 T=18 W Joh Truss A 06022-99 J 1 E Trus -- fie yp F TRU BMS WAST flDAH0 FALLS�, iDAHO-FALtS;-fD 8'3402 LOADING (p's T LL 35.0 ,T DL 7-0 ESC LL 0.0 BL _0 LUMBER TOP CHORD 130T CHORD I ° ° �I SPF NO,2 ll 4 e T I�- C i � I a x4 -- lot SPACING -0-0 CS1 I � DELI IIt in 1 00C) PLATES IP RepLumber Increase 1,15 M20 149/110 Stress I norEB � G, Oo f�rTt..� 0,00 / Code ��'�� (Matrix) 1st LC LL Min 11d��] Weight: 5 1b REACTIONS (Vsize) B=178/0-1-8, X0/0-1- Max Horz B= 7 load case 1), = 0(load case 1) Max UpliftB-- foad case 4) FORCES (Jh', ' - FIrt Load Case Only TOP HORD -B= 1 8-F CHORD -=-7 BRACING TOPCHORD ESOT CHORD Sheathed. F -1id ce4ing directly applied or -0-0 cn center bracing. NOTES "t) This truss has been designed for the wind loads generated b 0 n ��h i�� f�� ground I��I�uin7.0 psf tap chord dead load and ,0 psf ochord dead load� � � �r�,��occuparccategory I condition1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE - per verticals pit, theya�' not posed to wind. If cantileversexist,they are exposed t� wind. If �r � � ��I If ��' the plate grip increase i 1. I, t a exposed � lumber L increase i t and Unbalanced now loads have been considered for th[s thisdesign, (UBC section 16:38,2) Non Standard bearing conn !tion. Review required. All plates are 0 plates unless otherwise This truss has beep designed for a 10.0 psf bottonn chord live load nonconcurrent with any Provide mech na Cconnection (b others) of trussto grin I f a � other �I�� per T"�� f �. 16-B, l,� C�- : Provide n�el�anij connection bothers) �� truss t� � t ��lt�� , � �'J�i tri ��.� h��r-� designed � _ � capable criteria.ng dIrlg 1b uplift atjoint B, bean life c able of it tarp or both USS anci I Pf 1-1995 LOAD CASE(S) Standard 4 SPF NO,2 4 SPF NQ. REACTIONS (Vsize) B=178/0-1-8, X0/0-1- Max Horz B= 7 load case 1), = 0(load case 1) Max UpliftB-- foad case 4) FORCES (Jh', ' - FIrt Load Case Only TOP HORD -B= 1 8-F CHORD -=-7 BRACING TOPCHORD ESOT CHORD Sheathed. F -1id ce4ing directly applied or -0-0 cn center bracing. NOTES "t) This truss has been designed for the wind loads generated b 0 n ��h i�� f�� ground I��I�uin7.0 psf tap chord dead load and ,0 psf ochord dead load� � � �r�,��occuparccategory I condition1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE - per verticals pit, theya�' not posed to wind. If cantileversexist,they are exposed t� wind. If �r � � ��I If ��' the plate grip increase i 1. I, t a exposed � lumber L increase i t and Unbalanced now loads have been considered for th[s thisdesign, (UBC section 16:38,2) Non Standard bearing conn !tion. Review required. All plates are 0 plates unless otherwise This truss has beep designed for a 10.0 psf bottonn chord live load nonconcurrent with any Provide mech na Cconnection (b others) of trussto grin I f a � other �I�� per T"�� f �. 16-B, l,� C�- : Provide n�el�anij connection bothers) �� truss t� � t ��lt�� , � �'J�i tri ��.� h��r-� designed � _ � capable criteria.ng dIrlg 1b uplift atjoint B, bean life c able of it tarp or both USS anci I Pf 1-1995 LOAD CASE(S) Standard Job Truss 06022-99 J 1 D ROOF TRUSS BMC WEST (IDAHO FALLS), IDA HO-FACCS"ID 8340 LOADING (pso TC LL ,C) TDL 7,0 BLL 0. B DL To AW, a] -P [e Ma- R-6-,� b-6 f4-1 Y6 6 f e f'Yf i Ja i 7 F fWWT.� 1 4 F —i 3-111-11 -11-11 4.00 I'l 2- T1 i 3x4 — -o Plates Increase 1,1 Lumber Increase 1,1 Rep Stress Ince YES ode H'J8 LUMBERTOP CHORD 2 X 4 SPF N0.2 BOT CHORD 2 X 4 SPF0_ -11-11 -11-1 'f ---e°-;�---. - REACTIONS (lb/size) B=369/0-1-8, -0/0-1-8 Max Hort B� 96(load case 1), -- fond case 1 Max U lil`tB=- load case 4 FORCES (1d) - First Coag Case only TOP H01D -B`4 13T CHORD -=-5196 1 TC 0.49 BC 0,,51 WB _ oo k IVI ateri ) DEL (ire) (loc) Vert(LL) 0.24 Vert(TL) -0.34 Hor(TL) 0, oo BRACING TOP CHORD BOT HRD I/deft PLATES GRjP > 185 M20 1491110 >131 �. nia I Weight: 9 I Sheathed. Rigid ceiling directly applied or 6-0-o on center bracing. NOTES This true has fir, designed for the wind loadgenerated b ru '�.rC�r�1 hip rri roc c �� n�rn , �� .n occupancy mph � nds at ft above ground level, using7.0 p f to chord e t� I# �i��d�ti�n I �n�l�� l}i��ifi�' �f d�r��rii��i� � � � � load and �'.0 f bottom �iai'd dead (Oad 100 V i ais e r t, taiear arenot exposed to grind. if �itil ��r g ist the �r ft with exposure ASC 7- per the plate grip increase i, 1. . e exposed o wind. if porches exist, they are exposed t wind. The �' � �� I � Ifend ) Unbalanced snow loadshave been considered 1i�L�i' �� increase i �., �� r this design, �I�� section 1 8; Non Standard bearing nditfc)n F Review required. All Plates are M20 plates unless otherwise indicated, This truss ha.been designed for a 1.0sib bottomherd �i�r fid' ��n Provide ��r��c�� connection � a �nc�rrnt'ifl� a�'M other live I�� r Ta Eby others) cf truss to bean g Pete at joint(s) Br . � ble o. 16-13, UB - - Provide mocha n i a 6 connection (by other) of truss to bearing late able 8) This tri s has been d ig reed for ,both U -9 and AIMS ANSI/'TPI � of withaLed. ar�ding lb uplift at joint B. � 1 9plating riria. LOAD E( ) Standard JobTtussYoe - 06022-99 r burg dungstror . ' IF TRUSS --- -_ . SMC VVEST (10AH0 FALL.12 , =Ji 1Te_-- g M M A LO r" C; CD 4.00 F1 T1 B date Offsets (X, ). LOADING (psn TC LL 35.0 TDL 7.0 BOLL 0.0 BDL 7-0 LLQ 1 EFS TOP H ORD BOT HCS SPACING --o Plates Increase 1.1 Lumber Increase 1,1 Rep Stress i ncr YES Code UBC/ICBO 1 TC o.81 BC o,G WB .Oo (Matrix) REACTIONS (Ibl i ) /0-1-8, B=246/0-1- - _ ; Max Hort. 4 (load case 4 Max UPliftA=-,64 (load case 4), 12= -load case )f =- lea Max rav = 9load case FORCES fb) - First Load Case nj TOP CHORD A -B=64 B T CHORD A - C=0 F— in00C) I/defl PLATES GRIP Vert(LL) 0.08 A -C >4 Vert(TL) =01 .