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Home My WebLink AboutTRUSS PAPERWORKLumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 71847 - Modine Residence Site Information: Customer Info: Paul Jacquin and Sons Lot/Block: Address: unknown City: St. Lucie County Project Name: Modine Model: Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the buildin Name: License #:ANT Address: �� City: State: p� (? {�� General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Sh�ow�Speecr�aP��`�' Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 64 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# ITruss Name I Date No. I Seal# Truss Name Date 1 IT6280099 lAl 4/29/014 118 IT6280116 JB5 4/29/014 12 IT6280100 IA2 14/29/014 119 IT6280117 IB6 14/29/014 1 13 T6280101 A3 4/29/014 20 IT6280118 IB7 14/29/014 1 14 1T6280102 IA4 I4/25/014 121 IT6280119 IB8 14l29/014 1 15 IT6280103 IA5 14/29/014 122 IT6280120 IB 14/29/014 1 16 IT-280t04 IA6 14/29/014 123 IT6280121 ID1 14/29/014 1 17 IT6280105 IA7 14/29/014 124 IT6280122 ID2 14/29/014 1 18 1T6280106 IA8 4/29l014 125 IT6280123 1D4 14/29/014 1 9 T6280107 A9 14/29/014 126 IT6280124 ID5 14/29/014 1 110 IT6280108 IA 14/29/014 127 IT6280125 ID6 14/29/014 1 Ill IT6280109 ATA 14/29/014 128 IT6280126 ID7 14/29/014 1 12 T6280110 ATB 14/29/014 129 IT6280127 D8 14/29/014 1 113 1T6280111 IATG 14/29/014 130 IT6280128 169 14/29/014 1 114 T6280112 161 14/29/014 131 IT6280129 ID 14/29/014 1 15 T6280113 B2 14/29/014 132 IT6280130 G1 14/29/014 1 16 T6280114 1B3 14/29/014 33 IT6280131 1G2 14/29/014 117 I T6280115 I B4 14/29/014 134 I T6280132 I G3 14/29/014 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANS]ITPI-1, Chapter 2. `O�PS'A . CEN3' •.9,Li 3 0 ' � '. STATE OF :��` % FL Cert. 6634 April 29,2014 Albani, Thomas 1 of 2 RE: 71847 - Modine Residence Site Information: Customer Info: Paul Jacquin and Sons Project Name: Modine Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL INo. I Seal # Truss Name I Date 35 IT6280133 I G 114/29/014 36 IT6280134 IGRA 14/29/0141 137 IT6280135 IGRB 14/29/014I 38 IT6280136 IGRC 14/29/0141 I39 IT6280137 IGRD 14/29/0141 I40 IT6280138 IGRG 14/29/014I 141 IT6280139 IJ1 14/29/014I 142 T6280140 1 J3 14/29/0141 43 T6280141 J5 14/29/014 I 144 I T6280142 I J7 14/29/0141 145 I T6280143 I JC5 14/29/0141 146 I T6280144 I JC7 141WM 41 47 I T6280145 I JS1 14/29/014 I I48 I T6280146 I JS3 14/29/0141 49 T6280147 JS5 4/29/014 50 T6280148 1 JS7 14/29/014 I 51 I T6280149 I KJ7 14/29/014 I 152 IT6280150 I KJC7 14129/014I 153 1T6280151 I KJS7 14/29/014I 54 IT6280152 I MV2 14/29/0141 155 IT6280153 MV4 14/29/0141 156 1T6280154 MV6 14/29/014I 157 IT6280155 I MVB 14/29/014I 158 IT6280156 I MV10 14/29/014I 159 IT6280157 I MV12 14/29/014I 60 I T6280158 I SGE1 14/29/0141 61 IT6280159 I V4 14/29/014 I 62 I T6280160 I V8 14/29/0141 63 I T6280161 I V12 14/29/014 I 64 I T6280162 I V16 14/29/014 2of2 Joe I toss runs ype Oty y Modine Residenm T6280099 71847 Ai SPECIAL 1 1 Job Reference (optional) ou P�eme FI. 34962 7.350 s Sep 272012 MiTek lnamnes. Inc. Nlon 40-0 Scale= 1:58.1 44 i 2x4 0 4x4 C 3x8 = 2.50 12 3x8 LOADING (Pat) TOLL 20.0 TOOL 7.0 BOLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC20107TPI2007 CSI TO OA7 BC 0.79 WB OA2 (Matrix-M) DEFL in (loc) Well Ud Ver(LL) 0.50 10-11 >725 360 Vert(TL)-1.0211-14 >352 240 Horz(TL) OA9 8 Na Na PLATES GRIP MT20 244/190 Weight: 131 m FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc pddins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling 9 direct N applied or 5-7-1 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bacing be installed during truss enaction, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1050/0-8-0 (min. 0-1-8), 8=1050/0-8-0 (min. 0-1-e) Max Horz2=224(LC 7) Max UpIA2=-740(LC 8), 8=-740(LC 8) Max Grnv2=1221(LC 2), 8=1221(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3894/1945, 3A— 3406/1617, 4-18=-3158/1552, 5-18= 3158/1552, 5-19=-3158/1552, 6-19= 3158/1552,6-7=-3406/1617,7-8=-3894/1945 BOT CHORD 2-11=-1&A13659, 1G-11=-1385/3334, 8-10= 1654r3615 WEBS 3-11=-546/409,4-11=-450/1092,5-11=-363/177,6-10=-450/1092,7-10= 558/409, 5-10=-363/177 NOTES 1) Unbalanced roof live loads have been considered for this design. 111111( 1 r��7� 2) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-_3.0psf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. II; ♦♦��, Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 .. A• q� ��j 3) Provide drainage ♦ \V` .... •' adequate to prevent water pending. 4) The solid section of the plate is required to be placed over the splice line at joint(s)11, 10. ♦� � G E N �`�`: �,� S' •' •,'92 �� 5) Plate(s) at joint(s) 11 and 10 checked for aplus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 39380%1 : : .. * •• will: � fit between the bottom chord and any other members. 8) Bearing at joint(s) 2. 8 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=740% 8=740. 10) 'Semi -rigid pitchbmaks including heels' Member end fixity model was used in the analysis and design of this truss. ',j�� .� O R \ e'• ��♦` LOAD CASE(S) Standard '�SS�ONA� �%%` F CCert.6634 April 29,2014 0 wAwmm -Verify dgiga parameters and READ N07ES ON7N7S Arm RWLUDSD MIlExREFERNNCB pAGB mff -r473 BSFOBB to& Dedgn valid for use oNy with M6ek c-onneatom This dodge isbased oNy xpon porometems ovn and! Is for an intliridud balding component. IN Applicability of dwgn porameiem and proper Veorporchon ofcomponentis resporwbrily of bolding devgner - not mass designer. Bracing shown ¢forlaterals podofindividualwebmembersoNy. Additionaltemporarybracingtoinsuresta itydu gconsiructlonBtherespn ilityofthe erector. Additonol pennaneni bracing of the is Me budig MiTek' overall slructxae reyamb011y oflhe desgner. For generai guidance regarding fabrication quality contol, storage, delivery, erectlea and braarg, corsdt ANSIJTP11 Quality Criteria, DSB-89 and BCSI Building Component Splety ter ---ran avalable from Trm Plate AtttrMe, 781 N. Lee Street Suite 312 Alexandria VA�114. by ALSO IfSauthem Mae(SP)IumberisWecfied, me design values are those ef1ecfive06 O 6904 Parke East Bbtl. Tampa, FL E.4 SN . Job Truss runs ype Mod"me Res14enos ]184] A2 SPECWL 1 1 Teesotoo Job Reference bore Scale = 1:59.1 7x8 i 5.00 F12 4x4 2.50 12 3x8 3xB ]-10-10 13-1-8 1E10-8 22-1-6 30-0-0 7-12110 52-14 ag-0 F-m1n Plate Offsets KY), 12:0-0-9 Edciel f3,0-3-0 Edgel 15:0.4-0 0-2-21 18,0-3-0 Edgel f9:0-0-9 Edo 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (kc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OA2 Vert(LL) 0.44 13-14 >820 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.8413-14 >430 240 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(TL) 0.50 9 n/a n1a BCDL 10.0 Code FBC20107TPI2007 (Matdx-M) Weight: 134lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOT CHORD REACTIONS (lb/size) 2=1050/0-8-0 (min. 0-1-8), 9=1050/0-8-0 (min. 0-1-8) Max Horz2= 258(LC 6) Max Uplih2= 740(LC 8), 9=-740(LC 8) Max Grav2=1221(LC 2), 9=1221(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3919/1848, 3-0=-3815/1869, 4-5= 3091/l470, 5-6= 2841/1415, 6-7=-3093/1470, 7-8=-3814/1869, 8-9=-3918/1848 BOT CHORD 2-14= 1576/3715, 13-14= 1581/3719, 12-13= 10532839,11-12=-1581/3625, 9-11= 1576/3619 WEBS 4-13= 901/510, 5-13= 377/973, 6-12=377/937, 7-12= 916/510 Structural wood sheathing directly applied or 3-4-2 oc pudins Rigid ceiling directly applied or 5.9-12 oc bracing. MTek recommends that Stabilizers and required cross bracing - l be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 111111 / 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80fh L=70ft; eave=8ft; Cat. 11; ♦♦♦�„ ,//�� Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ♦♦♦ ,, p PS A, .1 3) Provide adequate drainage to prevent water pending. ♦♦ � G E N *' e �i 4) The solitl section of the plate is required to be placed over the splice line at joints) 13, 12. /``r; ' �,� S� •. 9!�� 5) Plate(s) at joint(s) 13 and 12 checked for a plus or minus 3 degree rotation about its center. • �'`� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconciment with any other live loads. 393 80 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilX fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify {� capacity of beating surface. •• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=740 '0 •. ATE 9=740. am �s 10) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1j`` �•/•C,.� O R ID P �_�♦, LOAD CASE(S) Standard ,�'�Sis�O N A� E��`♦�♦ FL Cert- 6634 April 29,2014 AWdR]VArG-V-tfgd®iya Parmnetersand RSBD NOTES OMIDEM NDTNCLUDED bDTEKREPERBNCEPAG8IBT-7473 BBPOBB USE. Designvalidforus ywilh MTekconnectorslfiude3gnlsbasedoNyuponparametmshownorldbforanindividudbuldhgcomponent. Applicability of deign porameten and proper Incorporation of component Isresponvbllily of building designer -notk sdesigner.&acing shown ■ � isforlaterdsupportofhdividualwebmembersoNy. AddifiormllemporaWbaargloimurestablilyduNlgconftcfionis Bleresporwblliiyofta erector. Addilioral permanent hacvg of the overall ffiuchae is the responvbl'Ay of the balding designer. For general guidance regarding fobM1on ncaquality conhol, storage, delivery, erection and bracing, consAt ANSI/fPll Quality Crite4a, DS"9 and BCSI Bulldog Component WOW Sat Information available from Tas Plate kutihrte,781N. We Skeet BIMe 312 NevsndEa VA 22314. IfSauthem Pine (SP) lumberis specified, the design values are those effective W01/2013 by AISC 8804 Parke East BIW. Tampa,rk Eato-4i15 o Truss toss ype y y Moame Rasitlenar 6260101 71647 A3 6PECW. 3 1 Job Reference (optional) /.:i0a9JaP2/GalLMII0K1nalMnea,1IG M Apr2514:21:492014 Pagel ID_Ra69birDzlOfcjsmemTSyggkD-4vX9cx5ODKLpy4tall HnR01 BG01 Hhi59NKhOU9zMAb0 -2-00 8-8-12 15-00 213 30- 0 32-0-0 2 8-8-12 63d E34 8.8-12 2-00 Scale = 1:57.2 4x4 = 5.00 12 Lbel 12 3x8 = 3t8 Baaw Plate Offsets (XY): f2:0-0-9 Edgel f8:0-0.9 Edgel LOADING(psf) SPACING 2-0-0 CS] DEFL in (too) Vdett Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.44 10-11 >811 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(FL) -0.87 10-11 >414 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.51 8 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 128lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1050/0-8-0 (min. 0-1-8), 8=1050/0-e-0 (min. 0-1-8) Max Horz2=292(LC 7) Max Uplift2-740(LC 8), 8-740(LC 8) Max GMV2=1221(LC 2), 8=1221(LO 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-8 cc pddins. BOT CHORD Rigid ceiling directly applied or5-10-8 cc bracing, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown. TOP CHORD 2-3=3881/1834, 3-0= 3730/1846, 4-5= 2816/1312, 5-6= 2816/1312, 6-7=-3730/1846, 7-8-3881/1834 BOT CHORD 2-12= 1550l3707, 11-12-155213706, 10-11= 1552/3588, 8-10=-1550/3584 WEBS 5-11— 756/1802, 6-11-1180/659, 6-10=0/289, 4-11-1160/659, 4-12=0/289 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Exp C; E cl., GCpi=/0.18; 6MW FRS (directio al); Lumber DOL -second gust) P7. 0 pllat grip DOL=1. o3.Opsf; h=15(t; B=80fl; L=70ft; save=8ft; Cat. II; `,4PS t A! 1 3) The solid section of the plate is required to be placed over the splice line at joiru(s)11. `� ••...... 4) Plate(s) at joint(s)11 checked for a plus or minus 3 degree rotation about its center. ��0 • •� G E N S •. ••9 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will: fit between the bottom chord and any other members. * :: O 39380 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=7413; 8=740. 9) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��i,�� •'. •� p R O P ��_,�` FL Cert. 6634 April 29,2014 0WABN7NG-➢e f9desd9nparamefetsand REdD N07ESON717TSAMfNCLUDEDa07LKREFEBENCEPAGEM-7473BEFORELSE. Designvolid for use only 4M MTek connectors. lhts design isbmed only upon parametersshow and Is for an individual b dhg component. of deign parametersand proper mcorporatlon of comprebll onent is respoOy of balding designer -not Lacs designer. Bracing stlown IN k forlatwd support of bdividual web members orty. AddiMonal temporary bracing to mass sfabllMy during condruclion mma resporailoglity of the erector. Additional permaneMbrochgofMeoverdlslrucRueismeresponvbOMofMabalding deagner.For generalguidonceregarding MiTeK fabnca ton, qudlly control, storage, delivery, erection and brachlg, comult ANSI/rPll Quality Cliiteric, from Imes mo0able froTruss N Plate lne,781 N. Lee Sheet. SUMO 312, A mOrMd4 VA 22314. O.SB-89 and SCSI Building Component 6904 Parke East BNa. Itst. If Southern Pine 1SP) lumberis specified, the design values are those effective 06/01/2013 by AISC Tampa, FL 3361a4i 15 job Tu55 toss yp0 y y Mmme Residence T6280102 71847 MSPECIAL 7 1 Job Reference (optional) 201210Teklneustnes,Inc rdon Aor2814:21:W2014 a. 3x8 = z50112 5.00 12 4x4 = 3x8 Swle=1:55.5 LOADING(Part TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010fFP12007 CSI TC 0.56 BC 0.63 WB 0.92 (Matrix-M) DEFL in (too) VdeFl L/d Vert(LL) OA7 10-11 >770 360 Vert(FL)-0.8710-11 >413 240 Hoa TL) 0.50 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 125lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc pudim. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bradng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1054/0-6-0 (min. 0.1-8),8857/0-8-0 (min. 0-1-8) Max Horz2=282(1-0 7) Max Upli82=-745(LC 8), 8-583(LC 8) Max Grav2=1225(1-C 2), 8=1106(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3899/1927, 3-4— 3748/1940, 4-5=-2834/1410, 5-6=-2835/1412, 6--7= 3789/2002, 7-8= 3940/1988 BOT CHORD 2-11=-1709/3678, 10-11= 1711/3677, 9-10= 1773/3645, 8-9-1774/3647 WEBS 5-10=-836/1818,6-10=-1220/715,6-9-0/292,4-10= 1162/654,4-11=0/289 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Exp C; Encl., GCpi=01816MWFR3 (directi nal); Lumber DO�1. 0 platerip DOL=-second gust) Vasd=124mph; TCDL-4.2psf; D o3.Opsf; h=15ft; 8=80ft; L=70ft; save=BrY Cat. II; ```,�IIS 11�111q�.1 3) The solid section of the plate is required to be placed over the splice line at joint(s)10. `�% P 4411 i ........ 4) Plate(s) at joint(s) 10 checked for a plus or minus 3 degree rotation about its center. �� O Ci E N .' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will 39380 fit between the bottom chord and any other members. * 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=na) 2=74; 8d63. • _ 9) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. O •, ATE LOAD CASE(S) Standard ��< p R of list FL Cert. 6634 April 29,2014 AWARAONG-Verifydeignparmnd andREADNOTESON7EfSAAmINCLDDEDW2EKREPERENCEPAGEif3.7473BEFORBLISS. aaaa M7 Desgn valid fa use only with MTek connectors This design isboed only upon paramstemshow old is for an indNdual bWdrx; rum treat. �� Applicability of design parameters and props Incorporation of component is retpanIHY of budding designer- nottuss designer. Brocing shown is for laterd support of individual web members only. Additional temporary bracing to insure stabllBy during corsstmcton is me Terporebillity of the Additic" the b the bW ding WOWerector. pemonentbrac gof o�erali shuctwe the responvblOy of des er. ra generol guidolce regarding fabncalon quality control, storage, delNely, erection and bradng, coroult ANSI/TPII Quality Criteria, OSB-89 and Bat BuMdg Component Safety Infoanal wadable from Taus Plate htstilute, 781 N. Lee sheet, &9. 312, Aleosnc da VA 22314. It,Pine (SP)lumberissdvmified, the desi®1valuesare those eRecrive 06/01/20n by ALSO 8904 Parka East BNd. Tampa, FL 30a10-4115 Job Truss rss ype y y Modne Residence T6280103 71847 AS COMMON 1 1 Job Reference(optional) 28 4x5 = 5.00 12 Scale = 1:53.0 3X5 � 3x4 = 4x6 = 3x4 = 3x5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TP12007 CSI TC 0.39 BC 0.57 W B 0.45 (Matrix-M) REACTIONS (lb/size) 2=1108/0-8-0 (min. 0-1-8), 7=1015/0-8-0 (min.0-1-8) Max Horz2=282(LC 7) Max Uplift2= 742(LC 8), 7= 586(LC 8) Max Grav2=1247(LC 13), 7=1135(LC 14) 7 I$ DEFL in (too) Udell Ud PLATES GRIP Vert(LL) -0.35 8-10 >999 360 MT20 244/190 Vert(FL) -0.74 B-10 >484 240 Hom TL) 0.08 7 n/a n/a Weight: 131 lb FT=O BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-4-5 or. bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23--2203/1154, 34= 2100/1166, 4-5= 1977/1097, 5-6=-1984/1102, 6.7= 2220/1181 BOT CHORD 2-10= 98OM51, 10-17= 531/1318, 9-17=-531/1318, 9-18= 531/1318, 8-18=-531/1318, 7-8= 997/1977 WEBS 5-8=-342/862, 6-8---481/404,5-10= 334/858,4-10=-472/395 NOTES 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL,-3.Opsf; h=15ft; B=80ft; L=70ft; eave=Bft; Cat. 11; 11I I I I I I I I14 Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 % Ift 3) The solid section of the plate is required to be placed over the splice line at joint(s) 9. ♦♦♦��_n PS A • q� ��j 4) PlatThis truss s as be) 9 checked for a plus or minus 4 degree rotation about its cemer. ♦♦ z C E N a' 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. ♦` /`�: " S • �'. i 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide coil fit between the bottom chord and any other members, with BCDL = 10.0psf. 0 39380 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=1b) 2=74R * :• 7586. 8) "Semi -rigid pftchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard AT c� O R 1 O P: ��0•` 111111111111110 FL Cert. 6634 April 29,2014 Q WARWRG- Verify design parmn and RE NOTES OMMISANm 111CLUDED ba7EKREFRRENCBPAGEXU.7473 BEFORE U&S. Deagn valid for use oNy with M,lek connectors. Pis dedgn is based only upon parameters shown and It for an individual b0d'i g component. Applicability of design parameters and proper incorporation of com parent is responablity of binding designer -not buss deigner. Bracing shown is for lateral wppod of individual web members oNy. Additional temporary bracing to inane dabYity Caring coretrudbn Lsthe re;aonabllity of the erector. Additional pernorenibacing ofthe overall shuc4ae lathe resporwblity ofthe balding designer. For general guidance regarding Mew fabn.cr on, quality control, storage, delivery, erection a bacbg. conadt ANSI/rPll Quality Criteria, D5B.89 and BCM Bunding Component Briery Infoana5oa walable from T a Plate hditute, 781 N. Lee Sheet Sdte 31Z Alexarxlda. VA 22314. 6904 Parka East BW. iF6ouMo. Pine (5P) lumber is specffied, the design values are those eNective 06/01/20131 by AlSC Tampa, FL 33810<715 Job I rugs cuss ype y ly Modme Residence ]164] Ae MONO HIP 1 1 6280104 Job Reference (optional) 2-0-0 7.350 s Sep 272012 MITek mdustmes,Inc. Mon Apr as 14:21:512014 Pagel cjsmemTl9yggkD-0Hfv1 d7elxbXCOl zsSJFXR6V Enb9gKSreAVZ2zMAb_ 6.12 1 29-7-8 Scale = 1:54.1 4x5 i 3x4 = 6x6 = 5.00 12 4 5 15 6 3xs = 2Kd II Us = axg = 3x5 = 3xs II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Inv YES Code FBC2010/rP12007 CSI TO 0.37 BC 0.38 WB 0.59 (Matrix-M) DEFL in V.rt(LL) 0.13 Vert(FL) -0.26 Horz(rL) 0.06 (loc) Well Ud 9-11 >999 360 9-11 >999 240 7 Na Na PLATES GRIP MT20 2441190 Weight: 1650) FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-8-12 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-0 cc bracing. WEBS 1 Row at midpt 6-7, 3-9, 6-e MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=1072/0-3-8 (min. 0-1-e), 2=1074/0-8-0 (min.0-1-8) Max Horz2=417(LC 8) Max Uplift7= 606(LC 8), 2= 701(LC 8) Max Grav7=1162(LC 13), 2=1280(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-2210/1001, 3-0=-14607716, 4-5= 13107723, 5-15-980/531, 6-15= 980/531, 6-7= 1039/622 BOT CHORD 2-11= 1163/2062, 10.11=-1166/2054, 9-10=-11662054, 9-16=-531/980, 8-16=-531/980 WEBS 3-11-01306, 3-9= 824/487, 4-9=0/285, 5-9= 264/453, 5-8=-715/541, 6-6= 720/1325 NOTES 1111111111, 1) Unbalanced roof live loads have been considered for this design. 1_1^ S A, 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL.1.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=aft; Cat. 11: �� \V,P• ....... Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `��.••\�', E N 3) Provide adequate drainage to prevent water ponding. \, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 3 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt. * fit between the bottom chord and any other members, with BCDL=10.0psr. 6) Provide mechanical connection (b others) of truss to bearin fat abl f ith t d 00 lb y g p a cap e o w s an di 1 uplift at jolMIS) except (It=b) 7=60, 2=701. 7) "Semi -rigid pftchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. - ti ATE LOAD CASE(S) Standard � 0 R 0),'?, `• aunnull FL Cert. 6634 April 29,2014 Q WARAWG-V-X&do.g paamn .and READIV07ESON7EISAAEDINCLUDEDOB7EKREPP,RENCEPAGBbB1.7473 BEFORE1758. Devgnvalitlfolu ONywtm MTekcormectom Rug design isbasetl o yupon parametemahown arxJ Ls foranindMdualbuldvgcomponent. Applicability of desgn Peametem and proper ncolporation of component isresporeb�ity of bolding designer -not t" rt• tleSgner. O'acing shown is for Lateral support of old 0met web members only. Adtlit*- temporary brachg to irwue stobliry tlotng conshuclion k the responvb0lily of the erector. Addiroot permanent Ga..goflhe overall shucMeisihe responvbidy of the bolding designer. For general glitlance regarding MITek• fobric.1— quality control, steage, tlelMery, erection orld bating, connit pNSIRPII Oualiy Criteria, 0.5&6y antl BCgI Bu9ding Component Safely to, _.,on wadobl. from Tnus Plot. trssliNto 781 N. Lee Sheet Stile 312 AlexeWn4 VA 22314. 6904 Palle East Btud. If Saurhem Pine (Sp) lumber isco.Mietl, Me dPsgn valuesarethose effective OS/O1J2013 by ALSC Tampa, FL 33610.4115 Job I russ russ ype in. Residence ]164] A] MONO HIP 1 1 T6280105 Job Reference bona 2012 Mi 4x6 i 5.00 52 3x4 = 16 Scale = 1:54.9 5x6= 3c5 % 21ci 11 2x6 = are = 3x4 = 3x6 11 Plate Offsets (X Y): 12:0-3-0 0-1-81 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) War Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.13 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.38 10-12 >934 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 HOR(TL) 0.06 8 Na Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 171 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-6-13 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 1 Row at midpt 7-8, 3-10, 7-9 Mifek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1073/0-3-6 (min. 0-1-8), 2=1072/UB-0 (min. 0-1-e) Max Horz2=462(LC 8) Max Uplitt8= 617(LC 8), 2=-691(LC 8) Max Gmv8=1183(LC 13), 2=1288(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2207/971, 3-4= 1298/581, 4-5=-1216/607, 5-Fr=-1151/633, 6-16=-781/422, 7-16= 781/422, 7-8= 1072/630 BOT CHORD 2-12= 1177/2072, 11-12= 1177/2072,10-11= 117712072, 10.17= 422(781, 9-17= 422/781 WEBS 3-12=0/355, 3-10= 999/586, 6-10= 337/589, 6-9= 773/556, 7-9=-665/1228 NOTES 1) Unbalanced roof live loads have been considered for this design. ��`, S A 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL 1.2psf; BCDL=3.Opsf; h=15tt; B�Ott; L=70ft; eave--Sft; Cat. II; �� P`•,...:, A�e Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 `�%,j,0,.•�G E N S •,• -9 3) Provide adequate drainage to prevent water ponding. ,• V 7i 4) This truss has been designed fora 10.0 par bottom chord live load nonconcurrem with any other live loads. 5) • This truss has been designed for a live load of 20.Opsr on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiles *, O 3938 fit between the bottom chord and any other members, with BCDL= I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (t=1b) 8=61Z 2=691. : frr 7) "Semi -rigid pitchbreaks including heels" Member end fatty model was used in the analysis and design of this truss. i , LOAD CASE(S) Standard a ATE c40R\OP:�_�: All- �`% FL Cert. 6634 April 29,2014 ®WdRNTNO-Va fly designparmndersandR N01ESOJVMS6 INCLUDEDMMKREFRRBWBpAaEMU-74TdBEFOREUS& Devgn valid for ody with MSek connectors. Trio design is based ody LPon parametershowrt and u foran individual butdmg component. AAWicadlity of deign parameters and proper ocoeporallon of componentis responvb�ily of bwlding tledgno' - no}tust tl�gner. &sang shown is for laterd a4sport of Mividuol web members orily. AddiAorml temporary bracing to inwrestob�iry d Wng conshucfion Is the respon4b01ity of the erector. AddiAonalpermarrenibocmgoflheoverdlshucTaelslherespawl�dMofiheb,Ndvgdesigner.Forgeneralgwdanceregarding fabrication, qudily control, storage, delivery, erection and bacmg. corwAt AN517fP11 6uality Criteria, DSB-89 and eC518W ring Component MiTek' Safety lofonnalion _ 'able from Tnas Flats Iretilule, 781 N. Lee Street Stite 312 Ale.ardo. VA 71314. IfSov0 pine 1Sp}lumberizspec 1.1, the design values are tlsoze effective O6/Ol/2033 by ALSC 6904 peike East BNd. Temps, FL 33610-4115 cuss russ ype y Modne Residence T6280106 71e47 As MONO HIP 1 1 Job Reference tiora 7.350 4x4 i 5.00 12 uslnes, Ina Mon Apr2e 14:21:52 M14 Page 1 IWFjOpYb90AgU3eehXe32u77b3lv24UzMA —I 29 5012 -� Scale = 1:56.3 3x4 = 21r3 11 7 16 8 3x5 = 3x4 = 3x6 = 3x8 = 6x8 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010frP12007 CSI TO 0.51 BC 0.62 WB 0.63 (Matrix-M) DEFL in Vert(LL) -0.32 Vert(rL) -0.62 Hoa(TL) 0.06 (loc) Wall Ud 9-10 >999 360 9-10 >570 240 9 n/a Na PLATES GRIP MT20 244/190 Weight: 1721b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-6-11 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-5-2 oc bracing. WEBS 1 Row at midpt 8-9. 5-10. 7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=110310-3-8 (min. 0-1-8),2=1120/0-8-0 (min.0-1-9) Max Hoiz2=507(LC 8) Max UpIM9= 632(LC 8), 2--675(LC 8) Max Gmv9=1238(LC 13), 2=1343(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-2494/1037, 3-4= 2234/908, 4-5=2158/921, 5-6=-1197/520, 6-7= 1069/527 BOT CHORD 2-12= 1309/2372, 12-17=-910/1667, 17-18=-910/1667, 11-18= 910/1667, 10-11= 910/1667,10-19=-342/617,19-20=-342/617, 9-20= 342/617 WEBS 3-12=-412/355, 5-12= 235/664, 5-10= 826/526,7-10=-359/877,7-9=1168/661 NOTES 1111111111 /, 1) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph; TCDL 1.2psf; BCDL=3.Opsf; h=15ff; B--80h; L=70ft; save=6f ; Cat. II; ,��1S A Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOl`7.60 plate grip DOL=1.60 �� p` „ � 2) Provide adequate drainage to prevent water ponding. ��` O •' G E N 3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. ��,`?: -\ `S 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit-: fit between 3938 between the bottom chord and aother members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=b) 9�i39r 2=675. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 April 29,2014 QWARNING-Vcrftdesignparx en and READ NOTESOM]MSA INCLUDEDMT7EKC ERENCEPAGEM-74MBEFORErISE. Oed nvolldfogoNy with Mdek correctors Rils design is hosed oNy rQon parametan vx`w and broran intlivitluot bruldirlg component. Appl catilily of tledgn parametersand proper Incorporation of component nresparxvbJBy of building designer- rwitruss tleslgner. &acing shown of clue bfor loterol support o1lrWividuol web members oNy. AtldMonal temporary brac'ug to Inuae stabdlN during corehuction IStt1e respamSxdlity of the erector. Additional permanenthactrw of the overall shuon respot iry of the builtling designer. For General grudance regarding fobdcatlon quotlty control, storage, tle Nery, erection arW txoonxt corwlt ANSI/rPll Ouot iv Criteria, OS&Aa and BC51 Buidmg Component SaleN Inlormation wadable him buss Plate M1iMe. 781 N. Lee Sheet Ante 312 Mexondrl¢ VA 22314. If Soutlre. Pine(Sp) I iaeIrisspeod modes values are those eRective O6/Ol/2013 by ALSO 6W4 Pa" 6904 Parka Eest BN4. Tampa, FL 338104115 job I ruse russ ype ay Ply Wane Residence T628010] 71847 As MONO HIP 1 1 I Jab Reference o bona ^" 7,350a5ep272012M11eKInd04rle5,ina Mm Apr2a14:21:532014 Peget ID:_Ra69birDzi0fcjsmemTl9yggkD-ygmfSlevGYrFRhAL_tLjcsBnRi PgdcxllylbcwzMAay -2-00 8-7-13 14-7-15 21-6-0 29-7-8 2-00 8-7-13 60.2 e-10-2 8-1-8 Scale= 1:59.9 4x6 i 5,0052 3x6 i 3x4 = Us = axis II 3x8 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 - BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Inaease 1.25 Rep Stress Ina YES Code FBC2010/rP12007 CSI TC 0.82 BC 0.60 WE 0.45 (Matrix-M) DEFL in Vert(LL) -0.30 Ved(TL) -0.65 Hona(TL) 0.06 (loc) Udell Ud 0-11 >999 360 9-11 >548 240 8 Na Na PLATES GRIP MT20 244/190 Weight: 167 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-6-0 oc pddins, except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or B-9-1 oc bracing. WEBS 1 Row at midpt 7-8, 5-9, 6-9, 7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1113/0.3-8 (min. 0.1-8), 2=1115/0-8-0 (min. 0.1-9) Max Hoa2=551(LC 8) Max Upl'rft8=-641(LC 8), 2=-667(LC 8) Max GraVE=1271(LC 13), 2=1346(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2290/883, 34=-2091/829, 4-5=-1998/847, 58=-958/401, 6-15= 850/431, 7-15=-850/431, 7-8=-1130/655 BOT CHORD 2-11=-1179/2195, 11-16=-843/1543, 10-16= 843/1543, 10-17= 843/1543, 9-17=-843/1543 WEBS 3-11=-413f353,5-11= 281/765,5-9=-922/544,7-9= 644/1274 NOTES 1) Unbalanced roof live loads have been considered for this design. \11111111/111 \\_\t� .. A. 1Iq�e 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCO,4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. It; \`r`PS• `\\\ ' Exp C; Encl.,GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water � O •. • G E Ns •. .9 prevent ponding. �''�I 4) The solid section of the plate is required to be placed over the splice line at joint(s)10. • 39380 ^ 5) Plate(s) at joint(s) 10 checked fora plus or minus degree rotation about its center. 0 ` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members, with BCDL= IO.Opsf. _ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8-64G ' ATE :• ` 2=667. 9) Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. ��.