- 0 1' 49/110 HowL -o.o � 1st LLL MinVd fl=240Weight, 14 1b 1 BRACING --� TOP CHORD Sheathed., BOT CHORD Rigid ceiling directly applied or -0- l� 0 on center bran. NOTES 1 This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level using 7,0 Psftop chord dead load a,d Pf bottom chord dead load exp 1 DO mi from hurricane arirn ,n ancategory1, condition I enclosed building, of dimer irorf k fwrthverticals cit, they are not exposedto wind. If cantilevers exist, they are exposeOur ASCE _ r �� if end the fate ripincreasei 1. d t ir.�f �r istthey are exposed to wind, The lumber D&L increase is 1.33, and Unbalanced snow toads have been considered for this design. All pietas are M20 plates unless Otherwise indicated. 4) This truss has been designed dor a 10.0 is bottom chord five toad n neon arrant with any other live loads rJr�Raf connection (by others) truss t r T� - ) Provide mechanical connection bar�� flat �t��n�� t �r � Table I��. � � �r ��-} This truss, h a� ce - b others) of trussto bearing plata capable of with s f ned for beth BC -94 and I Pi 1 1LOAD CASE(S) Standard a � n withstanding I �� at int , 1b Vift at joint B and � � �`it�r�a; J � �t� uplift �t joint C. 4 SPF o_ 4 SPF No,2 1 TC o.81 BC o,G WB .Oo (Matrix) REACTIONS (Ibl i ) /0-1-8, B=246/0-1- - _ ; Max Hort. 4 (load case 4 Max UPliftA=-,64 (load case 4), 12= -load case )f =- lea Max rav = 9load case FORCES fb) - First Load Case nj TOP CHORD A -B=64 B T CHORD A - C=0 F— in00C) I/defl PLATES GRIP Vert(LL) 0.08 A -C >4 Vert(TL) =01 .- 0 1' 49/110 HowL -o.o � 1st LLL MinVd fl=240Weight, 14 1b 1 BRACING --� TOP CHORD Sheathed., BOT CHORD Rigid ceiling directly applied or -0- l� 0 on center bran. NOTES 1 This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level using 7,0 Psftop chord dead load a,d Pf bottom chord dead load exp 1 DO mi from hurricane arirn ,n ancategory1, condition I enclosed building, of dimer irorf k fwrthverticals cit, they are not exposedto wind. If cantilevers exist, they are exposeOur ASCE _ r �� if end the fate ripincreasei 1. d t ir.�f �r istthey are exposed to wind, The lumber D&L increase is 1.33, and Unbalanced snow toads have been considered for this design. All pietas are M20 plates unless Otherwise indicated. 4) This truss has been designed dor a 10.0 is bottom chord five toad n neon arrant with any other live loads rJr�Raf connection (by others) truss t r T� - ) Provide mechanical connection bar�� flat �t��n�� t �r � Table I��. � � �r ��-} This truss, h a� ce - b others) of trussto bearing plata capable of with s f ned for beth BC -94 and I Pi 1 1LOAD CASE(S) Standard a � n withstanding I �� at int , 1b Vift at joint B and � � �`it�r�a; J � �t� uplift �t joint C. Job Truss _ Tr'uS T '� 06022-99 J I E .lF T ROSS BMC WEST (IDAHCY FALZS), IDAHO -FALLS 1�7 834Q2--- LOADING (psi! TC LL 35.0 TDL 7.o BIL 0.0 DL T LUMBER TOP CHORD BOT HI) E B - _ 4'1 EV �, � � fire �u n } � a 4-5-0 SPACING .0-0 Plates Increase 1.15 TC O,57 o Lumber Increase 1.15 BC 0.27 Rep Stress Incr YES WB 0.33 Code UBC/ICB0 (Metrix) REACTIONS TI (Vslze) =84/0-1-8, D=_206/0-1;81 F=882/0-5- MaxHort F=76(load case Max U Ijft=-1 I � -� (load case , D 06(lo d case 1)r F=-1 (load case Max Grav D=21 (load case )w F=88 (load case 1) FORCES (1b) - First Load Case only TOP CHORD .-B=585 B -C=-62 B T CHORD -F=- 1 , E-1= -'-481, D -E= EB B -F=_861, B-E= 0 I • %),&&+ f f WMA D E F L (in) (Ioc Vert(LL) -0.05 Vert(TL) -0.07 I/de l PLATES GRIPM20 1491110 >999 >783 VL) -U,U It LC LL Iain I/detl ! 240 Weight. 1b BRACING TOP CHORD Sheathed or 6 -o -o on center R� � � lri� ii�� d'rrt� �urlit� spacing. applied or 0-0 on center bracing. NOTES 1 ) This truss true has been designed tor t�ewind loads- enrate b 7 h windsat t above ground level, �� , �yf te��er d dead load and 7,0 p f bottom hor d. dead loaddhi fromh `ri re oceanli e. nen occupancycategory I, condition I enclosed building, of dimensions 45 t by�jj,��Verticals exist, they arenot exposed t wind. ifCantilevers exist, they are �re E -A� yr BC11CL3If endthe plate gr[p increase i 1. ��1� �r i��{ r� ��1�s Vi t, they are exposed to inn, The lumber IL increase 'is 1,33, and Unbalanced snow loafs have been considered for this design. UBC- ill plates ere 0 prates unless otherwise indicated, � ti��l 1 �_ � This truss has been designed for a 10, 0 pt bottom chord live load Provide m bear r connection (b Other) of truss to bearingr� tjoin (s) C,�t with � they �i�� per ��1 f�. i -�, �� - 4� ) �'ro��rde rr-iechar�i�.a1 c+�r�r�e��r�n bOthers)of truss�d�te �t ��t� , �F This true l been designed - to. bearing plate capable f withstanding1 Ib uplift d for troth UBS 4 and NSf TP1 1-1995 plating criteria - LOAD p t joint 06 Ib �rp�� at joint D and 1rte uplift t joint E. LOAD CASES) Standard 4 SPF lea_ SPF N0. 4 SPF Stud/Std REACTIONS TI (Vslze) =84/0-1-8, D=_206/0-1;81 F=882/0-5- MaxHort F=76(load case Max U Ijft=-1 I � -� (load case , D 06(lo d case 1)r F=-1 (load case Max Grav D=21 (load case )w F=88 (load case 1) FORCES (1b) - First Load Case only TOP CHORD .-B=585 B -C=-62 B T CHORD -F=- 1 , E-1= -'-481, D -E= EB B -F=_861, B-E= 0 I • %),&&+ f f WMA D E F L (in) (Ioc Vert(LL) -0.05 Vert(TL) -0.07 I/de l PLATES GRIPM20 1491110 >999 >783 VL) -U,U It LC LL Iain I/detl ! 240 Weight. 