(x'• '�� Q Q` ; \_�� LOAD CASE(S) Standard FL Cert. 6634 April 29,2014 ®WARNWG -V-V9 deign palmnefers and REBD N07ES ONTRISARD INCLUDED NI=REFBWME FAGEMI-74Td BEFORE USE. Design valid for use oNy wlfh MTek connectors. This deign Is based aly upon parametemdnown, and is foran Individualbuadhg component. Applicability of design parameters and proper hcoiparrion of component Is mspor 4Zylty of Wid'i g designer - not truss deigner. Bracing ilou n bfarlwerdsuppWofhdividualwebmembemoNy.AddMonaltemporary bracingtolrwoestabatiydtrArsgcoreinrcfionutheresporwbalityofthe erector. Additional permanent bracing of The overall stmchae B the respo slily of The Wading designer. ForgenemlgUrionceregardhg fabncotion quality control, storage, delivery, erection and bracang, caedt ANSIRPII Quality Criteria, Wit-89 and BCSI Building Compmenl MTek' Safety Information avodable from Truss Plate hsstit de. 781 N. Lee Sheet, Site 312 Alexandra VA 22314. If SouDrem Pine (SPI lumberisspecified, the design valuesar , thane effective 06/01/2013 by ALSG 6904 Palle East Blvd. Tampa, FL 3 ant 15 russ un rs ype y Motlhe Basiaenoa [Jm 1847 A BPECIAL 1 1 Te2solo8 Job Reference (optional) 2.8-11 6-0 6-0-0 Scale= 1:58.1 4x5 i 3x8 = 4x5 cnnF,7 " 19 a 20 3x8 = 2.50 12 3x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC20101rP12007 CSI TC 0.44 BC 0.68 W B 0.65 (Matrix-M) DEFL in (foe) Vdefl Vd Vert(LL) 0.56 11 >646 360 Vert(TL) -1.00 11-12 >359 240 Hoa(TL) 0.53 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 133 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-4-6 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1050/0-8-0 (min. 0-1-8), 6=1050/0.8-0 (min. 0-1-8) Max: Horz2=-190(LC 6) Max Uplitt2=740(LC 8), 8=-740(LC 8) Max Gmv2=1221(LC 2), 8=1221(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3934/1942, 3-4= 3662/1772, 4-19=-3440/1701, 5-19=-3440/1701, 5-20= 3440/1701, 6-20=-3440/1701, 6-7= 3662/1772,7-8=-3934/1942 BOT CHORD 2-12= 1657/3641, 11-12=-1822/4128, 10-11= 1822/4128, B-10= 1657/3641 WEBS 3-12= 294/227,4-12=-47771146,5-12=885/416,5-10=-885/416, 6-10=-477/1146, 7-10= 305/227 NOTES 1) Unbalanced roof live loads have been considered for this design. 1111111 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage `%% adequate to prevent water ponding. 4) The �� O�•' G E N' solid section of the plate is required to be placed over the splice line at joird(s)12, 10. 5) Plate(s) at joint(s) 12 and 10 checked for a plus or minus 3 degree rotation about its center. • h�1 6) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3 938 0 7)' This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * ;• fit between the bottom chord and any other members. 8)Bearing at joint(s)2, 8 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify Xx z capacity of bearing surface. : �(U` 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (It=lb) 2=740% 8=740. 10) 'Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. ,�j��`'A,� O R \ ) N_;� '�SS�ONA� `% LOAD CASE(S)Standard FL Cert. 6 34 April 29,2014 QWBRAGNC:-9e7iFyd=iynparmnctnsand RFA jv() S ONMS68m fit UDRDMI]EKREFp,RBR(;BPBGEMI-747a EEPORBrAS& DesiggnvafdforuseonlywahMTekcomeciorslltiadeignlsbasedonryWonporameiersshowrtandbforanintlfvlduolbudtlingcomponent. ApplicaLVliN of deign parameters and proper Incorporation of componentkresponvb�ity of bu,d gtleigner-no}lnut designer. &acing shown El'ote'd a- is sWpod of mtlividual web members ortly. Adtlilional temporary bating to irwue dabJHy tlumlg corehucnon tsthe respontibJlity o(the erector. AdditlonN permanent bracing of The overall shuchae isthe respore'bolryor ine bultlisg deigner.For general grtidorsce regartlesg MiTek° fabricotlort quality control, storage, delivery, erection and brackg. congtlt ANSIRPII 9udity Qiteaa, Safety Inlormalion avo�able from T_ Plate kniBrde, 781 N. Lee Street Site 312 AJexantld. VA 222233104� D56-B9 and 8C81 au9dmg Component 6904 Parke East Blvd. rk . If 6oufhe.M..(SP}lumherisspecified, the tlesign srafues arethose eDec[ive O6 D b1'A1SC Tampa, 33610-41 Job I russ rusS ype y y Modime Readenoe T628010e 71847 ATA HIP / 1 Job Referenceo liana ". . .^ I" .... 1.UaQS5eP2/2U12MIIeKmauamles,NC M1fOAa2014:21:542014 Paget ID:_Ra%birDzlOfcismemTl9yggkD-RsK21e9X1 sz6&DO(bsy83k3E RoHM?YL Xc099MzMAex -2-0-0 8-9-2 15-0-0 21-0-12 2]-7-12 33-6-0 8 2-0-0 8-9-2 6-2-13 6.4-12 Scale: 3r16'=1' 4x5 c 3x4 II 5.00 12 3x4 = as = 3xe = 3x6 = 1• o r4 11 3x5 W II 3, 3x8 = 3x4 = 2x3 Il 6x8 = 3K6 = LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.37 Veri(LL) 0.14 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC OA5 Vert(TL) -0.2817-20 >999 240 BOLL 0.0 • Rep Stress Ina YES WB 0.75 Horz(TL) -0.09 2 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 1950) FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=124510-8-0 (min. 0-1-12), 11=1233/Mechanical BRACING TOP CHORD BOTCHORD WEBS Structural wood sheathing directly applied or4-2-10 oc pudins, except end vedicals. Rigid ceiling directly applied or7-7-12 oc bracing. 1 Row at midpt 6-15, 8-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Harz 11=397(LC 8) Max Uplift2=-797(LC 8), 11=.684(LC 8) Max Grav2=1460(LC 13), 11=1316(LC 13) FORCES (lb) - Max. CompJMaz. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23-2580/1194, 3-4= 2457/1207, 4-5=-1941/981, 5-21=-1762/958, 6-21=-1762/958, 6-7= 16911903, 7-8=-1691/903 BOT CHORD 2-17=-9252276, 16-17= 925/2276, 15-16= 925P2276, 15-22= 497/1581, 14-22= 497/1581, 13-14= 226/1126,13-23= 226/1126,12-23=-226/1126,12-24= 226/1126, 11-24= 226/1126 WEBS 4-17=0/293,4.15=736/434,5-15=125/434,6-14=-019/352,8-14=-45/793,8-12=0/303, %jillI 1/it 8-11-1583/811 ♦♦♦♦`_`t�PS A. I - �e NOTES 1) Unbalanced roof live loads have been considered for this design. `♦\`r` ........ •• ...........�e \ G E N S+• --9A ,-� 2) Wind: ASCE 7-10: Vuit=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fi; B=80ftt L=70fg eave=8fh Cat. Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber D0L--1.60 plate grip DOL=1.60 `��,Z. 11 1--- O 39380 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil; •• fit between the bottom chord and any other members, with BCDL=10.Opsf. ATE 6)Refer to girder($) for truss to truss connections. �o.. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=" 797, o .(x • A` 11=684. i��I$'*"Z O, 8) 'Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. O R 3�♦♦` i s ♦♦ ��4S��NA' LOAD CASE(S) Standard �,`♦ FL Cert. 6634 April 29,2014 Q WARNING-➢eri deslga patnam .amd RBAD NOMS ONIEISANO INCLU0H0 N1y1.ICRBFERP.NCEPAGE 1111-7473 BEFORE U56. Deygnvalld for use oNy with MTek corroctom l desgn mbased only upon pammetersshov orW is for an lmlMdual bu0ding component. IIIttt Applicability of design parameters arxf proper incorporation of component isresporwbSly of buadilg designer - not ft ¢ deagrler. 2racirg shown oNy. Adtlidonal temporary bracifg to lrwae stabJAy dtailg comtsucfion Ls the respomblllity of the b falatera supped of iltlividual web mrmanent he WOW k. ggembers Verall �e clion a &aclmg. CaaA1 ANSVIPII Ouafly Cried.. dhg SB49For ageneral fabricati n.quality cdMond o trol, storage, delIve,. a eof C l Budding Component Safety I.1.ma... avoloble from Truss Plate Vcfitute, 781 N. Lee Sleet Stile 312 Alexondda, VA 22314 g It Southern Pine (SP) lumber is specified, the dmign values are those effective 06/01/2013 by AI50 6904 PayKe Ean Bbd. Tampa, FL 33610.4115 Job Truss ss ruyea Cry ply Mod'na Raai4anoe Tszeolto 71847 ATB HIP 1 1 1 Job Reference (optional) 7x8 G 5.00 I2 2814:21:54 M14 Page 1 7DRmsMOjuxc099MzMA 34 T 2ba Scale =1:63.0 7xe 11 0 1J - 11 -' 10 9 3x5 W II 4x6 - 3x4 = 3x6 = 3x10 = 3x5 = Set 11 e-6-0 17-0-0 24-3-0 31.E-0 340H H 60 A 2n Plate Offsets IX Y): (2:0-3-0 0-1-8t (5,0-0-0 0-2-2t A•0-4-0 0-2-21 LOADING(psQ SPACING 2-0.0 CSI DEFL in (roc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Ved(LL) 0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Ved(rL) -0.42 13-15 >964 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) -0.09 2 Na n/a BCDL 10.0 Code FBC2010frP12007 (Matrbr-M) Weight: 203 to FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 2=1304/0-8-0 (min. 0-1-11),9=1368/Mechanical Max Horz 9=397(LC 8) Max UPIitt2=-833(LC 8), 9=-780(LC 8) Max Grav2=1449(LC 2), 9=1420(LC 2) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2734/1341, 3-4=-1893/970, 4-5=-1798/995, 5-19- 14B0/874, 19-20=-1480/874, 6-20-1480674, 6-21=-1480/874, 21-22-1480/874, 7-22=-1480/874, 7-8-546/308, 8-9-1415/776 BOT CHORD 2-15=-10592454,14-15=-10592454, 13-14-10592454, 13-23- 545/1668, 12-23=-545/1668 11-12=545/1668 11-24=0/543 1G-24-0/543 9-10=-154/394 Structural wood sheathing directly applied or4-1-4 oc puffins, except end verticals. Rigid ceiling directly applied or 7-1-12 oc bracing. 1 Row at midpl 3-13, 5-11, 7-11, 7-10, 8-9 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 7-11- 420, 7- 0798/110-1065 671, 8-10=-684/1277 339/170, 6-11= 685/487, \\\\_\^,PS r AI I!q �1�,, \\\ �\V, • •...... �e �ii NOTES \\ ,2, .•'fit; E N g'•. q �� 1) Unbalanced roof live loads have been considered for this design. : %• �" F -' �j-i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsF IK15ft; B=80ft; L=70ft; eave=8d; Cat. I(L 39380 Fxp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 # 3) Provide adequate drainage to prevent waterponding. _ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide W I; •f� = fit between the bottom chord and any other members, with BCDL= I O.Opsf. . - ATE 6)Refer to girders) for truss to tmss connections. 0••. 7) 9=780e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Isuplid at joint(s) except @=1b) 2=S3% i�,��' • ( Q R 8) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. Isis/ • • • • • • \ \\\ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �/11)� 11 A11 11 \�\ LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 FL Cert. 6634 April 29,2014 0 WARNING-VaHfg design P—aut ra and READ NOTES ON ME AND INCLUDED AU7EKNEPERENCE PAGE m-7473 BEFORE USE Dellggcaldn valid for use only with Walk connectors, lhlbossed! s design boed ara only upon pmeteisdawn, and leforan individud bW dhg component. Applllity of design paramefersand Proper 4scorporalbn of component rs responvbbuilding 08y of bding daslnner - not 1" ce doolgner. gracing Mown b for lateral support of hdividual web members only. Additional temporary bracing to Insure stmelfy during construction is the responvbllity of the erector. Addilonal peananeM bracing of Ole Overall shuchae bihe respansiil of the buldng designer. For general gddence regardhg WOW fabrication, quolgy control, storage, delivery, erection and bracing. cormlt ANSIRPII Quality Criteria, D5B-89 and BCSI Building Ccryu r onl Set ery Information avolooletrom Truss Platehatitute.781N.Lea Stet,3We312Alexardfla VA214. 6904 Palle East BNd. EastBW. 452them Pine (SP)lumberls specified, Me design vatuesare those effective 06 01 2013 by AlSC Tampark. o toss rW5 ype ry Mmme Reaidmoe T6280110 ]1847 ATB RIP 1 1 Job Reference o tonal o,•r,e,w ri. o.eo� 7.350aSep272012MITeklnd.=.,lnc. Mon Apr2814:21:542014 Pa9e2 ID_Ra69birDzlOfc)smemTl9yggkD-RsK2fe9X1 sz63rDMsy83k7DRmsMOluXcOg9fvlzMAax LOAD CASE(S) Standard Uniform Loads (pIF) Vert: 1-5— 44, 5-20=-44, 20.21=-87(F=-43), 7-21=-04, 7-8--44,13-16=-20, 13-23=-50, 23-24= 20, 10-24=-50, 9-10=-20 AWARWMG-Verifydesignparmnd.andRE N07WONINISANDINCLUDEDMTWREPERENCEPAGEAUI-7473BEFOREUSN, Deignvalid for useoNy win MTekconnectors.➢h design Isbmed a* uponpeametersshow and isforanIndHlduol building component. ApplicatiliNofdedgnparametersand Proper hcoiporadon ofcore onenllsresponvbOBy ofbuddng designer- mthuss designer. Bracing shown bforlateral supportof hdividual web members oNy. AcidBionaltemporaryb oNto InvaestabBByduhgcornhuctmistheresporLlbYliiyoffhe erector. Addmond permanent bracing Of Me Overall shuclue b file responvbeity of me buddhg designer. For general gudmce regarding WOW fabdcation quNBy control, storage, de hrery, erection and bracing. COrWt ANSIRPI7 6uatity Qlteda. DSB.89 and BCSI BuOdmg COmpment Safety Intmmation wovoble from Tnm Plate hsdtule, 781 N. Lee sheet Sute 312 Alexandda VA 22314. 6904 Padre EeA Btud. If SOUMem Pine (SP) lumber is specified, the design values are these effective 06/01/2013 by ALSO Tampa, FL 336t o-di16 Job russ rues ype QlY Modme ResidWce T6280111 71M7 ATG COMMON 3 JPY 1 Job Reference (optional) =+n..==...., /.850a56P212012MIIeKInd1WMs,lO¢ MWApr201421:552014 Pagel I D:_Ra69birDzlOfcjsmemTlgyggkD.v2u0t_A9oA5zg?Kk5lOBhHGG Er745aU2mGeihpzMAaw -200 5d8 9-0-0 12-5-8 1800 20.00 200 5-6.8 3.5-8 33-0 508 2-0-0 4x4 = 3x5 = Scale - 1:36.5 �g LOADING(pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC201O/TPI2007 CSI TC 0.22 BC 0A1 WB 0.19 (Matra-M) DEFL in Vert(LL) -0.07 Ved(TL) -0.21 Horz(TL) 0.03 (loc) Well L/d 9.15 >999 360 9.15 >999 240 6 n1a Na PLATES GRIP MT20 244/190 Weight: 80lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS ZO SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=660/0-e-0 (min. 0-1-e), 6=828/0.8-0 (min.0-1-8) Max Horz2= 156(LC 6) Max Uplift2=-513(LC 8). 6=-602(LC 8) Max Gmv2=793(LC 2), 6=961(LC 2) FORCES (b) - Max. CompJMax. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 2-3= 1157/640, 3-4=-902/502, 4-5=-907/505, 5-16=-1137/666, 6-16=-1399/685 BOT CHORD 2-9=442/1200, 8-9=-078/1089, 6-8= 478/1590 WEBS 4-9= 247/509, 5-9=-422/302, 3-9=-334/260 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCOL=4.2psf; BCDLL0psf; h=15R; B=8Gtt; L=70f ; eave=loft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber D01--1.60 plate grip DOI^7.60 `T\ttiT f I I III,, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4)' This truss has been designed for live ,r,�_p pS A. • �e ��j a load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �%� 0\V` • •' fit between the bottom chord and any other members. •'•\GENS'•.•y �% 5 Provide mechanical connection b others of truss to bearin late : • V' E-' (byothers) bearingplate capable of withstanding 100 b uplift at joints) except (n=1b) 2=513, 6=602. 6)'Semi-rigid pitchbreaks including heels' Member end futiry model was used in the analysis and design of this truss. 0 39380� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). — — LOADCASE(S)Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 :. ATE r �/ •' Uniform Loads (plf) Vert: 1-4= 44, 4-1z=-04, 6-16=-87(F=-43), 6-7=-44, 10-13= 20 i 0 ��I �'0�F` 0 R 1 O ' ��. �'o N Ajo '81111 FL Cert. 6634 April 29,2014 0 WARNING -Verify deign Parmnetesa and READ N07ES ON7E7S A INCLUDED DUIEKREPEP M BPAGEAM-7473 EPsPORE USE. Desiggn vailtl for use M6ek Rua design Ltbasetl oNy wdtl connectors oNy upon parametenshown and to for an indNitlual bustling component. Applcodllty of tle4gn parameters oral proper incoryoralbn o(componenf is responvbllity of budtling dedgner-not truss tledgner. &atlng shown E, k foNWeral support of individual web members oNy. Additional temporary bracing to lnvue stabOHy during wnshucuon isihe respon4btllily of the erector. Adtllfiorwl pertnaneMGachg of the overdl strucAne Lathe re;>a-avUlily of the bottling designer. For general grutlance regard'ng M faGioollart quoliry control, storage, tlelivery, erection ontl brarmg, con¢dt ANSIRPII Auality Qiteda, OSB-69 and BC61 BUYding Component Salary Informa8on waiaWe firm Trtns Plate hutitNe, 781 N. Lee Street Sttite 312 Alaxan04¢ VA 22314. 69N Palke Ea5 3W. if Sauthem Pme (SP) lumbefisspecifietl, Ne design values are Nose eRective O6/Ol/2013 by AISC Tampa, FL 336104115 job ruse rues ype ely Modhe Residence 62a0112 ]1847 B1 MONO HIP Jury 1 1 Job Reference (optional) ro„-efoo R. 34982 7.350 a Sep 272012 Wei, lnducme% Inc. Mon Apr 2914:21:562014 Page1 ID_Ra6gblfDziOfcjsmemTlgyggkD.NFSo4KBnZTDglgvwfOvOEUpNvFOcgt4B vIGDFzMAev -2-0-0 6.10-3 71d)-0 1]-37 23-44 29-]-8 2-0-0 6-10.3 4-1-03 631 6-1-5 63-1 4x4 17 f8 ael = 3x6 = 3xd = Scale =1:54.8 5x6 = 3x6 = ad = 3x6 3x4 = 3x5 = 3x6 11 Plate Offsets fX Yl: 12:0.1-2 Edael LOADING(psf) SPACING 2-0-0 CS] DEFL in (lox) I/defl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OA8 Ved(LL) -0.21 13-16 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(rL) -0.55 13-16 >640 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) 0.06 9 Na n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 158 lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (b/size) 9=929/0-3-8 (min. 0-1-8), 2=1048/0-8-0 (min. 0-1-8) Max Hom2=317(LC 8) Max Uplift9=-590(LC 8), 2=-718(LC 8) Max Grav9=1075(1-0 2), 2=1220(LC 13) FORCES (b) - Max. Comp./Ma i. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 2-3=-2092/1110, 3-4=-1781/943, 4-17=-1610/912,17-18= 1610/912, 5-18=-1610/912, 5-6=-1691/956, 6-7= 1691/956, 7-19= 1175/648, 8-19=-1175/648, 8-9=1020/603 BOT CHORD 2-13=-1174/1881, 12-13=-956/1691, 11-12=-956/1691, 10-11=-648/1175 WEBS 3-13=-393/316,4-13=-147/432,5-11=-291/261,7-11= 386/647, 7-10= 741/528, 8-10=-800/1451 Structural wood sheathing directly applied or 4-10-9 oc pudins, except and verticals. Rigid ceiling directly applied or 6-9-6 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.Opsf; h=1Sit; B=808; L=70ft; eave=8ft; Cat. II; ��p,PS 1 7 A. Exp C; Encl., GCp'I-0.18; MWFRS (directional); Lumber D0L--1.60 plate grip D0L--1.60 �,, �\v` . • 2) Provide adequate drainage to prevent water ponding. �� .2. \G E N S' •'•.'9 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. �' __-• �� 4)' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wile O 3938 0 fit between the bottom chord and any other members. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift at joint(s) except 0=1b) 9=59o- 2=718. : (� 6) *Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ATE LOAD CASE(S) StandardAl 10 Rit FL Cert. 6634 April 29,2014 AWARNING - Perifg desfgn Pa a nelen and READ N07ES Ohr=!SAND INCLUDED WTEERBPRRPACBPAGBlm17473 BEFORE USE.. Design valid for use oNy with M6ek connectors. Dfe dedgnb based oNy upon perametersshoymy and is foren dfdt4dud balding component. Applicability of dozign porametem and proper hcorporalion otcomponeM is resoplafly of binding desgner- not inns designer. Bracing s o. isforloterdsuppodofh ivUualwebmembersoNy.Addiflormltemporary bracing to Inure stabMtV during oorstruclion is the reeporebhlity, ofthe Hit erector.AddifiorwlpennanenibracingoflheoverdidAuVeislheresponsSigMofthebwldhgdeslgner.Forgenerolvdonceregordhlg fabrication qudlty contra, storage, delivery, erection and bracing. conedt ANSIRPII Quality Criteria, DSB-BP and BC51 guiding component MiTek' MTampInformation available from Two Plate EUMute. 781 N. Lee street Site 312 Alexandra. VA 22314. hem Pine (SP) lub mer is spth ecified, e design values are thoseefrective 06101/2013 EVALSC 6904 Poke East Blvd. a, FL a361adtt5 Job rUee ruse ype ty Mod'me Residence T6260113 71847 B2 MONO HIP 1 1 Job Reference (optional Truss Ina, Fort P,erce 5.00 12 54-3 4x5 i 3x4 = Us = Inc. Mon Scale - 1:64.8 Sx6 = 3x5 5� and 11 3X8 = 3x6 = ac5 = 3x6 II Plate Offsets IX Y): r2:0.3-0 0-1-81 f/'0-3-0 Edael LOADING(:s[l SPACING 2-0-0 CSI DEFL in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.13 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 125 BC 0.41 Vert(IL) -0.27 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(rQ 0.06 9 Na Na BCDL 10.0 Code FBC2010/rPI2007 (Matrix-M) Weight: 158 lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 9=1050/0-3-8 (min. 0-1-8), 2=1073/0-8-0 (min. 0-1-8) Max Horz2=361(LC 8) Max Uplift9= 595(LC 8). 2= 712(LC 8) Max GraV9=1117(LC 13), 2=1262(LC 13) FORCES (b) - Max. Comp./Max. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 2-3= 2158/1019, 3-4=-2073/1030, 4-5=-1635/849, 5-17-1486/832, 6-17=-1486/832, 6-7= 1271/703, 7-18= 12711703, 8-18=-127lf7O3, 8-9=1004/613 BOT CHORD 2-13— 1136/1997,12-13-1136/1997, 11-12=-703/1271, 11-19=-703/1271, 10-19-703/1271 Structural wood sheathing directly applied or4-9-6 oc pudins, except end verticals. Rigid ceiling directly applied or 6-11-2 oc bracing. 1 Row at midpt 8-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 4-12=-602Y354, 5-12=-57/355,6-12= 155/258,6-10=-643/521, 8-10— 830/1500 NOTES 1) Wind: ASCE 7-10; Vult=160mph .�__tn�p,S A, , �e 11 (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psY h=15ft; B=80ft; L=70h; eave=8ft; Cat. II; ��%%Q\v, ...... E N S''•.9��i Exp C; Encl., GCp'r-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide drainage �% .•'�G � � - �' '�•- i adequate to prevent waterponding. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. �% i--..- 39380 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiles fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift at joint(s) except (jt=lb) 9=59S — 2=712. 6)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. p.• ATE LOAD CASE(S) Standard <�' •-' Z G R \ D"*�Z`: 'p N A' ��`��. FL Cert. 6634 April 29,2014 Q WARNTNG- 7.fy deign pmmncf r cmd READ NOTES ON7717S AN) INCLUDED hITTEKPEFERENCBPAGEAU-7473 BEFOPW US& Degggn valid for use oNy with MTek cornectors.lhLs tle9gn bbased orVy upon porOmetersstwwn antl is loran lrltlNitlualbWtlig component.■F AppllcObility of tledgn parameters and proper lncorporaAon of component is responibldy ofbWtling tleNgner-not inns designer. &acing drown ■ yy� hlarloteral support of Individual web members aNy. Adtllliorwl temporary bracig to louse stab4iry duMg corulrucnonbMeresponub0Y7y or the erector. Additionol peimaneni bracmg of the overall shuchue isms resparwbtldy of the bWdilg de9gner. For general giutlance regarding MiTek' quoiity cannot, storage, delNery, erection and bracig, mnwt AN31/fPll Quality Crlleda, O6B-89 antl BC61 BuOdng Canponeni Sdety Information wa0dde nom Tnav Wale hsidute, 761 N. Lee Sneei, Sluts 372 AlexorWda VA 22314. :Sou" 69M Parke East BNd. If Soutl,em Pine Isp) IumbeTisslaeoiletl, the designvalursare those eRective 06/Ol/2013 by AISC Tampa, FL 33610-0115 o rues russ ype ty Moama Residence Tfi280114 718d7 83 MONO tip 1 1 Job Reference (optional) Inc. Mca Acr2814:21:572014 Scale = 1:54.1 US 4 5.00 12 3%4 = 5%6 = 3x5 G W 11 US — 3%5 = 3%s II 3X8 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.12 11-12 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.26 12-15 >999 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.76 Horz(TL) 0.06 8 Na Na BCDL 10.0 Code FBC201 O/TPI2007 (Matra-M) Weight:1631b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins, except BOT CHORD 2x4 SP M SO end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 1Row at midpt 7-8.7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 8=1068/0-3-8 (min. 0.1-8), 2=1077/0-8-0 (min. 0.1-8) [Installation guide. Max HOrz2=106(LC 8) Max Uprift8=E02(LC 8), 2=-705(LC 8) Max Grav8=1151(LC 13), 2=1280(LC 13) FORCES (b) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2124/959, 3-4=-2001/972, 4-5— 1482/745, 5-6=-13341739, 6-16— 10321561, 7-16=-1032/561, 7-8=-1027/618 BOT CHORD 2-12= 1114M 17,11-12=-1114/1969, 10-11= 561/1032, 10-17=-561/1032, 9.17= 561/1032 WEBS 4-12=0/293, 4-11= 741/434, 5-11=-24/303, 6-11= 237/401, 6-9=-695/537, pl l 111 zs 73sn353 �n1p S A q q4i NOTES `1%%O� ••.... �e �ii 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70N; eave=8ft; Cat. II; E N 3 •'•.'9 �i Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60•i-�.- 2) Provide adequate drainage to prevent water ponding. O 39380�-•-•-��' 3) This truss has been designed for a 10.0 par bottom chord live load noncencumem with any other live loads. * : • : +( 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wig: fit between the bottom chord and any other members, with BCDL =1 O.Opsf. : f� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=609r - 2=705. a ATE Q72 6) 'Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. ;0 LOAD CASE(S) Standard 01,�< 0 R 1 Q Q` ?`� FL Cert. 6634 April 29,2014 OWARNING-V—f9 dcaig Pm'mad. and READ NOTES ONINISAND INCLUDED MIEKREPERBNCBPAGEM-7473 BBPORB USE. Design valldfor use on! with MTek connectors l dolgnlsbased oNy qwn parameters shown and loran lndNiduN buMing component. all Applicobllity of deign poramefenantl proper ncorpa"non of comporent is resPorwDOdy of buYtling tleigner - no}fiuss tleigner. &acing shown ■■■■ N b for lateral support of mdiO4 web mem be Dory. Adtlitlonal temporary bracing fo nv.se sfab�Ity tluMg conshuction isthe responsib iN of the erector. Adtlitlondpermanen}bocelgoffheovertllshuchuebmera.parub�ilyoHhebtaldingdeigrler.Forgerlemlgudanceragarding MiTek' truncation quality control, storage,delivery, ereetrd arvJ bachg, eorelt AN51/rPll OualiNLtiletla, DSB-89 and BCSl Bu�dmg Component Sofery Infomla5on avalobie from Truss Plate truMNe, 7A1 N. lee Sheet Suite 312 Alexantln¢ VA 22314. 69" Pato East BNd. IrSouthem Pine (Sp) lumber:. Vercifietl, Me design values are Muse effective OE/Ol/2013 by ALSC Tamp; FL 3361Pd115 0I cuss russ ype ty Macao Residence T6280/15 71847 34 MONO MP 1 1 Job Reference (optional) case,.., ro,..... 7.350 s Sep 272012 MITek Industries, Inc. Mon Apr 2814:21:613 4 Page ID_Ra69birDzi0icjsmemTlgyggkD-JdaYVOC155TYXT3JmQxWvukh28BlpZUSOMMIezMAat -2-0-0 8E-0 17-0-0 23.12 -329-7-8 2-0-0 8.6-0 8-6-0 6-3-12 63-12 4xG i 3x4 = Scale = 1:56.0 5x6 = 3x5 � W II 3z6 = 3x4 = 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING 2-0-0 CSI Plates Increase 1.25 TC OAO Lumber Increase 1.25 BC 0.45 Rep Stress Incr YES WB 0.75 Code FBC2010/rP12007 (Matra-M) REACTIONS (lb/size) 8=1074/0-3-8 (min. 0.1-8), 2=1072/0.8-0 (min. 0-1-8) Max HOrz2=451(LC 8) Max Uplifter-614(LC 8), 2=-693(LC 8) Max Gmv8=1179(LC 13), 2=1286(LC 13) 3x8 = DEFL in Doc) Udell L/d PLATES GRIP Veri(LL) 0.1310-12 >999 360 MT20 2441190 Vert(rL) -0.35 10-12 >999 240 Horz(rQ 0.06 8 nta n/a Weight: 169 lb FT = 0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins, except end vedicals. BOTCHORD Rigid ceiling directly applied or 6-9-4 oc bracing. WEBS 1Row at midpt 7-8.3-10.7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. CompJMax. Ten. - AN forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2221/986, 3-4=-1342/609, 4-5— 1262/634, 5-6— 1193/657, 6-16=-828/448, 7-16=828/448, 7-8=-1065/628 BOT CHORD 2-12— 11822083, 11.12=-1182/2083, 10-11-11822083, 10-17=-448/828, Od7=-448/828 WEBS 3-12=0/343, 3-10= 966/567, 6-10= 321/558, 6-9-759/553, 7-9=-676/1250 NOTES 1111111 Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL�t.2psf; BCD�3.Opsf; h=15ft; B=80ft; L=701t; eave=8ft; Cat. II; Y%�%_`t`P.S f A. E>rp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `�.. O\v` . • 2)Provide adequate drainage to prevent water parading. ��. •'•\GENB'••e'9 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. . • V —••�/ �- 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wile O 39380 �I fit between the bottom chord and any other members, with BCDL=10.Opsf. * •: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except @=1b) 8=614-c 2=693. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ATE LOAD CASE(S) Standard i On'• �''.�CcS c; 0 R k &/0 N AI FL Cert. 6634 April 29,2014 0 WARMNG-➢erljy dsiynparmnden and READ NOIM ON THIS A INCLUDED AUTBKREFERENCE PAGE TDI-7473 EEPORE USE. Deslgnvalid for use only wBh MTek cormecton fhb tleslgn lsbasetl only ywn porametersshow and b for an lncMduol bWdmg component. Appllcabillfy of design Po<ameters and proper IncoiporaAon of componeN6 responvb0ity of bW ding tleslgner-rwitnus designer. l§aclrg shown b for lateral suppo4 of hdmdual web member only. Additional temporary braclnB to inane stab0iry tluivlg comhuciion u the respomlbillily of tt1e erector. Atldiliono permanent lbr ..g of lha overall strucMe lslhe rasporsU0ly of the bWtling deslgnac For general grndwwe regord4g fobbcafion qudlly conhd, storage, de Nery, erection arW hac'eg, cortuJf pN51/IPII OualiN Otifeda, OSB-89 and BC518udding Component MiTek' Safety Inlom,a8on wploble from Luca Plate bulilula. 781 N. Lee Sheet StsRe 312 Alexanddo, VA 22314. IrSoutham Pine (Sp) tumher isspecifietl, the design values are those eReative 06/Ol/2013 by AISC 6904 Parke Eest BNd. Tampa, R 33610.a115 ion Truss runs ype ty Motlhe Ravdance T6280116 71847 BS MONO MP 1 1 Job Reference (optional) "'•"""^• "'^•'�"•""'^"'� 7.350950P 272012 MIreK Issuance. Ina, Man Apr2814:21:592014 Pagel 20-0 E72 12914 ID_Ra6gbllDZlOfclsmemTlgyggkD.ngBxjMDfsObP9ceVKBS7r7RSOSSV11Adgt6wgazMAas 19-0-0 243-12 29-7-8 2-0-0 67-2 6-212 62-2 5.3.12 4x4 i 5.00 12 3x4 = 7 16 Scale = 1:55.4 ere 11 3x5 = 3xil = 3x6 = See = Us = Plate Offsets (X Y): (2:0.2-e Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Ved(LL) -0.42 9-10 >851 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Ved(TL) -0.82 9-10 >432 240 BCLL 0.0 Rep Stress lncr YES WB 0.60 Horz(TL) 0.06 9 n1a Na BCDL 10.0 Code FBC2010/rP12007 (MaIrIx-M) Weight: 171 In Fr=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-11 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-15 oc bracing. WEBS 1Row at midpt 8-9.5-10,7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (@/size) 9=1092/03-8 (min. 0.1-8), 2=1113/0.8-0 (min. 0.1-9) Max Horz 2=495(LC 8) Max Uplift9=-629(LC 8), 2-679(LC 8) Max Gmv9=1220(LC 13), 2=1335(LC 13) FORCES (Ib) - Mai. Comp./Max. Ten. - All forces 250 (m) or less except when shown. TOP CHORD 2-3=-2412/1029, 3-4— 2140/891, 4-5— 2043/902, 5.6=-1231/543, 6-7=-1103/552 BOT CHORD 2-12= 1285/2289,12-17=-942/1721,17-18= 942/1721, 11-18=942/1721, 10-11=-942/1721, 10-19=-3(>4/645, 19.20=-364/645, 9-20=364/645 WEBS 3-12=-387I329, 5-12=-184/537, 5-10— 815/511, 7-10=346/842, 7-9=-1151/668 NOTES 11111111 1) Unbalanced roof live loads have been considered for this design. ��,PS f A. q�777j 2) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80f ; L=70ft; eave=8f ; Cal. It: �%% Q Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60•'•\C' E N,9.......... ''•.•"9j��i 3) Provide adequate drainage to prevent water ponding. ; : • Y- •• /i 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. O 3938 0 5) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiles * : • •:� fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except @=1b) 9=62 y 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. � -dam"'-�$ ATE Z� LOAD CASE(S) Standard Al �*--4 O R \ p Cj�%% SS10NAt ,'t0`% FL Cert. 6634 April 29,2014 Q WBRHING-9esanl deign parconetm and READ HIf-7423Rlent. f158 A11m7NCLOsno uponandafar on in,NCBP6GB Design valid for use oNy with Meek ndproper into tletygionofc component is and designer er-n tIRM bubtyngcom Bracingshoran snows ApflQtw Nofdesignparametersandproper Incorporationorcomponent I9achgtol � ebubdblgdacgco-notismis Mee s oaring or lnonenolwebmemberoverdsordy. Additire ithe resarybraaing to building del lgner. comneralg dcnwspgarding ofttre erector. Additional of of erector. Addua!lty pem,antoragec MiTek' deliverlg; arucMe4ing.cosuff AOMTPII Connisding y. erection Quality and fabrication quality confrd, Storage, tls Plate struden 81 N. bracing. mreib 31Z lPx Alexandria. A 2231, OS&89 antl 8C51 Bubdmg Companenl Lee Sheets Salary1reWarmPin Plated, tihe 6504 Parke East BNd. (SP)luavailablebomssla c,eeNetive 0.VA22314. Il SouNem Pine(SP}lumberisspecifietl, the tlesbgnvaluezare those eRectiv¢O6/Ol/2013 by AlSC esiri TamaF P � L3361ei115 Job ru53 russ ype ty Mocha pea"ance 71847 B6 MONO t" 1 1 T628011] „� _�_ Job Reference o tional Truce lnc, Fort Pierce FI. 34992 7.350e Sep 272012 MiTeklnduetries, Inc. hlon Apr 2814:21:592014 Pagel -24}0 7-00 14-0O ID:_Ra69birDziOlcjsmemTlgyggkD.ngSxjMDfsObP9ceVKBS7r7RneSTTIK4dgt6wgazMAas 21-0-0 29-7.8 2-0-0 741-0 7-0-0 7-0O 8-741 Scale = 1:59.0 5x6 = 5x6 = 5.00 12 6 15 7 4x4 = 310 = 4x6 = axe = 3x6 II Plate Offsets KY), f2:0-3-2 Edoel f6O-3-0 0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.90 Vert(LL) -0.25 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.57 9-11 >621 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 8 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 166 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-9 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6.5-8 oc bracing. WEBS 1Row at midpt 7-8.5-9, 6.9.7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (b/s¢e) 8=1113/0-3-8 (min. 0.1-8), 2=1109/080 (min. 0-1-9) Max Horz2=540(LC 8) Max UpIi 18= 641(LC 8), 2= 666(LC 8) Max Grav8=1266(LC 13), 2=1337(LC 13) FORCES (b) - Max. CompAOax. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 2-3=-2409/992, 34=-2091/821, 4-5=-2024/833, 5-6=-1013/435, 6-15= 898/462, 7-15= 898/462, 7-8=1111/658 BOT CHORD 2-11= 1293/2298, 11-16=-897/1623, 10-16=-897/1623, 10-17=-897/1623, 9-17=897/1623 WEBS 3-11=441/377, 5-11= 198/644, 5-9= 937/559, 7-9=656/1280 NOTES 1) Wind: ASIDE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=15ft; B=80f ; L=70f; save=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� ......... ` 2) Provide adequate drainage to prevent water ponding. �� .2. •'.\ C E N g 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' E 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6 3 938 ( fit between the bottom chord and any other members, with BCDL=10.Opsf. # 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift at joint(s) except 0=11b) 8=64 2=666. 6) 'Semi -rigid pitchbreaks including heels Member end fixdy model was used in the analysis and design of this truss. LOAD CASE(S) Standard c40R(�P, 1,181111111101 ON Al E` FL Cert. 6634 April 29,2014 Q WARNING-V—f9 des7gn paevmet. and READ N07PS ONTMSAND INCLUDED AUTEKREFERERCE PAGBl7l1-7473 SEFORS US& Desiggn v011d for um oNy vi4h Mgek corrector:lhLa tlesignkbmetl oNy won pmameterssrrovm and is loran irHivlduol buld'ug component. Applicadlity or tl6dgn parameters and proper ilcorporaiwn of componantisresporaSla,ly of bWd'no deegner -rwt fie tledgr,er. &aGng shown is forlaterd support of ntlivitlual webmembers oNy. AdtliM1onaitemporary bracing to lruue staWity dung cIN orutructtonumeresponvbilify of the erenor. Adtlitlanol pennaneni hacmgg or the overall shucAae tsttle respombORy of the buiding designer. For general gltidmce regartling lobdcatlon qudily control, storage, delNery, erection a1d bacng. conaAf ANSIA'It Quality Isa, DS&89 and BC51 Building Canponent MiTek' Solely Infom,a5on waiable from Tnas plate wsstilute, 7B1 N, lee Sheet, $rite 312 AJexarW4a VA 22314. dSouthem Pine (SP) lamberts speciried. Ne design values are those effective O6/01y2013 hyALSC 6904 Parke East BNd. Tampa, R 33610.4115 Job fuss russ ype ty ply Mccho Residence T6260116 71U7 e] MOHIP 1 1 Job Reference (optional) •"'•"'-"•'• /.JSV e5ep 2/EVIL MIIBN InOVSNee, mOpO. Mqpf 2e 1922:002014 Pege1 D:_Ra69birDzlOfcjsmemTl9yggkD-FOIJ W EldijFnmOhurzMOlL1 Ysn?mldnvXrTMOzMAar -241-0 7313 14-11-14 23:2 V-1 2-PO 7313 7A-1 8-0.2 E7.8 06 4 Scale =1:61.5 5x6 = ml:n 6 15 7 e a 3xd= Sx8 WB= 3xe= 3x6 II 4x4 = 11-4-3 11-7-13 6-] 8 Plate Offsets KY): f2:03-6 Edael LOADING(psl) SPACING 2-D-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.44 9-11 >812 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.93 9-11 >380 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 8 n/a nra BCDL 10.0 Code FBC2010/rP@007 (Matrb(-M) Weight: 1731b FT=0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-5-3 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-8, 5-9, 6-9, 7-9 MTek recommends that Stabilizers and required cress bmang be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 8=1108/0-3-8 (min. 0.1-8), 2=1114/0-B-0 (min. 0-1-9) Max Horz2=585(LC 8) Max Uplift8= 655(LC 8), 2=653(LC 6) Max Grav8=1289(LC 13), 2=1345(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (m) or less except when shown. TOP CHORD 2-3= 2413/949, 3-4= 2051/746, 4-5=-1932(760, 5.6---818/314, 6-15=-708Y355, 7-15=-708/355,7-8= 1196/663 BOT CHORD 2-11= 12952313, 11-16=-864/1568,10-16--864/1568, 10.17=-864/1568, 9-17=-864/1568 WEBS 3-11= 482/411, 5-11= 1951708, 5-9= 1084/638, 7-9= 638/1278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph Vasd=124mph; P,S A. A I, • • • (3-second gust) TCDLA2psf; BCDL=3.Opsh h=15ft; B=80ft; �70R; eave=8ft; Cat. II; �� \V, • •' Exp C; Encl., GCpi=0.18; MWFRS Lumber DOL=1.60 E N,9•'•.'9�1�i (directional); plate grip DOL=1.60 3) Provide adequate drainage to �� ,�, •••\G prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord five load nonconcunent with any other live loads. 393 8 0 •� 5) • This truss has been designed for a live load of 20.Opsf on the bottom chard reas in all awhere a rectangle 3-6-0 tall by 2-0-0 wide wiles * fit between the bottom chord and any other members, with BCDL=10.Opsf. — — : 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=111b) 8=65 y 2=653. $ 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .. ATE LOAD CASE(S) Standard A, O 1 Q Q; ��=`� R •,�S'S��NA`1 E-• FL Cert. 6634 April 29,2014 Q WARMNG - VeNf, dstgn parm . and HEAD N07EB ON7Rr6 AND INCLUDED M77Ef ERP.HCB PAGE JO 7473 BEFORE US& gevggnvatitl for lae oNy with MTek cavreclors lhls tledgn bbasetl oNy upon pcmmeten shown and Ls for anindivlduN bWtling component. Applcabliry o(tlesgn paametersantl proper incolporatlon olcomponenl lsresponvb0ily of bottling de9gner-noitnas tlealgner. &abng shown R ` la falateral support of individual web members oNy. Adtlttloral temporary bracing to Inuae s1abOHy during conshuction lithe responeb0liry of ttne erector Adtlitiorlot pennaneM bracing of the overall slrucMels Merespwwbslry of me bu0dirg tleslgner. For general guidance regarding MiTek' hobdaatiort quality control, storage, delivery, aectlon ontl Gacrg, corvlt ANSIRPII OudiN Clileda, D6&89 and BC51 Buidmg Canponenl SaleNlnformation waioble from TnasRote trssHlNe, 781 N. Lee Sheet Site 312 Alexandria 69U Parke East BNd. iA old. byAlSC IrSouthem Pine(SP)lumbaris specifietl, the design valuesare Muse eAea[ive OS OI ➢13 Tampa, FL 33610-0115 Job russ ruype ty ly Motlme Residence 6260119 ]184] BB MONOns HIP 1 1 Job Reference (optional '] W12 MiTek Industries, Inc, 4x6 p Scale = 1:62.4 5x6 = 6 15 7 3x6 = 3x4 = 4x6 = 3x8 = 3k6 11 Plate Offsets (X Y): f2:0-11-2 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.50 9-11 >710 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -1.00 9-11 >354 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Mafrix-M) Weight: 173 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-2 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-15 oc bracing. WEBS 1Row at midpt 7-8. 5-9. 6-9.7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1110/0.3-8 (min. 0-1-8), 2=1116/0-8-0 (min. 0.1-9) Max Horz 2d96(LC 8) Max Uplig8= 658(LC 8), 2=-650(LC 8) Max Grav8=1297(LC 13), 2=1348(LC 13) FORCES (Ib) - Max. CompJMax. Ten. - All fames 250 (Ib) or lass except when shown. TOP CHORD 2-3= 2375/916, 3-4= 20197724, 4-5=-1897/740, 5-6=-765/286, 6-15= 660/327, 7-15= 660/327, 7-8=-1223/664 BOT CHORD 2-11=-1268/2275, 11-16=-821/1493,10.16= 821/1493, 10.17=821/1493, 9-17= 821/1493 WEBS 3-11= 498/425, 5-11=-228f765, 5-9=-1081/639, 7-9=534/1286 NOTES `r Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDLs3.2psf; BCDL=3.Opsf; h=15ft; B=80ft; �70ft; eave=6f ; Cat. II; ��4-`tP.S A/ r Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber D0�1.60 plate grip D0�1.60 �1% � .......GEN. • 2) Provide adequate drainage to prevent water ponding. �� .Z. •'• S ••.'9 �i 3) The solid section of the plate is required to be placed over the splice line at joint(s) 10. 4) Plate(s) at joirll(s)10 checked for a plus or minus 4 degree rotation about its center. 3938 0 �' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * : • •••:- 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-640 tall by 2-0-0 wide wilt. fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=658r 2=650. :. - ATE 8) 'Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. •• LOAD CASE(S) Standard Qj �";4i0&,10NA1- E�`%% FL Cert. 6634 April 29,2014 Q WARNING-VarX&daa, n parmnders and READ NOTES OJVMSdam INCLUDED MWREPERBNCE FAGEDDI 7473 BEFORE USE. Degggnvalitl for use only with MRek connectors lfils design lsbased Drily up on parameters shown and la loran indNldual buud'ulg component. Appllcadllry of design parameters and proper 4lcoiporatlon of component is responvb0ity of bW tling der -noHnas designer. &atlng shown Is forlateral support of individual web members aNy. Atltldional temacng to Insure slab0iry tlwhg corotsuclion isthe respontib0111y of the ereMor. Addiliord permanent tracexl of the averoll shuchae Is the of me baldbsg tledgner. For general giudance regarding MiTek' Cr labdcatlon qualRy conhol, storage, delNery, erectbn and bradng, onvii ANSI/rPll Quality Qlteda, B6&89 and BC61 au0ding Companenl Solely Inlolmafion woBob1. from True Piote Wtitute, 781 N. Lea Sheaf Suite 312 Nexarldd¢ VA 22314. 6904 Parke Eest BNtl. If Saurhem Prne(SP)lamberts specified, the design values are those aftecay. O6/Ol/2a by AISC Tampa, FL 33610-0115 Joe I russ Truw Type ry Mcdhe Residence T6280120 71847 B MONO HP 1 1 Job Reference (optional) .._•_.__..., ..••._.._,....==c/.DJUebeP2IZU12M11eKIneU=Ie3,lne. WnApr2914:2P.562614 Parlor ID_Ra69birDzlOfcjsmemTlgyggkD.NFSo4KBnZ-rDglgvwlOvOEUpOaF7xgwN8 vIGDFzMAav -2-0-0 5.842 9-0-0 15.11-1 22-8-] 294-8 2-0-0 5-8-12 3-3d 6.11-1 6-9.5 611-1 4x4 i 3x4 = 3x6 = 3x4 = Scale = 1:54.8 5x6 = 3x5 = M = 5x6 = 3x6 = 3x6 11 LOADING(psf) SPACING 2-0-0 CSI DER. in (roc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Ved(LL) 0.17 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.44 Verl(TL) -029 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(rQ 0.07 9 n/a n1a BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 152 lb FT=O% LUMBER TOP CHORD ZA SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOT.CHORD WEBS REACTIONS (@/size) 9=93210-3-8 (min. 0-1-8), 2=1045/0-8-0 (min. 0-1-8) Max Horz2=272(1-C 8) Max Uplift9— 584(LC 8), 2— 724(LC 8) Max Gravg=1078(LC 2), 2=1215(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (m) or less except when shown. TOP CHORD 2-3=-2168/1144, 3-4— 1945/1033,4-16=-1784/996,16-17_ 1784/996, 5-17=-1784/996, 5-6=-2126/1176,6-7-2126/1176,7-18— 1555/846,8-18-1555/846, 8-9=-1015/598 BOT CHORD 2-12=1172/1946, 11-12=-1181/2130, 10-11=-846/1555 WEBS 3-12= 277/220, 4.12-173/474, 5-12-397/250, 7-11=-379/657, 7-10— 711/513, 8-10=950/1746 Structural wood sheathing directly applied or 4-10-3 oc pudins, except end verticals. Rigid ceiling directly applied or 6-9-5 oc bracing. 1 Row at midpt 8-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL.4.2psf; BCDL=3.Opsf; h=15tt; B=808; L=70f; eave=0111; Cat. II; Exp C; Encl., GCp'I-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240 wide wilt fit between the bottom chord and any other members. %%%%' NS . A�f q ,�0\GENS' 0 39380 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m upl"Ilt at joim(s) except @=Ib) 9=51 : 'f 2=724. 6)'Semf-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :.�ATE : !(1� LOAD CASE(S) Standard ,O N A'i E��, FL Cert. 6634 April 29,2014 Q WARMNG- Vcrj(j d6iga pmmnd card READ NOTES OXMIS RNLIINCLUDED A97EKPEPERENCEPAGB J21.7473 BEFORE USE. De9nn vglltl for use oNy wiM MRek comer'ors. Rlta tlo9gn is baud only upon parametanstwwn alit bforan irMrvldual bwltlulg component. AppllePGliN of tle4gn paameters antl proper hcaporation of component is resporwb0ily of budtling dedgner-no}lnst tle4gner. &acing shown �R ` is forlmeral support of trMividual web members orgy. Additional temporary Waa'v1g to Insrve stability during corsshuctlon Lsthe respon4bl11iry of t'ne erector Addiliorrd penman-lWaring of Me overall stmctae is the responvbYlty of the budtlinB tleYgner. For general guidalce regartlkg MiTek' f:Wlcatlon gtrdBy control, uorage, delNery, aecdon aM brocblg. corlsull AN81/rPll Duality Criteria, D66-89 and eC51 Buddng Canpmeni Eatery Inlomlafion wa0obie from Truss note 4tsliMe, 781 N. Lee Sheet Srile 312 Nexondda VA 22314. 6904 Parke Eau Blvd. If Southern Pine (SP) lumber is specified, the design valuezare those effective 06/O3/2013 bYALSC Tampa, FL 3361e4115 o toss tossType ty Modhe Residence T6280121 7184T D1 SPECIAL 1 1 Job Reference (optional) wu „umnrv., F—F.—r,. 34332 /.JW 95ep 2/ 2V12 N I eK InOUstr9e, Inc. Man Apr 2e 14:22022014 Page -22-0-0O0 I 13 11 IDI:_Ra69birDzlOfcjsmemTl9yggkD-CPp3 W FY9J=04M49GOgT13LfgTVEdw4NrKeRvzMAap { 4-1-13 7-8-12 712 7A .103 26I812 Scale = IMA 314 = 4x5 i 3K4 = 3x6 = 5x6 = 4 18 5 6 7 19 a ,C lV Y 4x5 bx6 = BBA= 3x6 = 3X6 = 3x6 It = 3r8 = Plate Offsets (X Y): I2:0-2-6 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.21 14-17 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.57 14-17 >713 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.73 Horz(rL) -0.09 2 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 177 lb FT=0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 9=1072/1VIechanical, 2=1188/0.8-0 (min. 0.1-10) BRACING TOPCHORD BOTCHORD WEBS Structural wood sheathing directly applied or4-5-10 oc purling, except end verticals. Rigid ceiling directly applied or 7-1-11 oc bracing. 1 Row at midpt 5-14.8-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Horz9=317(LC 8) Max Upliftg= 675(LC 8), 2= 806(LC 8) Max Grav9=1240(LC 2), 2=1380(LC 2) FORCES (Ib)-Max. CompJMax.Ten. - All forces 250(11b) orless except when shown. TOP CHORD 2-3— 2495/1329, 3-4=-2198/1170, 4-18=-2003/1127, 5-18=-2003/1127, 5-6=-2299/1282, 6-7-2299/1282,7-19=-1654/905,8-19=-1654/905,8-9-1171/691 BOT CHORD 2-14= 1059/2240, 13-14-966P2299,12-13-966/2299, 11-12=-588/1654, 10-11-588/1664, 9-10-99/300 WEBS 3-14=-374/303, 4-14=198/535, 5-14-359/211, 5-12-255/270, 7-12=-443,755, 7-10-828/597, pill l l ll 8-10=1041/1904 A. q NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL11.2psf; BCDL=3.Opsf; h-15ft; B=80ft; L=70N; `,��`n•PS ��\v` ••••.• Ce �i Cat. '�G E N S''•.9 �i gust) eave=811; Exp C; Encl., 11; �� GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 0 39380 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-G-0 wide VA — fitbetweenthebottomchordandanyothermembers. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 9=675✓r • • ATE •' 2=806. 