1b BRACING TOP CHORD Sheathed or 6 -o -o on center R� � � lri� ii�� d'rrt� �urlit� spacing. applied or 0-0 on center bracing. NOTES 1 ) This truss true has been designed tor t�ewind loads- enrate b 7 h windsat t above ground level, �� , �yf te��er d dead load and 7,0 p f bottom hor d. dead loaddhi fromh `ri re oceanli e. nen occupancycategory I, condition I enclosed building, of dimensions 45 t by�jj,��Verticals exist, they arenot exposed t wind. ifCantilevers exist, they are �re E -A� yr BC11CL3If endthe plate gr[p increase i 1. ��1� �r i��{ r� ��1�s Vi t, they are exposed to inn, The lumber IL increase 'is 1,33, and Unbalanced snow loafs have been considered for this design. UBC- ill plates ere 0 prates unless otherwise indicated, � ti��l 1 �_ � This truss has been designed for a 10, 0 pt bottom chord live load Provide m bear r connection (b Other) of truss to bearingr� tjoin (s) C,�t with � they �i�� per ��1 f�. i -�, �� - 4� ) �'ro��rde rr-iechar�i�.a1 c+�r�r�e��r�n bOthers)of truss�d�te �t ��t� , �F This true l been designed - to. bearing plate capable f withstanding1 Ib uplift d for troth UBS 4 and NSf TP1 1-1995 plating criteria - LOAD p t joint 06 Ib �rp�� at joint D and 1rte uplift t joint E. LOAD CASES) Standard Job Truss 06022-99 i1 Trus-Tffi—-- ROOF TRUSS T (IDAHO FALLS), - IIDTELID-FG . 0 0IT I Jury 1 R --o LOADING I (p T LL 35.0 TL 7.0 BLL 0.0 BDL 7,0 LUMBER TOPCHORD BOTCHORD WEBS SPACING -0-0 Plates Increase 1.15 Lumbr Increase 1.1 Rep Stress 1 ncr YES Code UEC/IB I.5X411 IC 3x4 a �i A DEFT (in) (for) Idfl T 0.54 rk Lt_ LATE` GRIP � -0.04 > tsu 0.1 W8 0.45 (Matrix) REACTIONS (lb/size) =-76M-1-8, D= -61510-1-S.. E=1255/0-5-8 Max Harz E= 80oad case ) Max pl =- (Joad case 1), D=- 1 I ad case 1), E-- 7 Ioad case Mso Gray = 0(load case , D=11 Ioad �'} ) FORCES (lb) - First Load Case Only TOE CHORD -=569, B-=-0 BOT CHORD -E=-466, O -E=-466 WEB BE=-11 9, B-- =x'44 A >999 .Hor ff L -0.01 C n/a 1 st LC LL Min IldefT = 240 BRACING T P HORD BOT H OFD s 149/110 Weight, 18 Id Sheathed. Rigid ceiling directly applied or -0-0 on center bracing, MOTES 1 ) Th:i truss has bin designed for the End Ids generated b� � +'gin using 1 0 0 i frorn hurricar� r�cearaRirte, or� a�: uante� �' ,�. _ d �� ab�� r�nd I��r�l' �'� �� herd ��.� 1��# ��i �# } # } p{ g I,condition I enclosed buildir� f� � bottom chord dead load '�a 4��.1 "�Il, theyarenot expo'ed to wind. If cantilevers exist, theare exposed r �,�"� ��rr � � � L I� exposure �'1 ��1' � ��'�+�'�J �1 and the plate gwind, It porches exist, they are ped wind. T #ur L inend Unbalanced snow loads have been considered for this design. (UBC section 1638.2)} All plates are M20 ;dates uniess otherwise ind«ted. 4) This truss has s been designed for a 10.0 psf bottom chord lire load non on urgent Provide me hanJ aJ connection (b others) f trussto beanng late at . with �n other i�� i��d ��r ��I h[�. 16-B, UBC -94. ) Provide mehanil orr,etion (�' other) of tri to bearirf �I ��rr�t�� r [�. This tris �� n designed for beth UBC -94 �n��l J'� plate capableof withstandingi uplift at mint r 615 lb uplift at joint � and '� f . . ��TJ T_1plating criteria. � b �� t ��nt BF L0AD CASE(S) Standard P0, SIF N0. I.5X411 IC 3x4 a �i A DEFT (in) (for) Idfl T 0.54 rk Lt_ LATE` GRIP � -0.04 > tsu 0.1 W8 0.45 (Matrix) REACTIONS (lb/size) =-76M-1-8, D= -61510-1-S.. E=1255/0-5-8 Max Harz E= 80oad case ) Max pl =- (Joad case 1), D=- 1 I ad case 1), E-- 7 Ioad case Mso Gray = 0(load case , D=11 Ioad �'} ) FORCES (lb) - First Load Case Only TOE CHORD -=569, B-=-0 BOT CHORD -E=-466, O -E=-466 WEB BE=-11 9, B-- =x'44 A >999 .Hor ff L -0.01 C n/a 1 st LC LL Min IldefT = 240 BRACING T P HORD BOT H OFD s 149/110 Weight, 18 Id Sheathed. Rigid ceiling directly applied or -0-0 on center bracing, MOTES 1 ) Th:i truss has bin designed for the End Ids generated b� � +'gin using 1 0 0 i frorn hurricar� r�cearaRirte, or� a�: uante� �' ,�. _ d �� ab�� r�nd I��r�l' �'� �� herd ��.� 1��# ��i �# } # } p{ g I,condition I enclosed buildir� f� � bottom chord dead load '�a 4��.1 "�Il, theyarenot expo'ed to wind. If cantilevers exist, theare exposed r �,�"� ��rr � � � L I� exposure �'1 ��1' � ��'�+�'�J �1 and the plate gwind, It porches exist, they are ped wind. T #ur L inend Unbalanced snow loads have been considered for this design. (UBC section 1638.2)} All plates are M20 ;dates uniess otherwise ind«ted. 4) This truss has s been designed for a 10.0 psf bottom chord lire load non on urgent Provide me hanJ aJ connection (b others) f trussto beanng late at . with �n other i�� i��d ��r ��I h[�. 16-B, UBC -94. ) Provide mehanil orr,etion (�' other) of tri to bearirf �I ��rr�t�� r [�. This tris �� n designed for beth UBC -94 �n��l J'� plate capableof withstandingi uplift at mint r 615 lb uplift at joint � and '� f . . ��TJ T_1plating criteria. � b �� t ��nt BF L0AD CASE(S) Standard Job � ru s—Type 06022- ,SIA � ROOF TRUSS BMG VVEST (IDAHO FALLS) ! 0 -FEL -0 LOADING ( T LL 36.0 TDL -0 BOLL 0.0 BL 7.o LUMBER T P HORD BTHD WEBS 4-1 In FfT F L_ 1-5 ------------ 1 ifi t- ries-, n. --Te T . T 1199 4-5-0 — - 4-5- T1 IJ- - 1 -� �.. SPACING 2.0`0 CSS _ _ f- I�' r0,74 DEFL in J) i/dei a Lumber Increase 1.15 Vert(LL) -0,04 A >999 Rep Stress I ncrBC E .21 (TL) -o. o Code B/I E Flrl -. �l n/a a in I/deft =240 PF N0.2 PF O. F Stud/Std REACTIONS (Its/size) C=174/x}-1- , D=-91 /0-1 -8P F=874/0.5.8 Max Horz F=Iod Case Max Uplift =- 0(load Case 4).Max (load case )i F=87(Iad case 1 ) FORCES (lb) - First Load Case Only TOP CHORD -B= 1, B.=4 1 ESOT CHORD A -F=-415, E -F=41 , D -F-0 E B B -F=-797, -E=435 1 13 IN TF' CHORD BOT CHORD E no -- PLATES FSI 0 149/110 Weight: 31 lb Sheathed Or 6-0-0 on center purfin spacing, Rigid ceiling directly applied or 6-0-0 on center fora MOTES 1 ) This truss has been digned for the and loads generated by 70 mph J winds 0r id level using '. t h r load and 7. psf bottomchord dead to ad100 mi from hurricane oceanlin t I��tl�i I enclosed h��idir�a �� nlorfby 4 fwith �� r� E e- Lr B/1I3,aon roccupancy S verticalsexist, thearenot exposed to wird. cantilevers exist., they are exposed to wind, If p r h exist, the r t nd, (umber Lincrease i 1. 33, n�the plate grip increase i 1-3 UnbLalanced snow loads have been considered for this dein. LBC1638.2)All plates are 0 plates unless c)the�indicated. ) This truss has been designed for a 1 0�0 psf bottom Mrd live Ind non concurrent m Iia r .l connection (b others) f truss t bearinglite t .�r� rant with �n other �� loads per �� 1` �. � -E,UBC-94, Provide mechanical connection (b others) f truss to bearing � � � , This truss n designed d fir both - and , t gable f withstanding 40 Ib uplift at joint 1 lb uplift at joint ANSI/TPI I/TPI 1995 Plating criteria and 189 Ib uplift at joint F. LOAD CASE(S) Standard Job Truss _.Tru T�l.._pe— .. 06022-99 il ROOFTRUSS 130 , T 0DA H O'FA LLS)g I DA H 0, FADSf 18340 4-6-12 o 1 LO 17 5X8 N 1 W W 3X8 - Plate Offsets ( F ). F0-2_-10 , - _ _—_ LUAUI l ( TC LL 35.0 TDL _0 BOLL 0,0 BDL 7_ LUMBER TOPCHORD BOTCHORD WEBS SPACING -0-0 Plates Increase 1.15 TC 0.95 Lumber Increase 1,.-15 13 C).6 Rep Stress In r NO VV -B 0.87 Code UBC/ICBG . -- __—I 4 DF 21OF 1.8E 4 DF N e.1 &Btr SPF Stud/Std `Except* PF No, REACTIONS (lb/size) E= -379/G-3-8, F=253610-5-8 MaHort F=121 (load case 3) Max 1iftE_-379(I0@d case 1), F=-621 (load cane Max G rav E=61 (load case , F=2536 (load case 1) FORCES 1) - First Load Case Only TOS CHORD -8=3674, B -=-O. -=-4g -E=,325` BOT C.HORD -1==-3457, E -F'-3467 WEBS B -F --4k B -E=3548 012 0 C� g r DEFL (in) (100 I/defl PLATES GRIP rt LL >214 Vert(TL)M20-. 153 '11 FIrz(TL) 0.03n/a It L LL In I/dell � 40 . 9 Weight: 47 lb BRACING_ - TOP CHORD Sheathed or -i0 on center purfin spacing. except end verticals. BOT CHORD Rigid ceiling directly applied or -.0-7 on center bran. NOTES �r t�� i�� I��generated This tri has been designed f h i rrr� r i�a rr o de ign ed e, e goad b 70 mph winds at ft above ground level, i1ire 7_ Occupancy category ��at�+�r� � enclosed building, pf top bort dead load and .0 �� btt�� eek load erticei exist, they are not exposed to wind, If cantilevers ex rpt � of dimensions 4 ft by 4 ft with the plategripincrease t 1. r � �.r exposed to id+ Iporchesexist, the r� � ��re - � ��I� If �� } Unbalanced nola�' poi t� r�r��. The tuber �L i ad have been considered for this design. section 1638.2)�+ ruse � 1. � �r�� ) Except .�I-ir� blo, special �r�rxetor�s) required tosupport X11 P�ataare 0 platesunlessotherwise indi�d. �� or�tr�te� I�� et�rM +�� r�e�tior� i lel _ connection(s) delegated t� the building dPg r�er. � �� been �el�r�e� for � 10.0 ��f bottom I��r� Ise �i� tri Provide mechanical connect -ion (.� ether'• otruss �� n��o��rrent with �n�r ether live ��e�' per T��1 N 6) Tr1� true Heol designed f to bearing plate capable Of withstanding 379 Ib � � 2. 1 -89 Nl - . or both - end Ail irrP1 1--1995 platin criteria. �r f f t int ib p � i # i i F. LOAD CASE(S) Standard 1) Snow-, Lumber Increase_—j 15, Pfate Increase=1,15 Uniform Loads (plc {. Concentrated Loads J �F=-1 ., E -F__1 , Vert, 1000 JG*b Tris - - a --- - - TrU Type MY P VY --T 13 RIG-Fe—xb & 9—TY(5U6-g- 06022-99 A08GD ROOFTRUSS 12 BMC T(1D H F LL - r 7WFd�ri,-IAC. �l - 4-7.1 8-3-14 12-0-0 _ 18-7-1 -0 5- 4,00 1' 4x8 3X4 T 131 T 6X6 4-5-0 4-7-1 5X6.. 5X8 ---: 5X6 - 1-0- - - - - -- -- LF 18-7-14 3X6 -. T KA 25-2-0 Plat& Offs��ts- -(�LV:_jF-.0�4-0-0---3-0j- I . 1p -0:3�-0-1 LOCI (psi SPACING 2-0-0CSI T CLL 7.0 Plates Increase 1,15 TC 0,80 13CLumber Jnrea 1.1 B 0.85 �L Reps Stress lncr NO VVB 0,95 BCDL 7.o Code UBC/1B0((Matrix) LUMBER TOP CHORD 2 X 4 DF o.1 Btr *Except* T2 2 X 4 SPF NO -2, T2 2 X 4 SPF O_ BOT CHORD 2 X 6 DF NO,2 VVEBS 2 X 4 SPF StudlStd REACTIONS (lb/Size) T=4920/0-5-81 L=492010-5-8 Max Horz T-1 (load case ) Max Up[iftT=-17 load case , L--1 4 (load case ) Maxra T= (l ad case ), L=5359(load rase F P Z AA AB OAC AD 7x6 -- 4x4 5x6 -- a a 4x8 3x4 i L 6X6 12 31-8-2 . 38-4-0 4 - 4 -1.1-0 4- - -- 4x8 4,00 1' 4x8 3X4 T 131 T 6X6 4-5-0 4-7-1 5X6.. 5X8 ---: 5X6 - 1-0- - - - - -- -- LF 18-7-14 3X6 -. T KA 25-2-0 Plat& Offs��ts- -(�LV:_jF-.0�4-0-0---3-0j- I . 1p -0:3�-0-1 LOCI (psi SPACING 2-0-0CSI T CLL 7.0 Plates Increase 1,15 TC 0,80 13CLumber Jnrea 1.1 B 0.85 �L Reps Stress lncr NO VVB 0,95 BCDL 7.o Code UBC/1B0((Matrix) LUMBER TOP CHORD 2 X 4 DF o.1 Btr *Except* T2 2 X 4 SPF NO -2, T2 2 X 4 SPF O_ BOT CHORD 2 X 6 DF NO,2 VVEBS 2 X 4 SPF StudlStd REACTIONS (lb/Size) T=4920/0-5-81 L=492010-5-8 Max Horz T-1 (load case ) Max Up[iftT=-17 load case , L--1 4 (load case ) Maxra T= (l ad case ), L=5359(load rase F P Z AA AB OAC AD 7x6 -- 4x4 5x6 -- a a 4x8 3x4 i L 6X6 12 31-8-2 . 38-4-0 4 - 4 -1.1-0 4- - -- D'EF L (in) (Io) s_ I/defi I li GRIP Vert(LL) -er4 I- >999 F e l it 0 149/110 Vert(TL) -0-57 P -Q >882 Fir TL) 0,10 L n/a 1 St LC LL Min 11de11=. BRACING TOPCHORD heathed Or 3-10-11 on center purlin spavin g. BOT CHORD Rigid ceiling directfy applied or -0- on EB1 F�c� at midpt �� center ��ln. -TP E - Sp G - MP I --L FORCES (a b) - i= l -r t Load Case Only TOS' C ICORD -B=4933, B-- =4855, -D=- 1 , D -E=_299 E -F=-7111, F- =- 11 1 E30TCHORD �T=- 0 , -T= 8 a l - = 111, - =7111, - =71 '11 - W _-�-- , I--�-1= � 1 # �-,�=��,�} J- =4933 B=8475, - — F i..�' 3..