7)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. i O ��'�( O RG\?,�� LOAD CASE(S) Standard SS;ONA� E`�% IiIII1 FL Cert. 6634 April 29,2014 Q WARNING -➢eryfy dea7ya pmmndIcra card READ N07W ON 7WSAAW INCLUDED DT17EKREPP,RPNCEPAG6D➢I-7473 BEFORB USS. Deignvard for use only with MTak connectors pHs deign is based any upon pa,ametefsshowrl and b foron incividual bwdng component. AppllcalYlity of deign parameters and proper hcorporaAon of component lsresponsblily of building de igler-rot hugs dacgner. Bracing drown Lsforlaterdi podof"ividualwebmembemoNy. Additionalternporarybracbgtolrsureslablitydurhgconftr on Lsth responablliNotihe erector. Additionalpermanent bochgg of the overall structure tslhe respombMy of line buldhg dealt er. For general guidance regarding fcbdcatlon quality control. storage. delNery. erection and bracing. conadt ANSI/rPll Quality 01teria.DSB-89 and Bat Buldmg Component WOW Solely InlormaHon available from Truss Plate trufihlte, 781 N. Lee Sheet suite 312. Alexandria VA 22314. U SouMem Pine (SP) lumber is Wecfied, the design vsluesare those eRective 06/Ol/2013 by ALSO 6904 Parke East BNd. Tempa, 11-3361b4115 Job Trus6 runs ype Uty Ply Modh.Residence 62B0122 ]184] 02 SPECIAL 1 1 I Job Reference (optional) 3J 5.co 12 Scale = 1:62.4 3x4 = 4x5 3x4 = 3z6 = 5x6 = 5 20 6 7 8 21 9 o ld 11 10 36 i 2.3 11 3x6 — r 3x4 = 3z6 = 04 = 3.6 11 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP M 30 ROT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lncr YES Code FBC2010ITP12007 3x8 = CS] TC 0.91 BC 0.41 WB 0.64 (Matra-M) REACTIONS (busize) 10=1073Mtechanical, 2=1187/0-8-0 (min.0-1-10) Max Horz 10=361(LC 8) Max UpIitt10=-679(LC 8), 2=-801(LC 8) Max Grav 10=1241(LC 2), 2=1385(LC 13) DEFL in (loc) I/dell Lid PLATES GRIP Ved(LL) 0.16 14 >999 360 MT20 244/190 Vett(TL) -0.32 13-14 >999 240 HOrz(rL) -0.08 2 n/a n/a Weight: 1881b Fr=O% BRACING TOP CHORD Structural wood sheathing directly applied or4-4-7 oc purlins, except end ver icals. BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 1Row at midpt 6-14.9-11 MRek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (m) - Max. CompJMax. Ten. - All forces 250 (rtr) or less except when shown. TOP CHORD 2-3-2523/1245, 3-4=-2418/1256, 4-5=-2024/1077, 5-20= 1823/1043, 6-20=1823/1043 6-7=-1902/1065,7-8= 1902/1065,8-21=-13061720,9-21= 13061720,9.10= 1179/694 BOT CHORD 2-16=-983/2258, 15-16=-983/2258, 14-15= 983/2258, 13-14=-703/1902, 12-13= 368/1306, 11-12=-368/1306, 10-11= 123/351 WEBS 4-14=-605/354,5-14= 163/474,6-13=-334/315,8-13=-440/760,8-11=-869/608, 9-11=904/1640 ��Lfi1j 1 1111,' NOTES ► � A. \`.- ``..... 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; FG15fl; B=80tt; L=70fl; eave=8ft Cat. II; �� \O E N 3''•.9 Exp C; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 6 39380'.-�,'. 3) This truss has been designed for a 10.0 psf bottom chord live load noncohcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wig - fit fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. = r0_ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (A=lb) 10=671- ATE (U 2=801. i O'• 7)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��'A OR , �'�SS;O LOAD CASE(S) Standard to FL Cert. 6634 April 29,2014 ®WAPMNG-Ve fyd.Wparroa ersondRE80NOTESONIEIS6N01NCLUOEOMI REFERENCEPAGEMU-7473BEFOREUSE. Design valid for use only with MTek connectors This design isbased onlyupon parameterssown. and'n for an tndfvidud bustling component. ■ App'icaMity of design parameters and proper vncoiporallon of componentis responsbflity of building tling designer - not fdesigner. Bracing sown IS falaterd arppod of raiwidual web members only. Additional temporary bracing to Insure alablity dung coast uctton is me responssibtlify of the erector. Addiftoralpelmanentbacingoftheoverdis efiaeism responvbiily of the burring designer. For general gddalce regardirg Miiek' fabrication quality control, storage, calvary, erection and bracing, oormdi ANS17rPil Quality Criteria, 1XSB-89 and BCSI auil ng Component 8arery Inloonalion avcJoble from Trots Mai. htstifute, 781 N. Lee Sheet Suite 312 Alexandria, VA 22314. 6904 PaMa Ean BNd. BNd. IrS-earl Pine(SP) lumber is W.Med, the desi® values are those effeaiae O6/01/2033 by ALSO Tampa, FL336f o toss rues Type Cry Mmlae Residence Ts290123 71847 D4 SPECIAL 1 1 Job Reference (optional) 7.350 a Sep V 2012 Mirak Ind..tra% lnw MM Apr 2a 14:Z 032014 Yager 1 ID_RaBgbkDz[Ofc)smemTlgyggkD-gbNRYIGAvMSgeE KGz)(30zcb23pLz2gDbV47zLzMAao -2-0-0 2-0O 15-1.8 0 243-0 29657 3684 -B72 5-2-8 S2 egg 6-615 6-0 486-0 67-0 Scale = 1:90.4 5.00 ill2 5z6 3x4 I[ 5x6 = 3xd II 6 7 26 8 9 3xd I 5xB = w.� 2.50112 4x5 = 7x8 � 4x5 = ax6 11 8.68 14-9-8 15 -8 19-0-0 29-3-0 31.5-12 4/-1P12 4 -0 48-60 8.69 62-15 0-0-0 &1Pe 5-30 7-2-12 1P5-0 67)4 6 O Plate Offsets (X.Y): r4:0.3-0 Edgel r6:0-3-00-2-41 18:0-3-00-2-41 f10,0-3-0 0-3-01 r78:0-5-4 0-2-121 LOADING (Pat) SPACING 2-0-0 CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.34 14-15 >949 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Ved(TL) -0.86 14-15 >377 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.79 Horz(rL) -0.05 13 Na Na BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 255 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied ors-2-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-18,10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (b/size) 2=31410-5-8 (min. 0-1-8), 18=1716/0-8-0 (min. 0-2-5), 13=1165/0-7-4 (min. 0-1-11) Max Horz 2=351(LC 7) Max Uplift2=-306(LC 8), 18= 1028(LC 8), 13= 720(LC 8) Max Grav2=438(LC 19), 18=1985(LC 2), 13=1437(LC 14) FORCES (b) - Max. CompJMax. Ten. - All forces 250 (b) or less except when shown. TOP CHORD 2-3=-967/411, 3-4= 297f758, 4-5=-285/876, 5-6= 172/859, 6.7=-467/374, 7-26---467/374,8-26=-467/374,8-9=-1156/638,9-10= 1179/543,10-11= 404/944, 11-12= 2421604 BOT CHORD 2-19=-528/1396, 18-19= 370/237, 17-18= 274/298,16-17= 241/304, 15-16=-66R92, 14-15=-251/805,13-14=-13757729,11-14=-304/246,12-13= 509/279 WEBS 3-16-3307, 3-18= 776/447, 5-18-15=-2285, 6-16= 366/892, f f f 11 7, 9-15333l570, 101-14-1s2o19941s=-464/17o,8-1s=-27s/ss7, s-ls=-vs/229, 10-1s=o/3zs, P1111 S A, q�� ` _ n �"rt, B NOTES 1) Unbalanced live loads have been i ��.Z.�••'\GEN3'' 9 '. %• \" -'•-'1/yr�t roof considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=811; Cal. $39380 • •: Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 * : 4/.A 3) Provide adequate drainage to prevent water pending. _ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 _= '� wide wilF . ' - - : il: Z fit between the bottom chord and any other members. i . J ATE ••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=306, ", O Al 18=1028, 13=720. I T •• P •' 7) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. ale • < R LOAD CASE(S) Standard -.;,j0 N A`i FL Cert. 6 334 April 29,2014 ®IV R -➢ecifgdeignpmmnee .dREAD N07ES ON71USAND INCLUDED AO7L'/CPFFBRENCe PEGS SOI.7473 BEFORE US& ■ De gnvolidforuseoNywith MiTekconnectonftdcignisbasedorlyrponparametemshow mdhforanin tvid olblddhgcomponent. Applicability of design parametersand proper Incorporation of components responib04y, otbW ding designer -not fibs designer. &acing shown � Lforlatwds Podofhdividualwebmembers ONy. Additional temporary bracing to Inoue sloolily LIMN ewnetrualion Is me responvbillity of the erector.Additional permmlembracug of fie overdl structure is the respanvb9Hy of the bWdhg dedgler. For general guidance regarding WeIC fabricator, quality control, storage, delivery, erection and brachg. cons It ANSIOPlt Quality Criteria, DSB-89 and SCSI Building Component Safety Infovnalion wadable from TraM Rate Iratilule. 781 N. Lee Street, Sutter 31Z Alexonddm VA 22314. 69U Parke End 8W. tf 5authem Pine (5P) lumberis specified• the design values are those effective 06/01./2013 by AISG Tampa, FL 33610-0115 Job se cuss ype ty Modne Resitlense T62Be124 71847 D5 SPECIAL 1 1 Job Reference o t'wnal Truss Inc, FOR Prero3 6-8-15 Scale=1:90.4 5.00 12 7x8 i Sx6 = 6 7 3x5 3x5 9 8 4xG 9 5 06 9 31t6 3x5 % 4 10 3 3x4 II 1 15 II 16 SxB= 2 S1 66 18 17 3xB� 12 r Olin 1 20 19 3x5 4x6 = 2.50 12 74 13 4x5 _ 3x4 11 5x8 = 7x8 � 4x5 = as II 64-r9 14-M 150,8 21-0-0 27E-0 31-5-12 414P12 4 V 48.8.0 8S9 62-15 OL-0 5-10-8 1 6.6-0 1 3.11-12 1 iP5-0 11, 6." Plate Offsets MY), (4.03-0 Edael 16:0-4-0 0-2-21 17'0.3-0 0.2-41 19,0-3-0 Edge1 (19.0.5-12 0-0-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Inaease 1.25 TO 0.43 Vert(LL) -0.34 14-15 >958 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.85 14-15 >379 240 SCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.09 13 Na n/a BCDL 10.0 Code FBC20101rP12007 [Matrix-M) Weight: 2571b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19,10-14 MTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (b/size) 2=336/0-5-e (min. 0.1-8), 19=1680/0.6.0 (min. 0.2-5), 13=1178/0.7-4 (min. 0-1-10) Max Horz 2=385(LC 7) Max Uplift2=-329(LC 8), 19=-991(LC 8),13-733(LC 8) Max Grav2=477(LC 19), 19=1943(LC 2), 13=1367(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-990/348, 3-4=-2311704, 4-5=-212/807, 5-6=-2361260, 6-7= 620/468, 7-8=-694/469 8-9=-1198/584, 9-10— 1243/569, 10.11=631/897,11-12=-336/577 BOT CHORD 2-20= 565/1435, 19.20---383/285,18-19=-779/502,15-16=-215/1071, 14-15=-278/921, 13-14— 1306f742,11-14=-343/251,12-13=-453/317 WEBS 3-20=0/321, 3-19=-769/431, 5-19= 1359/717, 5-18=-400/1088, 6-18= 7251358, 6-16=-254/673,8-16=-795/314,8-15---63/507,10.15= 80/329,10-14= 1907/1019 NOTES 1) Unbalanced live loads have ``1111111117/y7j' `�� pS A. ,q 4e roof been considered forthis design. ``� 0 . •'"' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ff; B=80ft; L=70tt; eave=8ft; Cat. II; %4 � : '•\G E N S ••••-� . �•�i Exp C; Encl., GCpk0.18; MW FRS (directional); cantilever right exposed: Lumber DOL=1.60 plate grip DOL=1.60 % •� '. 3) Provide adequate drainage to prevent water pending. 0 39380 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. * ' 5) • This Imss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi;: fit between the bottom chord and any other members. : f� 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 m uplift at joint(s) except (jt=lb) 2=329� 19=991, 13=733. .• ATE 7)'Semi-rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this mass. i.O �� •• Al Q' •; _ ; •'. LOAD CASE(S) Standard ii < p R O • • G'\ ��` A1% E�%`%� FL Cert. 6634 April 29,2014 Q WARNING -Verify dmiyn parmaetae and RISAD NOTES ONTHISAND INCLUDED MITEMREPERENCRPAGE 191-7473ILHPORE EMS. Dedgn valid for use only wiin Mirek connectors. fits dadgn is based only upon parameters shown a ki is for an individual budding component. Applkadlity of design parameters and proper hrcarporalkon of component u respombUty of bulding designer -not Ines designer. Bracing shown 0 fa laterd upporf of reividucl web members only. Additional temporary bracng to ho re slabl8y dWng comtmctlon is the respon4bflity of the erector. Additional peimanerri bracinnof fie overall structure b me responsbHity of the budding tledgner. For gerreral guidance regarding f0lKOM qua ffy confrol, storage, 11 ery, erection and brarmsg, coin t ANSIfi'll Qualify Cdfeda, DSB-89 and BCSI Building Compononl MiTek' — Sot 1 Inloana5on ovalable from Truss Plate 4uti ute, 781 N. Lee Sheet Suce312, Alexandra VA 22314. If Southern Pine (SP) lumber is specified, Me design values are Mole effective 06/02/20T3 by ALSC 6904 Parke East Blvd. Tampa, FL 3361"115 ob russ runs Type ty Moabe Residence T6280t25 ]1e4] D6 SPECIAL t 1 ... Jab Reference o tins) -'^--"'^• •-••••^"•^ 1.3ia seep 272012 Mn eK lndUstrx, Inc. MM APr 2814:2L1052014 Page ID-Re69birDzlOfcjsmemTlgyggk6c VCzPIOSEMYtXSthP2%SONcUtVgF[zLW3pZE2EZM4am -2"a 8-6-9 1574) 2300 25-6-0 31-5-12 M4 41-2}12 480-0 200 8-6-9 6.615 7-1P8 2-8-0 511-12 5.2.8 5-2-8 67-4 Scale = 1:89.6 5x8 = 5.00 72 _ 5x6 = 2.5DI12 4x5 = 3x4 11 5x8 = 7x8 4x5 = 3x6 II 1"-8 15,1-8 23-0.0 25E-0 31-5.1z 41-10-12 4�-F(0 48-60 84i-9 6.2-15 04.0 7-1P8 I 200 511-12 105-0 T4 600 Plate Offsets (X 1)• f4:03-O Edoel f6-0-5-12 0-2-81 17'0-3-0 0-2-41 f9:0-3-O Edoel f 19'0.5 12 0-3 01 LOADING(psf) SPACING 2-0-0 CS[ DEFL in (lox) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Veri(LL) -0.34 14-15 >963 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.85 14-15 >381 240 BCLL 0.0 Rep Stress lncr YES WB 0.75 Horz(TL) 0.09 13 Na Na BCDL 10.0 Code FBC201O/TP12007 Matrix-M) Weight: 263 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathingdirectly apPlied oroc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 5-2-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipt 5-19.8-16,10-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=342/0-5-8 (min. 0-1-8), 19=1673/0-B-0 (min. 0-2-5), 13=1160/0-7-4 (min. 0-1-10) Max Hocz2=419(1-0 7) Max Uplift2= 331(LC 8), 19-989(LC 8),13=-734(LC 8) Meer Grav2=493(1-0 19), 19=1934(LC 2), 13=1365(LC 2) FORCES (m) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1025/364, 3-4= 219/694, 4-5=-2001792, 5-6=-022/330, 6-7=-446/423, 7-8=521/403, 8-9=-1188/601, 9-10=-1268/585, 10.11=-628/892,11-12=336/577 BOT CHORD 2-20=-596/1497, 19-20=394/298, 18-19— 770/484,17-18=-25/343,16-17=-23WO, 15-16=-239/1091, 14-15-271/918,13-14— 1304f743, 11-14=-350Y258, 12-13=-453/316 WEBS 3-20=0/313, 3-19=-731/403, 5-19— 13511739, 5.18= 379/1109, 6-18= 594297, 6-16— 176/522,8-16-967/416,8-15=-53/523, 10-15=-88/339,10-14= 1889/1005 `011111llll//141 NOTES p S A. q 1) Unbalanced roof live loads have been considered for this design. .......... 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; BOON; L=70N; eave=6N; Cat. II;•''\G E N ''•.9 Exp C; Encl.. GCpi-0.18; MWFRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 39380__— 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrem with any other live loads. * : • `-' .� 5) `This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi1F fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @=lb) 2=33r 19=989.13=734. . , ATE 7) 'Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. �� •• ,r,. : �� LOAD CASE(S) Standard s ..OR%.p C?��`• ;nit N A; FL Cert. 6634 April 29,2014 Q WARNING -Verify design af. dREAD NOTES ON]EISAAm INCLUDED B97EKREFERSNCEPAGE DID-7473 BEFORE USE Dedgnvalid foruseorlywith Mirekcornectom ThIsde9gnisbated oNyrpon parometersslx> n and LsforanindNldual blooding camponent. Applicability of design parameters and proper incorporation of component is resporwbsity of balding designer - not tnss designer. aacing drown � aforl&t alalppotofVdivUd webmembersoNy. Additnol Vmporolybracingtoln estoUitydungc=tmlonistheresporwblUty of the erector. Additional permanent braclng of the overall structure sthe resporrbaity, ofthe bursting designer. For general guidance regarding WOW fabrkatian, q,.dity control, storage, ddNely, erection and bracng, conddt ANSI(TPII Quality Cdlelia, DSB-89 and SCSI Bugdmg Component SolaN far ..Hon available from Tres, Plate Institute, 781 N. Lee Street, Sul. 312, Nexandaa VA 22314. 6904 Parke East BNd. ast 3 . If fiwtilem Pine 15P) lumberisspecified, the design values are those effective 06/02/2013 by ALSO Tampa, FL s Job Truss russ I yp0 Uty Ply Modnle Residence T6280126 71647 D7 SPECIAL q 1 Job Reference /nnlMnoll .,ma. , For, rm,w—arum 7.350 a Sea 272012 Sx6 = 5.00 12 Scale - 1:86.5 L.iV IL 4x5 = 3x4 11 5x8 = 3x6 11 4x5 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC201 O/rP12007 CSI TC 0.43 BC 0.58 WB 0.80 (Matrixo-M) DEFL in (loc) I/defi L/d Vert(LL) -0.34 14-15 >942 360 Vert(FL) -0.86 14-15 >374 240 Horz(rL) 0.09 13 n1a n1a PLATES GRIP MT20 244/190 Weight: 254 lb FT=O% LUMBER BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathingdirectly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30appliedy BOTCHORD Rigitl WEBS 2x4 SP No.3'Except' WEBS atmidireclly -185-3-0o-16.10g, 1 Row at midpt 6-18, 7-16, a-16, 10-14 5-18: 2x4 SP M 30 MTek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=31110.5-8 (min. 0.1-8), 18=1721/0.8-0 (min. 0.2-6), 13=1163/0.7-4 (min. 0.1-9) Max Hom2=440(LC 7) Max Uplift2=-305(LC 8), 18= 1029(LC 8), 13=-720(LC 8) Max Gmv2=474(LC 19), 18=1990(LC 2), 13=1345(LC 2) FORCES (m) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 9511/377, 34— 30lf798, 4-5= 287/896, 5-6=-195/870, 6-7=419/343, 7-8= 397/335, 8-9_ 1132/5f0,9-10= 12131554,10-11=-6267886,11-12=-335/576 BOT CHORD 2-19=-555/1426,18-19=455/285, 17-16--416/323,16-17=-383/329, 15-16= 216/1044, 14-15=-238/864,13-14=-1284f729,11-14= 357/263,12-13=452/316 WEBS 3-19=0/308, 3-18=-784/453, 5-18=-268/233, 6-18= 1327/602, 6-16= 206f773, 8-16=-1028/462,8-15=-421492,10-15=-88=1, 10.14=-1828/962 ```,41111111//II� NOTES p,S 1) Unbalanced roof live loads have been considered for this design. �� ,\�" . • •. �e ��j 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL.l.