�� } - P W —8475,, - =8475, P- J =8475 P- —84 5 Z- ja ■. WEBS _ _ 1 � - D-7111 M -N=7111, L- = 8 K -L=-4606 , , � 847'5, 1+YEB �rj � _ r _ L� 1, D- 448} E_ --4726, E- =17 , =-1583, F$P- J 062! E- - 1583, G-0=17431 =- H - M=448 - NOTES 1 ) 2 -ply trust to be connected together with 16d cmn(.1 " Nails as 1~oJloTo. r0() at 0-s0 on center, Weds connected a follows: �- 1 roup a 0- chords with rs#4TH`. 8 chords connected ) Special Onr�ctror� required o distribute toherd � � �' �� center. ) TI�r trusshbeen designed for the � � equally between allplies. e wird loads generated by 70 mph. grinds at 5 ft above ground level., using 7.0 f to h , 100 rr�i from hurricane oceanlrr�F n an occupancy category 1. condition I enclosed building, � � Mrd did load �nc� r� ��tt��chord did ��d ve�it est, they are not exposed # mind. It cantilevers the din, �f de�� # � ft with exposure � �- �r �I��1� I� �� the plate OP increase i 1,33exist, ars wind. I porches exist, 1h are # wind. The lumber increase l 1. , and 4) Unbalanced snow loads have been considered for this dela. UBC section, 1638.2) ) Except as shown below, special connetion(s') required tO SUPPOAntrtei 1esirfrtin i delegated t tbuilding deaf erPrvie adequate drainage to prevent water ponding -n 7) All Plates are M20 plates unless otherwise indicated, This truss has been designed for a 10.0 psf bottom chord liars load nonc n urr nt with ars other ; LBC -4. lure loads per Table No. 1-� Provide .mechanical connection (by others) of truss to bearingplate able of Wath t uplift at joint L.p anding 1749 Ib uplift at joint T and 1749 l 10) This truss has been designed for both UBC -94 and ANSIJTPI 1-1995 plating LOAD CASE(S) Standard 1) noir: Lumber Incr as z =1.1 , Plate rn. r as.e-1.15 niforrn Louis (p1 ', 0 a , U=-14. U -V -14. � ma_ __1t0,� —=_1�a�, �=—��i��—_ T� .0' P�i14�P__t14_W-�__1. , AA -AB= -14.0, —-- . A.,AA., -D=-14.0t- =-1 y L- =- Concentrated Loads 1b) 'pert: =-1500 K =-1500 R _- 241 S =600 P-=-241 M=600 N --241 =- - `-241 A E3=-241 AC= -241 =-241 Joh' _ - — p 061022-99 A07 ROOF TRUSS BIVC WEST ID -HFALLS I UA� A 4x8 4.00 1 _ 14-0-0 _� --- - -. .�- R P 3X6 4x8 5- 30 -9-1 r h � , n , L un 1 K 3x6 3X.8 .��. I H j 4x8 D - 4-5-0 4-7-12 8,11- 14-0--0 21i2i12 9 f - _ LOADING (ps� �. , _�. SPACING 1 i _ - CLL 35.0 �� I d _T �'�• =—f — TCDL T0 ates Increase 1,15 TC &91 13EFL (in) 000 t/el f PLATES GRIP ALL _BCDL 7,0 Lumber Increase art LL -0. 7 >999 B 177 � Cep tress Incr B Q.89 --. I- 149/110 Code UBC/jC80 = It LLL din f1d1:i 40 LUMBER - --- ...��—_ _-1--__.._I__ _ Weight: 216 f a P CHORD D 4 DI` No.1 &qtr 13IN T CHORD 2 X 4 DF No1 &Btr TOP H Dh ate d o 4 SPF Stud/Std BOT Rigid i r �" 1 �r� ntr purlipir-�+ ''�� .�n� directly applied Or --0 on center bracing, REACTIONS (Jbfs�ze) S=2452JO-5-8, J=2452-/0-5-8 Row .t midpt B -S, -} Max Hor , :---1 10ad case ) MaX U plJft =- (IO2d case , JL- 9 [oad case. Max rav =2619(load case )t J=261 load FORCES (I - First Load Case Only TOP CHORD A -13=935,B- =-2330 F -D=,297 D -E= _ BOT CHORD A- =-884, R - S=1436, -J -3001 ' = t E�F- 1 0, F-_=- 72p `H -2330, H-1=935 R � �L,_,B B4 i-333 1 ,,8-R=1105 9 - W 4 O—P=401 81 o —N=4 18 L— = -R -�l0 , E i -act, -�I=� ��t D-0= � - �- a ��R -L=3001 J - K=1436, W=-884 NOTES D- = -134 , -L= 3 , -L,-1345 , - 1= 71 G - K=-10'64, = -3331 1 Th[s truss has been desi'gned for the wind loads mi from hurricane c n � � generated d 7 mph winds t above ground level �, upan category 1, condition 1 endosed building. of dimensions using 7.0 pf top herd dead load and .0 �sf b� UBC/IC50 veru al exist, the are not exposed to wind. If cantilevers - � ��n � dead Jo�� the plate grip increase is 1. exist they are exposed to wind, If porches exist ft with Posed ��++yyp� exposure E _ per � �'l �� n Unbalanced snow 1024 have been considered for this ' The lumber DOL s i.:33P and Provide adequate drainage t prevent wets d�� r�. �� t��n � �� IJ plates are 0 plates uni otherwise f Ponding, )� �h� #ria has �n designed for � �rxd��ted, This Providesemechanical a 10.0 P f �O o chord live load n n n urrent with -e connection (d others) of truss t bearing l@te capable Of withstanding other live lift a , Oint S n 5. 16-B , l..1� . This. truss has been designed for beth UBC- and �t ndir � � �k� �pJ� t rr�t �n f�'T�J � � � �l�t�� criteria. J d l� ��f�1`t �t ��rr�t iia LOAD CASE(S) Standard Joh .Truss 06022-99 A01 Thus S T .e ROOF TR -USS BMC VVEST (IDAHO FALLS), fH PAID -- - - _ 28-3-4 .00 1 3x8 B "W +� 4X8 ■ --0 -7-1 8-11-3 4-5-0 -11- +4-5-0 0-2-'12 -4-3-7 - . ��. -- Ec-bar-- 7a�� e ndUsfrieslnC,`iu� dun 5T1:3f3�1'899-Page T - r 374-2 -- .-_ x-4-0 6X8 - 5X6 �- n 5X8 -- Pike Offsets (y-��--� LOADING I (psi SPACING 2-0-0 TrC LL -0 Plates Increase 1.1 'CDL 7.0 LumbEir Increase 1.1� LL �°� Rep Stress Incr YES BCDL 7.0 code R BCYi LUMBER TOP CHORD 2 X 4 DF No.1Btr*E t* BOT CHORD 2 X 4 SIF o- *Except* B2 2 X 4 D F c..1 Btr REACTIONS (J/size) R=2452/0-5-8, L=2452/0-5-8 MaHorz I =1 00ad case MaxU p ft = l (ic d case ), L-- load case 6 Max G ra v 1= 0Icad case Lg0•9 3x6 = JW IM 3x6 L 3x6 25-2-0 -0 41-4-13 2-0� 34-4-0 81 1 - - `� O- i� .5 1 T 13c VVB r , --------------- DEFL (in) (Ic)c) I/deli 0.84 0.99 Vert(L 0 >999 Vert(TL -OM N-0 >940 0.89 Horz(TL) 0.17 L n/a 1 stLcLLmin I/deI=240 BRACING PLATES GRIP 0 149/110 Weight: 213 1b 'UPLA10RD Sheathed or 2-6-6 n centerurlin i BOT HORD Rigid ceiling directly a lied o . � F� c n�, ''"�� I� �t mid � � On bracing. FORCES (1b) - Fiat Load Case Only BOT CHORD A -R=-884, = 1 436, P--` =290 0-P=3705, N-0=3704, .. I -N.&-2905, N.&-20 L -M= 6 A 4� 7 i +..r• 165 NOTESM i # � � s I— =-986 r J—M= 113 1, J.L=-33 1 1 ) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above round level, u in 7.0 st t F 100 t�,i from hurricane cer�lin, on an ccc•�par� #eoI � � '� � chord de -ad r#a s est! F� r nit d t r -rd_ If ir t dation I enclosed building, ct dimens°ions 4 ih ,� f� nth � �� r�� '� � bottom chord dead �� the plate rip increase i 1. r o cs°gid to wird. If Porch s exist, t�� r � � � � �r �- �r �� c� If end r�.hinced P inti. �h ��rn��r �L �r snow loads have been considered for this d crease i 1.:33, and Provide adequate don ge toprevent water � section . 5) This truss has been -4) Ail plates are M20 plates, unless otherwise indicated. lc nor�onurrn# with �.n other #i i��'� � TSI '�� 1 Provider�ec#�ar�tI connection ( others) of ire to tri i � �� . int L. ) Thistri ire, been designed for both UEC - 94 �' ��t ��I� �f i��t�r��jn �� uplift �t �c.�nt R and 599 i� - LOAD CASE(S) Standard 3 -job . Truss ... 06022-99 x.05 Truss--Ty--p6-- ROOF T Ip ROOF TRUSS sic wEsr (IaAHo FA Ls), EaAHo FALLs, Ia�s 6--11 6-9-11 p � I 2-11-14 - ��_ _. -0 LO 3X8 T- -kw A LI/ 4 ° 4+ter _ F 4x8 3x6. 4.00 1'2- 3x6 - 5X6 -4-, 0 4x8114 L _ 3x8 3X6 3x8_ 3x6 -� 4x8 4-5-0 (pso 4-7-1 -11- -- 35.0 7.0 Plates Increase 1.15 8L L 0.0 Plate offs bt -) 37-;- 37 LOADING T LL (pso SPACING 2�o-o T Db 35.0 7.0 Plates Increase 1.15 8L L 0.0 Lumber Increase Rep Stress InBCDL 1.1 YES 0. 1 7.o Code CJS}ICBG 1 t L Lt_ Ric I LUMHE TOP CHORD 2 X 4 DF o.1 & Btr *Except* T4SPF I. 130T CHORD 2 X 4 IAF N0.2 *Except* 182 2 X 4 DF No.1 &Etr VVEBS 2 X 4 SPF Stud/Std (--0 . - - , T; O 4x8,,,,-. A-0 1--4-- 145-8-4-11-0 S — --7 4- T 0.74 EFL _ i 0.30 I I' fl I PATES B f WB ' r# TL) -0.4 P- > 0 >999 r 'y x I i.P 4) �+ 0. 1 1 n1a 1 t L Lt_ Ric I REACTIONS (lb/size) S=2452/0-5-8, K=2452/0-5-8 Max Hort =-1 J ad case Max UlDlift =- 0 load case ), .`- 0 load case ). Max Grav S=25 92(foad case ), I - (toad case GRIP 1491110 _ e 13RACINGTOP CHORD Sheathed r 2�4-2 on centerurlin BT F� � liid il�n d�r�t! applied � spacing - O E 1 � �� raid t �� or -- n center bracing- WBS M E -P, F - N, I - FORCES (1b) - Fara toad Case Only TOP CHORD A-13-935 B- =42356, -=-3080, D -E--' 1 E -F=-3 - E3T CHORD - =-8� � � 1 -F � � �-"�` � �0-P=3340. �, F- -� � j -H=-3080, H-Nz,_ , I- - ' ''' E 0T -_� 1, E-= 133, T=E- _= iL-I=2890, I -L=1_-_ , - =552, E -P'-635, T =.� ', F- ,�_ , TE 1This truss has been d�e��d fir the wind loadsgenerated b� ' � Mi from hurricane i9nedrli r by winds at 5 ft above ground Jeve�, using r0 f top chard dead Ion �i f a f� h r t exposed fa d. �fcantilevers + , co-ndation I enclosed' building, Of dimensions 4 ft � 4 t with d an7.0 pf dottom chord dead load ntNi v r exist, they, r exposed to w d, Jf porches exist. they exposure urs E - er c real i If ,gad the plate grips Increase is 1. r exposed i The lumber U n hal an c d snow loads ha ve been Considered forth i des Y and Provide adequatedrainage to Prevent water i. � n �U B ��t��n 16,3 8-2) ll .Mates are 0 fates �.�Wes dicate . d. This truss h �I ��n �,��d for � 10.0- pf boftom chordlive load n . th any Other live loads per Table No. 16-B Provide mechanical ratfr1others) f truss to bearing 7) This truss has been designed for both - and I P �capable�of withstanding 604 Id uplift at jointnd 4 1d uplift at joint Y Ming criteria. LCA CASE(S) Standard L0 4W 06� 4 I. fi tri RUSS 12 8MG WEST (IDAHO- F L L ),. J DAA F 'C[ z , 98340 6-9- 1 6-9-11 T ■ 12.11-1,4 -2- - _ --_- 37-4-2- -0- —� ; - - 50-4-0 VVC r• r r � �;+�,e• ' - 9 3I'4 4.00 t TY 3x8-- r..rk. n 3x6-- 3x6::-- 4-5-0 ' 6_.-_ 4-5- 4-741 B-11-3 20-0.0 4-5-0 25�2-0 0-j12' 4-4-1- 2-11-7 Plate Oftets (,xy): [C: 0-:3.0- 37 - IT), , - -n'-- - - r :.0 01 �in --11- 3X4 I . � I Is 1VJ L i 4 3x6 - 4::� 3x6 -3-7 41-4-1345A-4 - 4 4 -11- 50-4-0 �e-i 1,7 ��l i EY. i, LOADING (psn I [FR--,CF--4]__,�idgej, IT.; c e, 7 SPACING 2-0-0 CS1 ALL IIte free . �1 DEEL ! TDL 7. T 1 fan) (l0 I/defl PLATES GRIP Lumber Increase `� .15 Ve Vert(LL) 0.29 0>999� � F3LL 0. Jr� r B 0.92 ' er1(TL 0.40 -p "1491110 BCL 7.013 0.87 Code E 'I Ho L 0-.'I 1 n1a _,__ _ - r t L LL Min I/d fl = 240 LUMBER ®. __ —_ Weight* 222 Ib TOP CHORD 2 X 4 DF a. i Btr *Except* 13RACING T3 2 X 4 SPF TOS CHORD Sheathed. 8T I --ti 4 ,PF No -2 BOT CHORD Rigid Ceiling di Stud/Std VVEBS 1 Rnuu�tuI t REACTIONS (lb/size) T=2452/0-5-8,,.1 -z 452'0- -8 Max Horz T=21 ' Iac[ case 0 Max UPIiftT=- load case )t J=- 7(tceid case Max Gray T (load case , J=2565(foad case 3) rr� P E - T, -, E-# H -J FORCES f' - First Load CaSeOnly BOT VD -T=-884 , - 1 , P-_282 P -z'_ , - - L-MWEBS =2895 E3- "l 133, -S=- ti 1F D- =l 16, -0-74 , -L�-2395J- 11436. I -J--884 NOTES -M i - -.' , H- =1 133, -J=-3331 1 ) Th i tri has ,ben designed for the wind loadsgenerated b 70 mph winds at t above ground level using r0 PSf top herddead fed an7,0�f b� h �1i from hurricane g Ir e, rn a� �� 1, condition I enclosed building, �f dimeft'ad lo ad s cth exposure - r UBIJ� If end exist theyrnot et i I cantileversexist, are e wind.If porhes exist, they are e �e� t� ��d. The I��r DSL increase is1,33. an dthe plate ris increase Unbalanced snow loads have been considered for the design, ��ectxr13,) 3) Provide adequate drainage tprevent g. 4) All Plates are M20, f- , i indi ted. 5) Th -Is truss has been designed for a'10.0 psf boftorn chord Iive load nrurrrt Fith any other I've loads perTable hle o. 16-B 6) Provide mechanical connection bother Of truss to bearing -late capable of withstanding �I� �� et joint T and 607 lb uplift fat join t J. is trusshes been de Ig ned for both U BC- and I P�-1g plating criteria. , UBC -94, LOAD CASE(S) Standard M Job Tr'u s S' pe 06022-99 A03 14ROOT= Till SS B M C VVE S T (I DA H 0 FALLS), IDAHO LUS-.