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. II; �� .r •''�G E N S '•.'9 'i Exp C; Encl., GCpK0.18; MW FRS (directional); cantilever right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6 3938 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilj: * :•Y fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except U=1b) 2=30ra 18=1029, 13=720. • '- - - ; f�= 6)'Semi-rigid pitchbreaks including heels' Member and fixity model was used in the analysis and design of this truss. O 5 ATE LOAD CASE(S) Standard A, •,�S'S��NP� %% lil FL Cert. 6634 April 29,2014 QWARNING-➢erify dari9aparmnd and READ NOTES ON71ES AND INCLUDED AffTEKREPERENCEPAGE110I.7473 BEFORE USE. Dedgnvclidfor llseonlywllh MRekconnectomThbdesignbbasedonlyhgionparametersdlow mdbforaniMMdualbWdngcomponeni. � Applicability of deNgn pmamatenand proper hcowratlon of componentis respon9W By of balding designer -not t=designer. Bracing shown Ls for lateral wpporf of trdividual web members only. Addilbnmtemporarylxacbgto V=estabR4dutrgcomtrucfimttheresporwb0lityofins Brecon Addiflorlalpeimoneni Gac'vgofttreovwdisly eislheresponabNoflhebWdhgdeslgner.Forgeneralgddtl eregardig MiTek' fobdcation quarly control, storage, delivery, erection and bracing, convst ANSVIP11 Quality Criteria, DSM9 and BCSI Budding Component Safety Infomiafion madoble from Truss Rate Institute- 781 N. Lee Street Sudo 312. Alexandria VA 22314. 6904 Parke East BW. It a em Pine [SP) lumberis syerified, the dv esign alues are those effective effective 06/01/2013 byALSC Tama FL W610-4115 p Job Truss I rss Type ty Modhe Residence 71847 OB SPECIAL 1 1 Job Reference o tonal 5x6 = 5,00 12 2014 Scale =1:86.1 .avl is 1- 4x5= 4y5 = 3x4 11 Sx8 = 3.6 11 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.39 BC 0.61 WB 0.80 (Matra-M) DEFL in (loc) I/de0 L/d Vert(LL) -0.3514-15 >910 3so Vert(rL) -0.91 14-15 >356 240 Horz(TL) 0.09 13 n/a Na PLATES GRIP MT20 244/190 Weight: 254 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathingdirectly yappliedraing. ocpuriins. BOT CHORD 2x4 SP M 30 -Except- BOT CHORD Rigid ceiling directly applied or4-10.5 oc bracing. 11-13; 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 7-16, 8-16, 10-14 WEBS 2x4 SP No,3 *Except* MTek recommends that Stabilizers and required cross bracing 5-18: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS All bearings 0-8-0 except (jt=length) 2=0-5-8, 13=0.7-0. (b) - Max Holz 2=440(LC 7) Max UplifBAll uplift 100lb or less at joint(s) except 2-296(LC 8), 18-1071(LC 8), 13=-551(LC 8), 12=-136(LC Max Grav All reactions 250 lb or less at joint(s) 12 except 2.168(LC 19). 18=2052(LC 2),13=1150(LC 14) FORCES (b) - Max. CompJMax. Ten. -All tomes 250 (b) or less except when shown. TOP CHORD 2-3=-952/410, 3-4=323/819, 4-5— 310/919, 5-6= 217/902, 6-7= 439/365, 7-8=A291358, 8-9=1241/691, 9-10=-1321/675, 11-12=-6491339 BOT CHORD 2-19— 547/1420, 18-19=-458/281, 17-18=-420/327,16-17— 386/333, 15-16=-329/1211. 14-15=A67/1087,13-14-1087/558,11-14=-405/311,12-13=-437/812 WEBS 3-19=0/308, 3-18= 785/454, 5-18— 268Y234, 6-18=-1392/646, 6-16-240/824, ��11111/ 8-16=-1128/573, 8-15-146/588, 10-14=-1373/652 `�ti ////� 4 o`-pp S A q ' NOTES % �\V, ........, . <B 1 1) Unbalanced roof live loads have been considered for this design. �� .2. \ G E N ass' •.'9 �i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=801t; L=70ff; eave-_Eft; Cat. II`� Exp C; Encl., GCp-r-0.18; MWFRS(directional); Lumber D01`1.60 plate grip DOL--1.60 �. 3) This truss has been designed fora 10.0 psi bottom chord live load noncencunO 39380enI with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide VA9 fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 b uplift at joint 2, 1071 lb uplift at join 18, 551 lb uplift at joint 13 and 136 lb uplift at joint 12. ATE 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the anaysis and design of this truss. : �^ •• �, : �(7; LOAD CASE(S) Standard � `4 0 R OD-r'. `S�ONAt `�� FL Cert. 6634 April 29,2014 AWARNING-Verify dssfga Pmvmeters and READ N07ES ONTAISBNL) INCLUDED rff1EKREPERENCE PAGEbB7.7473 BRPORB USE. Deslgnvolld for use only with MTek connector thls design Lsbased only upon perameters,ho and Is for an individual buulring component. ` ApplicaNlity of design parameters and proper lncorporaflon of component[sresponublM of building designer- not has designer. lkadng snown tsforlcded uppodofkWivUd lwebmembemoNy. AdditiwwltempororybracbgtolnuaesbbUWdurugcon*Lu llonbtheresporwb9lityofMe erector. Additional permonemixachJof fire overall structure Lsme, responsibility of the buidng designer. For general guidance regarding fabrication, quality control, storage, dekrery, erection and bracing, Co f ANSI/rPll OualiN Criteria, DSB-89 and BCSI SuBding Component MiTek' Safety Intonation evadable from Taca Plate institute. 781 N. Lee Sheet Su lte 312, Alexandra VA 22314. It Scuthean Wine (SP) lumberis specified, the design values are those effective 06/01/20" byALSC est BNd. Tampa, FL 6a04 Perke E.,x B 1 , Tob russ toss ype ty Mod'ne Residence 71847 De SPECIAL y T62a0128 Job Reference (optional) 8.6.9 Inc. Mon Scale=1:88.1 5.00 12 5x6 = 0 I^ qx5 = 3x4 II 5x8 MT18HS= ww 2.50 12 3x5 4><6 LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP12007 CS] TC 0.57 BC 0.58 WB 0.83 (Matra-M) DEFL in (loc) Udell L/d Vert(LL) 0.28 15-16 >999 360 Vert(TL) -0.57 15-16 >697 240 Horz(TL) 0.20 12 n/a Na PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 254 lb FT=0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlms. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-14 oc bracing. WEBS 2x4 SP No.3•Except• WEBS 1Row at midpt 6-19.7-17,B-17 5-19: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS (lb/size) 2=-117/0-5-8 (min. 0-1-8), 19=2565/0-8-0 (min. 0-3-8), 12=837/0-6-0 (min. 0-1-8) Max Hom 2=-451(LC 6) Max Uplift2=-445(LC 20), 19— 1486(LC 8), 12-637(LC 8) Max Grav2=235(LC 19), 19=2965(LC 2), 12=1035(LC 14) FORCES (m) - Max. Comp./Max. Ten. - All tomes 250 (m) or less except when shown. TOP CHORD 2-3=-682/1610, 3-4=-875/2039, 4-5=-861/2160, 5-6— 769/2142, 8-9= 1169/647, 9-10=-1244/633,10.11=-2598/1220,11-12=-3142/1556 BOT CHORD 2-20=-1637/1177, 19-20=16377736, 18-19=-1332/786, 17-18=-12997792, 16-17— 213/1142, 15-16=-718/1901, 14-15— 1296/2914, 12-14=-1306/2892 WEBS 3-20=0/314,3-19= 796/461,5-19=-270Y234,6.19=-2183/990,6-17=-507/1437, 7-17=-413/174,8-17=-1561/747,8-16-321/1001,10-16=-881/521,10-15-222/671, 11-15=-591/459 `PS 1 A q NOTES ,�� \V` ••........ �e �i 1) Unbalanced roof live loads have been considered for this design. �� .2. •'•\G E NS •'•.'9 ��i 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h--15ft; B=801t; L=7011; eave=81t; Cat. 11 '� ��"F --'• �- Exp C; Encl., GOpG0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. * ; 39380• •• �/"'' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. — 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilF fit between the bottom chord and any other members. 6) Bearing at joint(s)12 considers parallel to grain value using ANSVTPI 1 angle to groin formula. Building designer should verify capac'iry • ATE of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445lb uplift at joint 2, 1486lb uplift at joint �0j��s / 19 and 637 lb uplift at joint 12. oj``Sl R �? �� 8) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��j S/ • • • • • %%% LOAD CASE(S) Standard 111111111, �� FL Cer . 6634 April 29,2014 Q WARNING-Ver1/ydesign Pmxand. and REAM NOTES ONTHIS AIID)INCLODRO MlTEK RRENCEPAGES9I.7473 EEPOEE Er Dedgnva0tl for use oNywBh Mpak carnectors 7Ms deign isbased oNy gaon pwameters stwwn wld lsfeanindNldutl bultlkxl cmponent.®� AppllcaGlily otdesign Pwameters antl proper d,coryoration of componeniBrespotuiblHy of building designer-notlruss tleignw. &acing shown �•� e forlateral support of4WivWual w¢b members7 Additional femporarytracNB to Uwae sfab�dy de"u1g comhuclion tithe resporw'Gllily of the -recce. Ad dliorklpermanenibraetng of fie ovwdl strucaze tithe respansmOdy of thebWd'ng tleslgner. For genwal guidance regarding MiTek' fabdcatlor qual8 control, slwage, delNery, erection and bracng, cona4l AN51/IPII Quality Qitotla, D9&89 and BCSI eulding Component ty Inlosmafion ava0oble from Tnus Plate tr�sfitute. 781 N. Lee Sfreet. SuRe 311. Nezandda 6904 Pmke Eest BNd. 't IfSauMem Pine(SP )lumheriz specifietl, the design values are Muse eRectiv¢06 O iA1%2013 by AISC Tampa, FL 3381o<t 15 Job I toss Truss Type Cry Mod'me Rasi4ence TMO129 71847 D SPECIAL 1 1 Job Reference o tional i; I_2.60 I 5-8-12 D:_Ra69birDzl 1 memTl9yggk0.)CFI hB2Rv00r60wu3S4Z-0U-8bxYWBgGekVeDweBbOVSzvPeq 0.0 174-12 2-7-2 a-0-72b2&I 839 8-0-12 06 4 5.00 12 U4 = s3Y3�iZf8 Scale =1:62.4 Sx8 = 18 a 19 6 / 20 a 11 13 " 11 ry a 3x5 4 3x8 = 4x6 = 3x4 = 4> _ 08 = 3x6 II Plate Otfsets(XY): f2:0-3-00-1-81 f10:0-3-80-2-01 LOADING(psf) SPACING 2-0-0 CS[ DEFL in (too) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.27 12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.51 12-14 >801 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(rQ -0.10 2 nta Na BCDL 10.0 Code FBC2010/TPI2007 (Matra-M) Weight: 171 lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 9=1074/Mechanical, 2=1186/0-8-0 (min. 0.1-10) Max Horz 9=272(LC 8) Max Uplift9= 669(LC 8). 2= 812(LC 8) Max Grav9=1242(LC 2). 2=1378(LC 2) FORCES (Ib)-Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 2-3= 2564/1356, 3-4= 2362/1257, 4-18= 2179/1209, 5-18=-2179/1209, 5.19= 2856/1567, 6-19= 2856/1567, 6-7=2856/1567, 7-20— 2151/l163, 8-20= 2151/l163, 8-9=1165/687 BOT CHORD 2-14=-1093/2307, 13-14=-1295/2856, 12-13=-1295/2856, 11-12=-8912151, 10-11=-89112151 Structural wood sheathing directly applied or 3-11-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-5-10 oc bracing. 1 Row at midpt 5-14, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilrzer Installation guide. WEBS 4.14=-218/576,5-14=-744/395,7-12---4441775,7-10= 794/582,8-10=-1252/2316 `1111111111/1��7j NOTES 0 PS A. 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDIa3.0psf; h=158; B=808; L=70f : eave=81t Cat. It; .......... Exp C; Encl., GCpt=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip D0�1.60 �% �. •''\G E �1 S'''•,'9 2) Provide adequate drainage to prevent water ponding. ` : • �' -=>j it 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcunent with any other live loads. . • O 393 8 0 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wtl� * :•� fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=66 — : (� 2=e12. AT 7) 'Semi -rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 0 •• �; LOAD CASE(S) Standard r�sS/0 N A' ll IEoCa��• FL Cert. 6634 April 29,2014 Q WARNNG - ➢erTy design parmnden and READ N07FS ONTRISAND INCLUDED hE7EKPEFERRNW PAG81B1.7473 BEFORE USE, Deagnvahtl foruseonly wim Well connectors Thlsdestgntsbased oNyupcnpercmetmdx> nand bforanlndiVidual bWdhsg component. Applicabllity of design parameters and proper mcoiporatlon of componentis responWOily of bulding desgner- not huss designer. &sang shown b for lateral support of hdivIdual vtob members oNy. Additional temporary bracing to Inoue slab011y dudrg comtruclon is the respon Olity of the erector. Additional pelmanembrac"oftheoverall s[ucLr.laMerespanvbOityofthebu]dhgdesigner. For general guidance regardig fcbdoaton qurLily ccnhol, storage, delivery, erection bracing, MiTek• and com,D ANSIRPI1 Quality Wed.. safety Inlormabon malcble from Tnrss Plate rntlute, 781 N. Lee Sheet, Suite 312, Nexanddm VA 22314, ltSauthem Pine (SP) lumberis specified, the design values arc Mace al live O6/01/2013 DSO-89 and BCSI Building Component by ALSO 6904 Parke Eaat DW. Tampa, FL 33st 0<115 Job russ I russ Type ty Modhe Residence T6280130 71847 G1 COMMON 8 1 J bRI (Pt' p 7.35Do6ep272012MTeklatlushleo,lna Mon Apr2814:22092014 Page1 ID_Ra69birDz101c)smemTlgyggkD.UlklpnLxVTs__M9POwEeTFEsgdUw9NwCfi RXSB?zMAai -2-00 5-6-e 9-00 12-5-8 18-0-0 -0 5ti-8 3.5.8 3-5-e S." Scale =1:34.6 4k4 = Ig 3x5 = 3xe = 3x5 _ LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TC 0.16 BC 0.36 WB 0.18 (Manioc-M) DEFL in Veri(LL) -0.07 Veri(rL) -0.19 Horz(TL) 0.03 (too) Well L/d 8-11 >999 360 8-11 >999 240 6 r1/a n/a PLATES GRIP MT20 244/190 Weight: 76 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6574/0.8-0 (min. 0-1-8), 2=666/0.8-0 (min. 0-1-8) Max Horz2=179(LC 7) Max Up1ift6=350(LC 8), 2= 507(LC 8) Max Grav6=664(LC 2), 2=779(LC 2) FORCES (B) - Max. Comp./Mm. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1121/626, 3A 867/489, 4-5=-868/490, 56=1128/635 BOT CHORD 2-8=-500/1006, 7-8=-511/998, 6-7=-550/1193 WEBS 4-8=-232/470, 5-8=-039/272, 3-8=-328/259 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL--3.Opsf; h=15111; B=80ft; L=70fl; eave=8ft; Cat. 111 111t 1 t t t Exp C; Encl., GCpk0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 \\\}\ �U 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `\\\--t^� P,S A. q' �.,� 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O\v` • •' ° �e fit between the bottom chord and any other members. ��. • \C E NS'''•.9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 Ib uplift at joint 6 and 507 lb uplift at joint 2. - 6) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. * : 39380• LOAD CASE(S) Standard a ATE ��.0 c;0R10P:�_�: "IN, 'ON E;J`\% FL Cert. 6634 April 29,2014 Q WARMNG-VeNfy dasfgn Par e. and READ NOTES ON THISAl1R) INCLUDED W7RK1!EPF,RENCE PAGE BE1.7473 EEPORE ow. Designvalidfor use any with MSek connectors This design Lsbosetl" Won parometersssown and is for anlndMduci bulding component Applicability of design Parameters and proper incorporation of components responsbBM of building designer -not fruss designer. Brad x shown ' isfor Werd sWpod of indwidwl web members ony Addglonal tempmcry bracing to kwve stability dung conshuclon is the responsib0liy of the erector. Additional permanent bachpofthe overall structueis the responvb0ityofthebuldhitdesigner.For gonerolguidance regardilg quality control, storage, delivery, erection and bacN. conalt ANSI/TPll Oualiy Criteria, DS&89 and BCSI Building Component WOW Sdey Informafion available from Taus Plate institute. 