- I U-&34-02- 4X8 4. 0 0 [-12- 5x6 ---- 3X8 V\ Vv6z, 5 T R Q 4x8.. - U6 4 x 8 3x6 4-5-0 .12-11-14 --6- 19-0-15 17---0- 0-4-5-0 4- _0 "- 6-1-1 - - -------- -172---1 4. 0 0 [-12- 5x6 ---- 3X8 V\ Vv6z, 5 T R Q 4x8.. - U6 4 x 8 3x6 4-5-0 4-7-12 6-11-3 17---0- 0-4-5-0 4- _0 04--12 -4---?F E f--1, - -6 3x6 22-0-0 4-11-7 5x6 --7 E 9) P 3x8:--, a 28-4-0 . . ......... 0 --fpy .��n-2UTggymi7e-k-Fn-du-sT(,6sTrC-Tu-e s- un W am F JETL--1 3x6 12 0 N M 3xG 3x6 -- 4x8-- M H 3X8 �- 50-4-0 V4 L 4x8 3 x 6 w 3x6,\\ 28-4-0 33-3-7 41-4-13 45-8-4 45-1 - - ;1-0 604-0 4-3-7 rage .nv Plate. Off �et� -9,-o -37 JH -04 01, R.F - TCLL 35.0 �DEFL (in) I/defl LOADING (psq SPACING 2-0-0 CS1 Plates increase 1.15 TC o,85 PLATES GRIP TCDL 7.0 Lumber In -crease 1.15 BC 0,92 Vert(LL) -0.26 0 >999 M20 149/110 8CLL 0-0 Vert(TL) -0.39 O -P >999 Rep Stress Incr YES WB o BL 7,0 Code LIBC/IC60 m Horz(TL) 017 K n/a I st LC LL Min I/diefl = 240 Weight: 226 1b LUMBER .................................... TOP CHORD 2 X 4 DF No. 1 &Btr *Except* BRACING T3 2 X 4 DF 21 00F 1-8E TOP CHORD Sheathed or 2-8.3 on center purlin spacing. BOT CHORD 2 X 4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 6-6-5 on cenb WEBS 2 X 4 SPF Stud/Std WEBS 1 Rom aI t midpt B -T, F -P, I - ter racing, K REACTIONS (I /size) T=2452/0 -5,8o K=2452/0-5-8 Max Hort T=- (load case 6) Max UpliftftT=,-61 I (load case 5), K_-61 1 (load case 6) Max GravT=2530(joad case 2), K=2530(load case 3) FORCES (lb) - First Load Case Only TOP CHORD Aid -8 B -C=-2356, C -D--3033, D -E=-2809, E -F --2673 F 8 B -T=-3331, B-Szl 1 -G=-209, G-H�-3033, H-I=-2356z� P J -J935 130T CHORD A -T=-8 =- 84, S -T1436, R -S=2895. Q -R=2895, P -Q= , 2842,, O -P=2673, N -0=284 M 2, -N=2895, L -M=2895, K -L=1436, J --K;---884 VVEBS 33, C -S= -973o C -Q=-27. ]D.Q=l 15P D -P=-4021 E-1 =448, F-P=o, F-0=448, -Q -40 G -N=1 15, H-N,z---27, H -L=.973, 1,L - N TES NOTES 1) This truss has been designed for the wind loads generated by 70 Mph Winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7,0 psf bottom chord dead load , 100 m 1 from h u rri ca ne oceanline, on a n occupancy catego;-y 1, condition I en closed building, of dimensions 45 ft by 24 ft with ex osu re C ASC vert - 3 Per USC/ICBO If end 'cals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind- The lumber DOL increase is 1-33t and the plate grip inrrease is 1-33 2) Unba danced snow loads have been considered for this design. (UBC section 1638.2) 3) Provide adequate drain -age to prevent water ponding. 4).All plates are M20' plates unless otherwise indicated. 5) This truss has been designed for a 10,0 ,psf bottom chord I've load imnconcurrent with any other live loads per Table No. 16-B, UBC -94. 6) P rovide mecha n icat con nection (by others) of truss to bearing plate CaP2ble of withstanding 611 lb uplift at joint T and 611 lb Uplift at -oint K, 7) This truss h a s been designed for both U BC -9 and ANSI/TP 1 1 _ 1 4995 -teria. plating ch LOAD CASE(S) Standard Job Truss Tru' T 06022-99 A02fuuIlysirom ROOF TRUSS 12 BMC VVEST (IDAHO FALLS), 1D1 FTU Tan 2T%0WT'eTFnVusJr"eS,'FnC 12-11-14 19-0-15 -- 64:5 37 T1 �-i 9 - 6 - - . 0 _ Ln 5x8 r co "J., 4_. IN M L 5x6 3X8 3x6 3X 6 x -, Plate et , ): -_[x:-04= _,0- 01 — —IA — a 33-3-7 kL1 -1-7 41 A-1 WN MOM M -U-U TO LL 5_ DER (in) Ion I/��flenr � TC o.81 TCD-LPLAT S IP L Lumbar Increase 1.15 -i N 9 0Rep Stress In r YES fiert(TL -0,39 1491110 J BCDL 7.0 ' Code UBC/I � Har L) 0,1 n/ , 1 t L LL in LUMBERIr Wit: 227 lb TOP CHORD 2 X 4 DP No,1 &8tr -*Except-* t-* BRACING - T 4 P1� �JO. TOPCHORD Sheathed or2-8.13 On center purlin Spacing. BOT CHORD 2 X 4 SPF NO -2 BOT CHORD Rigid ceiling directlyapplied �- WEBS X 4 SPF Stud/Std WEBS -1 r ter cing. REACTIONS (I Islze) R=2452/0-5-8, K=2452 -/0.5 - Max Horz R= 5 load case Max pf ftR=� 1 (load case 5), K=-614(load case Max ravR= 4 (load case , =248 N FORCES (1b) - First Load Case Only Top CHORD A -B=924, BOT CHORD -R-- _ _ _ p ---i 1-, Har=_#M I-` 924 WEBS 1p-,��_ jjj��j R=1386 P-`` =2898, -IL- 7,. N-0=2503, -N=2837 �,�i '�" ((� I a Irk -P=1 32.D -O=-543, 501, _ ETES , H -L- 982, I- L=1 106, I-,--3290 1 L r� � �y for �y loads rte- �f This L�7.J �� e01 d4 11ed I.LJr the Ind 1°��f�.i e' 100 m� from hurrf rye oceani�n�p �n �n � � generated � �F�. rnd� ft ab��e r�un� lei+ �, using ,0 verticals pan to 1 r condition l enclosed building, of d[m n i� n p24 top with dead load and 7t0 V f �O chord dead load fit, t��r �� gat �p��l �0 wind- if �t�trl�r ��€rst t� � tt � ft �tl�expos�� - th�at�� Brae i 1 , ars t inr p�rul�#, they areIf end Unbalanced p to wind. The lumber D L increase loads have been considered for this design. (UBC section 1 � �. , �� rl at drainage tO Prevent water ponding. . All plates are M20 plates unless otherwise indicated. TJX is truss h as been des eg n d for a 10. 0 p f bottom chord fr Provide r l-� �,ialconnection others) tri load nonconcurr nt with any Other live loads r Table � o T � t� ��r�r� plat capable of�rit�htar�dir� 1 �L � I� � F . ��-, UBC -94. This truss has been designed d for both - 4 and N I/TPI 1- p at joint l and 614 lb uplift a plan rpt na. tJ art K. LOAD CASE(S) Standard Job Truss - 06022 -99 A01 CSL. MOD. QUEEN BICC VVEST (IDAHO FALLS), ), IU FAE1 t 4x8 -9-11. 12-11-14 r -6`283 -._---T 5X61 = - - L• -_ z _ 4x8 3X6 e 1- P IGIC-tex6urg71'aungsfr—orn --- --- --- --- i 7 '1 5X6 N 3X6 L 4x8 5x6 K 3x6 i 4x8 - 1 `�13 -"i 1- 50-4-0 R T� 0 Plate Offsets ��,` �: _[ , 0-34,0-37-D3 --U,-O- - LOADING- _ Fit Plates Increase 115 I TC 0478(in) (10c) I/d fl PLATES GRIP' B t_L Lumber Increase 1.1 S 0. Vert( N > +' 149 BCDL O Rep Stress In r YES f Fart -L -0.44 N-0 >999 11 I St LC L.L Min I/dell TOP CHORD 2 X 4 DF 1o_1 &13tr ROT CHORD 2 X 4 SPF I o. EB S 2 X 4 SPF Stud/ td REACTIONS TION (Id/size) = 4 fQ- - , J=245210-5-8 f ax Uplift =-61 load case 5 a ' J=- 1 (ia d uase 'Max Gray I -(load Case _ J4 � BRACING TOP CHORD Sheathed or 2-9.5 on SOT HPC Rigid ilia directly center p��r-lit� s��i�. tl applied or - on center bracing, WEBS I Row at midpt D -N, F- f F�f�yJ E- CHORD' (1b) ) - First 'Load Case Only _ �F'- ' ' F = 0 ! -H -- r ! -I=BT CHORD A- -884, -R_14. , P-0-2895, -P- 8 N-{fEB M- =, L =4, -L=28 95, `1438 113 1, .Q' -A I -J"27, L- 140, C �6631 E- =1073, F- =-663, F_ ,140. - -z- 7 NOTES This t��s h.� been digr�� for the ink loads generated 1 i u fromhurricane i Hanlon on n to b MPI winds at ft above roUnd level, using . occupancy f or 1. condition I endo rf building, of dimensions Psf top hr dead load and .0 pf brttom ]IC13 d a Iva� verticals exist, they are not exposed to wind. if cantilevers exist t � ft � withexposure the ,gate grip increase is 1, 3 f r� �x��s� �� r��_ �f ��rcl��s it, #� �� '� �r � � �� I end U nba la nCed snow load's have been considered for this design. wind. The lumber DSL acre- s� is i . 3, and All plates are 0 plates unless otherwise indicated.� �� section 1 �. 4) Tl�r.� tris has �n designed for a 10. 4) This idsbeemechanical connection . � f bottom chord lave load r ionto nrrent with ars other live I ctio b others ds r Table _ � �f truss #� ��r�n �f�t� capable �f withstanding i � . c�. 1 -B� �-�, This truss his n rg n d for both UBC- and I/TP1 1-19 l� uplift �t joint R. and 1 I uplift t joint ,� LOLL CASE(S) Standard L BMC WEST 'TRUSS PLANT 3715 Bombardier Ave. Idaho Fallsi ID 83402 Offt c a: (2 0 8) 523-6691 C -n Nf F / n n 01 C rl P1 f% I J- t% rUU[zlR USS EXPERTS p T 40) SPECIAL INSTRUCTIONS: V., :III._ - 'tom - DELIVERY INSTRUCTIONS: Rexburg, ID Roof Trusses PROFILE I LABEL JlD JIE Kl HJ K2HJ PK_A Items QTY I ITEM TYPE KAT SAG 26 KANT SAG JOB ITE PHONE # QTy TIC PITCH SPAN CANTILEVER OVERHANG BRACING BIC PITCH L/C LUIJB/C LMI LE RIGHTE- LEFT RIGHT #ROWS NOTES 7 4,0 I n A'00 50-04-00 �n.A.ng n nA 2X4 2X4 2 2 .0. 4.0.00 �50-04-00 !04-05-0 104--_ _05-0 000 I r 2X4 2X4 4.0.0 — ----- 2 PO -0.4-00 04-05,0 0.0.00 1 04-05-0 2 X 4 2 X 4 �. 40 2 00 50-04-00 '04-05-004- 051-0 0-0-00 2 X 4 2 X 4 4 2 4.0.00 60-04-00 04-05-0 04-05-I i0 0 - 0 00 2X4 2,X 4 4 . 4,000 2 50-04-00 0-0.00 2 X 4 2X4 1; 04-05 0 104-05-0 4 2 4-O.oc) ;50-04-00 04- 0.0.00 -05-0 104-05-0 2 X 4 2X4 6 4-0.00 2-2 .50-04-00 __F_ 0'0-()0 04-05-0 04-05-0. 2 X 4 2X8 4 4 30 .0,00 ;l 2-00,00 04-05-0 0-0III.00 2X4 2 X 4 0 4.0.0 8 0 09-11-11 0-0,00 2X4 0 0 f 4.0.00 8 07.11 -11 104- 05-0 0 0-0-00 2X4 2Z XX 4 A n ()r) b I 1 104050 0.0-00A 04-05-0 2X-4 2�X 4 4.0.00 2 0-0100 2X4 2X4 4.0,00 _103-11-1 2X4 2 X 4 .8 4.0-00 2X4 2X4 3-2 0 117-00-06 ; 06-02-1 0,0.00 2 X 4 2 X 4 1- 2.8.00 2 :17-00-06 0.0,00 I 2X4.2 4 08-04-0 XL 12,,50................... 2 .26-03-08a i 0.0,00 2X4 2 X 4 ----------- 4 DESCRIPtION HJC26 SU26 EO 0 w 0 In NOTES Date 06/15/99 EM A01 A02 AO 3 IV 'ILI en. T A04 r. A05 A06 I. A07 A08GD JIA i1c JICA JlD JIE Kl HJ K2HJ PK_A Items QTY I ITEM TYPE KAT SAG 26 KANT SAG JOB ITE PHONE # QTy TIC PITCH SPAN CANTILEVER OVERHANG BRACING BIC PITCH L/C LUIJB/C LMI LE RIGHTE- LEFT RIGHT #ROWS NOTES 7 4,0 I n A'00 50-04-00 �n.A.ng n nA 2X4 2X4 2 2 .0. 4.0.00 �50-04-00 !04-05-0 104--_ _05-0 000 I r 2X4 2X4 4.0.0 — ----- 2 PO -0.4-00 04-05,0 0.0.00 1 04-05-0 2 X 4 2 X 4 �. 40 2 00 50-04-00 '04-05-004- 051-0 0-0-00 2 X 4 2 X 4 4 2 4.0.00 60-04-00 04-05-0 04-05-I i0 0 - 0 00 2X4 2,X 4 4 . 4,000 2 50-04-00 0-0.00 2 X 4 2X4 1; 04-05 0 104-05-0 4 2 4-O.oc) ;50-04-00 04- 0.0.00 -05-0 104-05-0 2 X 4 2X4 6 4-0.00 2-2 .50-04-00 __F_ 0'0-()0 04-05-0 04-05-0. 2 X 4 2X8 4 4 30 .0,00 ;l 2-00,00 04-05-0 0-0III.00 2X4 2 X 4 0 4.0.0 8 0 09-11-11 0-0,00 2X4 0 0 f 4.0.00 8 07.11 -11 104- 05-0 0 0-0-00 2X4 2Z XX 4 A n ()r) b I 1 104050 0.0-00A 04-05-0 2X-4 2�X 4 4.0.00 2 0-0100 2X4 2X4 4.0,00 _103-11-1 2X4 2 X 4 .8 4.0-00 2X4 2X4 3-2 0 117-00-06 ; 06-02-1 0,0.00 2 X 4 2 X 4 1- 2.8.00 2 :17-00-06 0.0,00 I 2X4.2 4 08-04-0 XL 12,,50................... 2 .26-03-08a i 0.0,00 2X4 2 X 4 ----------- 4 DESCRIPtION HJC26 SU26 EO 0 w 0 In NOTES Date 06/15/99 EM r • i rt S .gT ;ary. iP''�' `��; f`a'7� 14-4k°:t��'yy'"�!�'' y, t.-:�uti�•Mtl�• �• � .F�'.L .. _ - •; i Y A . v P }-•� � T+•�F y � .•t •,` Tyr _ �s .".7:?� r.a� � •� R� --�, $ - Lai a "� a �r e. �. s._ -� � •. is _ _-�.. _�� -_ r '�� - � _ a � � � . ' f { �, "'� • p�'x - 1, � .na. " •, FTM d _ y T v tom, ` ss +.,rCa{ • a� _,' � _cam; A TTENT/ON TRUSS INS- TALLER; -- CIO][ mom .!j =RE --- M� Please cal! the BMC West Truss Facility if informabon is needed relaying to trusses that have been damaged or need modi-fication. We will prov*ide you with the infoffnation needed in tie quickest manner pc�ssible. Anyone cutting, mod4ing, or repaidng a truss before notifying BMC West, and allowing us to address the problem, will be liable for all pasts related to the repair or modificativn of trusses. BMC West Is not responsible dor the cost of repairs on any truss unless the repair was nequirud due to a mistake on the pari Of BMC West and BMC West approved the repair. BMS West is cOmmifted to providing a camplefe and accurate truce package. if you believe your truss package is incomplete or impropeq fabdWed please notify the BMC West Truss Facilfty., M 0 Page 1