781 N. Lee Sheet, Suite 312 Alexandra VA 22314. its outhem Pine (SP) lumheris specified, the design values are those effective 06/07/2019 byALSC 6994 Palle East Blvd. Tampa, * East Bl115 Job Truss toss ype ly Motlne Residence , 6280131 71847 G2 MONO HIP 1 1 Job Reference (optional) Sers Truss Ina, Fod Pierce FI.349B2 7.350 s Sep 27 2012 MRek Industries, Inc. Mon Apr 2814:22:10 2014 Pagel ID:_RaBgbirDzlOfcjsmemTl9yggkD-=1506MZGrLr J=Ty9loROITuFU6G1FC5G7jRZMAah -z-0 0 7-5-13 142-a 18-0-0 24}0 7-5-13 2-8-10 7-9-8 &5 4x5 i axa = 12 Scale = 1:35.3 5x6 = �2n Plate Offsets(XY): r2:0-3-00-1-81 LOADING(psf) SPACING 2-0.0 CSI DEFL in (Joe) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.13 7-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(fL) -0.35 7-11 >615 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.59 Horz(rQ 0.02 6 n1a n1a BCDL 10.0 Code FBC2010/rP12007 (Matra-M) Weight: 88 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puffins. except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2)(4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. MiTek recommends that Stabil'¢ers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (6/size) 6d50/0-8-0 (min. 0.13), 2=684/0-8-0 (min. 0.1-8) Max Harz 2=299(LC 8) Max Uplift6=364(LC 8), 2=-488(LC 8) Max Gmv6=636(LC 2), 2-823(LC 13) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (m) or less except when shown. TOP CHORD 2-3=1270/479, 3-4=-772/396, 4-12= 690/387, 5-12=-690/387, 5-6=-575/379 BOT CHORD 2-8= 567/1524, 7-8=-567/916 WEBS 3-7= 330257, 5-7=-019/760 NOTES 1) Unbalanced roof live loads have been considered for this design. ,"11I I I I 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsr; h=15ft; B=80ft; L=70ft; eave=aft; Cat. II; �� W Exp C; Encl., GCp1=0.18; MFRS (directional); Lumber D0�1.60 plate grip DOI`7.60 �o%-^P,S A. 3) Provide adequate drainage to prevent water pending. `�% Q\"' . • • T'" 4) This truss has been designed for a 10.0 psf bottom chord rive load noncencurrent with any other live loads. �� . V G EN 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � : fit between the bottom chord and any other members. : 9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 6 and 488 Ill uplift at joint 2. 7) 'Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard 6 1 A I t UFi: T <;S• .40R\aP,rN Ca S�ONAI EC��• FL Cert. 6634 April 29,2014 Q WARWNG-Verify desfgn Parameters and RBaU NOM ONTR7S9NI) fNCLUDBD BBTBKREPBRPNCB PAGB A01.7473 BEFOR13 USE,, Z peesignvolld for use only with Mgek correctors. This design is based orty upon porametersshown. and is loran irMMdual building component. Applicability deign ��• of parameters and proper Incorporation of componentisrespombfity, of building designer -not truss designer. Bracing shown Is forlaterol support of ndlvklual web members only. Additional temporary bracing to insure stabaity during corsshuctlon is the responsibility of the erector. AdditionalpennananibracigofMeoverdlstruchaeislheresponibilityofthebWdngdesigner.Forgeneralguidanceregardig MiTek' fabdcatlon, quality control, storage, delivery. woollen antl bracing. convit ANSIRPII Quality Crilena,DSB-89 and BCSI Building Component Sefety m lnfrnaBon ..noble from Truss Plate Institute, 781 N. Lee Street Su8e312 Alsarxida. VA 22314. 6904 Polka Eaa BNd. 11s Mum Pine ISP)lumberissie"i0ed, Me design values are Mose effective 06/01/T013 by ALSO Tampa, FL 336tOd115 Job I russ I russ I ype Uty MWne Residence T6290132 71847 G3 MONO HIP 1 1 Jab Reference (optional) Chambers Truss lnc, For Pierm FI. 34902 2-00 7.350sSep272012 MTeklndustries,Inc. Mon Apr2814:22:102014 Pagel ID_Ra69birDzlOfcjsmemTl9yggkD-u1506MZGn_r J=TygloROgGuIX6EfFC5G?IRzMAah 8 18-0 0 I3 5-9-8 7x8 4 13 Scale = 1:35.4 2x3 H 3x4 = W II -' ass = Us = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress lner YES Code FBC2010/TPI2007 CSI TC 0.23 BC 0.22 WB 0.74 (Matra-M) DEFL in Ven(LL) 0.04 Vett(rL) -0.09 HOrz(TL) 0.02 (loc) I/defl L/d 9 >999 360 9-12 >999 240 6 Na We PLATES GRIP MT20 244/190 Weight: 96 lb Fr=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlirls, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 2=676/0-8-0 (min. 0-1-8), 6=557/0-8-0 (min. 0-1-8)Installationuide. Maur Horz2=344(LC 8) Max Uplift2=474(LC 8), 6= 378(LC 8) Max Grav2=822(LC 13), 6=644(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1162/483, 3-4=-604/274 BOT CHORD 2-9=-630/1089, 8-9=-630/1089, 7-8=-630/1089, 6-7= 305/533 WEBS 3-7=-632/366, 4-7= 123/417, 4-6=-704/401 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=8fl; Cat. II; `, 1�111111 Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL="%1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. ��_n PS A. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. �1% ,�\v` • •"" 4) ` This times has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� •V G E N in between the bottom chord and any other members.� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 It, uplift at joint 2 and 378 lb uplift at O 3 9 joint 6. Z i[ 6) `Semi-dgid pttchbreaks including heels' Member end fait' model was used in the analysis and design of this truss. LOAD CASE(S) Standard _ > -rI �O. ATE FL Cent 6634 April 29,2014 Q WARNING - Vnr#g ds(gn Parmnetera and READ NOTES ommis Af,B7 INCLUDED b07EKRRFERBNCEPAGEl1D-7473 BEFORE DSh. Deignvalid for use onlyw8h M8ek comecrars this design is based only upon parametemshown and is for on Individual buldalg component. Applicoblity of dedgn parameters and proper hcoworalion of com ponant is responvbuM of bdding designer -not tnas deeigner. Bracing shown b for laterd suppod of hW vidual web members only. Atlditiorwl temporary &acing to Ire ve stab8ily during construction isthe responsibility of me 7 erector. Addifonalpemnanenttrackgofthe overdlstnrctueithe respadbBMofttlebdd gdesgner.Forgerneralguidanceregarding fabdcalorr. d Nery, MiTek' quality conlrol, storaga erection and bracing, cormdt ANSI/fPll 6udily 0iteda, DSB.89 and BMI BUBdng Component safely Information available from Truss Plate btttiMe. 781 N. Lee sheet. Site 312, Alexandda VA 22314. It SauMene Pine (SP) lumber is specified, Me design values are those effective 06/02/2013 by AIISC 6904 Padre East BNd. Tempe, FL 33610Jt 15 o toss toss ype y Modine Restlence Tfi280133 7184] G SPECIAL 3 1 „•__�__ „_.__-_ �_-,,.___ - Job Reference o tional 3 4X5 = axa i --_ 11 . a 3XB C Scale = 1:36.2 [aIg LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2.0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/rP12007 CSI TC 0.53 BC 0.72 WB 0.12 (Matrix-M) DEFL in Vert(L-) 0.34 Vert(FL) -0.68 Horz(TL) 0.45 (loc) Hall L/d 3-9 >633 360 3-9 >318 240 6 Na n/a PLATES GRIP MT20 2441190 Weight: 69 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-7-14 oc pudins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. 3-10,5-8: 2x4 SP No.3 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=66610.B-0 (min. 0.1-e), 6=668/0-8-0 (min. 0.1-8) Max Horz 2=189(LC 7) Max Uplift 2=-504(LC 8), 6=-504(LC 8) Max Gmv 2=779(LC 2), 6=779(LC 2) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3220/1047, 3-4= 889/440, 4-5= 889/440, 5-6= 2993/1047 BOT CHORD 2-10=-1291/4112, 3-9=197//90, 5-9=-197/790, 6-8=1291/3736 WEBS 4-9=37/327 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL.1.2psh BCDL=3.0psf; h=15ft; B=80ft; L=70ft; eave--8f ; Cat. 3) This Extrussp Q Ehas b enpde or O(Olpattbottom live r f �/ �e, gned a chord load noncencurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A7 ��,`PS11�e ,q • • - I, will fit between the bottom chord •,. • �i and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 @ uplift at joint 2 and 504lb upfft at ,•' G E (V S •. -9 ; • V- -' �� 7"•' joint 6. 6 'Semi-ri Id dchbreaksincludin heels° Member end 9 P g fixity model was used in the analysis and design of this truss. �- 0 39380 ';— - *.: • • ,� LOAD CASE(S) Standard -{i -0. ATE �: 0 R \ s,0- N Al ��`��. FL CW 6634 April 29,2014 Q WARNING -Verify dslgn Parmnetess and READ N07ES ON 770E AAm INCLUDED A07EKREFEPZSNCSPAGSDEI.7473 SSPORS USS. Dealgnvolid foruseoNy with MT0kc0ectors. 7nisdeslgnsbased oNyupon parametemshow and s foranindMdual b dng component. ApPilm cabllity of desgn parameters and ProWincoporation of component is resporsbtidy of balding designer -not ft= designer. Bracing shown is for Iaterd support of Individual web members any. Additional temporary bracing to bmue stabtilty du rng construction is the responvblIrty of the erector. Addiflonalpermanenttxatlrwofthemoral sbucRreIsms respors3luryofthebOdcfgdesigner. For general guddanceregambig quality control, storage, dellNery, brackV. MOWfabrication erection and consult ANSIDPII Quality Qiteda, DSB-89 and SCSI Butidmg Component safety Informatron avatiable from Truss Plate InsMute, 781 N. Lee Street. Sudte 312. Alexandria VA 22314. If Southern Pine ISP) lumber is specified, the design values arc those effective GG/01/1013 byALSC 690a Parke East tl BN. Temps, FL 3 ast BN Job Truss Truss TypeI y Modme Residence T6260134 ]184] GR4 SPECIAL 1 Fly L Job Relerence bona Chambers Truss Inc., Fort Pierce FI. 34982 7.350sSep272012MRek1nduddes,lne h1sa APr2814:nA22DI4 Pagel ID:_Ra69birDzlOfcjsmomTl9yggkD.vKOrRoNpoOE2Dc7?bNBA1sT3ul5aAeYgPl6nKzMAaf -200 44-1 70D 11-00 1500 1e-0-0 23-0-0 25.7-15 30-GO 32-0-0 200 44-1 2-7-15 400 0-o 400 400 2-7-15 44-1 200 Scale= 1:58.1 4x5 - 3x4 = 3x8 = 3x4 = 4x5 C 5.00 12 4 23 5 24 6 25 7 26 a 2X3 = 2x3 = 3 9 2 16 27 ffi4— 28 29 9D 70 a�1 7x14 MT18HS 2x311 3x4= 7x14 MTISHS= 111�`v 3x8 � 2so 12 are = LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.86 14 >418 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -1.47 14 >245 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.58 Hoa(TL) 0.65 10 n/a n1a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 280 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-3-2 oc purling. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=211510-8-0 (min. 0-1-8), 10=211510-8-0 (min. 0-1-8) Max Horz2=123(1-0 7) Max Upi ft2= 1425(LC 8). 10= 1425(LC 8) Max Gmv2=2447(LC 2), 10=2447(LC 2) FORCES (Ib) - Max. Comp.Mlax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 8928/4728, 3-4= 9502/5020, 4-23= 9275/4921, 5-23= 9275/4921, 5-24= 11457/6097, 6-24=-11457/6097, 6-25= 11457/6097,7-25=.11457/6097,7-26=-9275/4921, 8-26=-9275/4921, 8-9= 950M020, 9-10=-8928/4728 BOT CHORD 2-16= 4237/8245, 16-27=-5869/11457, 15-27=-5869/11457, 15-28= 6284/12249, 14-28— 6284/12249,14-29=-6284/12249,13-29=-6284/12249,13-30=5869/11457, 12-30=-5869/11457, 10-12=-4237/8245 WEBS 3-16=-715/912,4-16= 1438/3064,5-16=-2451/1277,5-15=-125/562,6-15=-930/446, 6-14=01314, 6-13= 930/446, 7-13=-125/562, 7-12= 2451/1277, 8-12= 1438/3064, 9-12=-731/912 NOTES `1111111111f --ppp,S A. 44e 1)2-plylmss to be connected togetherwith 10d(0.131•x3•) nails asfollows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. 0\�"••"•' 'i �� ,Z, . •' G E N 9 •' •.9 �i� • �' Bottom chords connected as follows: ZA -1 row at 0-9-0 oc. ' - ;�%'�j -� Webs connected as follows: 2x4-1 row at 0-9-0 oc. 'O r 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to to my * : • y connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. •. 4) Wind: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h-15f : B=8Dfi; L=70ft; eave=8R; Cat. W. - '- - ` Exp C; Encl., GCpi=0.18;MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 •• '- ATE •• 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. '�j� •• T4 O - R 1 7) This truss has been designed for a 10.0 psf bottom chord live load nonconotment with arty other live loads. '��& '' S/O 8)' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - N AX- E 00 fit between the bottom chord and any other members. !!!l111111111\` 9)Bearing at joint(s)2, 10 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1425lb uplift at joint 2 and 1425 to uplift joint 10. + FL Cert. 6634 11) 'Semi -rigid phchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. Anril 9Q 9014 Continued on Daoe 2 Q WARNING- 9Mfg design Parmndes and READ N07M ON 1RISAND INCLUDED Nr78KREPERENCE PAGE MI-74M BEFORE USE. Dellgnvalid for Mgek use only with connectors. this deagn abased only Lyon pmametersstwwn and! Is for an ir,amdudb ding component. ApplcolodiN of design parameters and proper inry coorotbn of component Is responvblbolding ily of ding designer - not buss designer. &ci ang shown a for lateral suppxt of hdividual web members only. Additional temporary tracing to invae stabuty during comhuction tsme resporwbllity of the erector. Additional pemronent bracing of the overall ahucMelathe resporwblly of me b king designer. For general gudance regarding MiTek' fobrlcolior qudily control,storage, delvery, erection and tracing, coneR ANSI/rPl1 Quality Oiled, D.SM9 and BC51 Bulcing Component Safety Information avaleole from Truss Plate Isstihrte, 781 N. lee Street. Suite 312 Nexandda VA 22314. 6904 Parke East Blvd. If 5authem pine ISP) lumber is specified, [he design values are thane effective 06/01/2013 try ALSC Tempo. FL 336104115 Job Iruss rMe yPe y ly Motllne Resklenca T 94] GRA 3PECIALCh 1 6280134 2 Job Refererwe o liOlial """"'^" " I.J>Ue5ep2]2U12MaeKlnaurinee,lna Man APr2614:22:122e14 Pa9e2 NOTES ID:_Ra69birOzi0feisme mTl9yggk0.vKOrRoNpoOEZDc7?bNBAtsT3utl5aAcYg PI6nKzMAaf 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 216 lb down and 337 lb up at 7-0-0, 108 lb down and 161 lb up at 9.0-12, 108 lb down and 161 b up at 11-0-12, 108 lb down and 161 lb up at 13-0-12, 108 b down and 161 Ib up at 15-0-12, 108 lb down and 161 lb up at 16-11-4. 108 b down and 161 lb up at 18-11-0, and 108 lb down and 161 lb up at 20.11-4, and 216 lb down and 337 lb up at 23-0-0 on top chord, and 440 lb down and 198 lb up at 7-3-0, 78lb down and 0 m up at 9-0-12, 78 lb down and 0lb up at 11-0-12, 78 lb down and 0 lb up at 13-0-12, 78 lb down and 0 lb up at 15-0-12, 78 lb down and 0 m up at 16-114, 78 Ib down and 0 lb up at 18-114, and 78 lb down and 0 lb up at 20-114, and 440 lb down and 198 lb up at 22-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=44, 4-8=-04, 8-11=-44, 16-17=-20, 12-16=-20,12-20= 20 Concentrated Loads (@) Vert: 4=-178(B) 8=178(B) 16= 390(B) 5=-90(B)15=-52(B) 14=-52(B)13— 52(B) 6=-90(B) 7= 90(B) 12=-390(B) 23— 90(B) 24=-90(B) 25---90(B) 26=-90(B) 27= 52(B) 28--52(B) 29= 52(B) 30= 52(B) Q WARNING-Verlfg deign P.rdns and READ N07ES ON7NlSBNII INCLUDED ➢D7PECREFERENCEPAGEJOI.7473 BEFORE IISE. Deignuse valid (or e only with Mgek connectors Thus design is based Only upon percmeten shown and'¢ for an inclMduol balding component. Applicability of devgn parometea and proper haorooration of componentls responvbbly of balding designer -not buss desgner. Bracing shown 6 for lateral support of hdividual wob members only. Additional temporary bracing to insure stability during constructlon is lire responvb0lity of me erector. Additional permanent baehpoftire werallStrucMeisMerespowbliyofthe bWdhgde5gner.Forgeneral gurlonceregarding fabdoatiors quality control, storage. Ce tv". bracing, MiTek' erection and convrli ANSUfPII 9ualiN Criteria, DSM9 and BCSI Building Canponenl Safety thInf ..Ho. woHoble from T=Plate it tiafre, 781 N. Lee Street Suite 312 Alexandda VA 22314. Ifs ouera pine(SP) lumbesy risecified, Me desgn wluesarethl effective06/01/2013by AISC 6904 Parke East Blvd. Tampa, R 3361a4116 o fuss Truss Type Y Y Modha Roaldenas TU80135 7/04] GRB MONO HIP 1 1 r. Job Reference bona ""----- '• '�"'^'^'^ 6JYv"0PW1 n12M119KmaY510e9,lOG MOr, 2-0-0 700 ID:_Re69birDzi0fclsmemTl9yggkD-NW_Df80RZiMPrmiB941P040EY59BJYHhLr31/fKmzMAae 125-12 18-3.12 231P12 2-PO ]-0O 5-B-12 5-]-0 5.7.0 58-12 4x5 emf- Scale. 1:54.7 3x4 = 314 = 4x6 = axe = 5x8 = 30 31 '- 32 33 12 34 .. 35 36 37 — 38 39 e40 3x8 = 3x5 3x4 = 5x8 MT18HS WB= 3x6 = 4x8 = 3x4 = LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates In1.25 Lumber Incra1.21 Rep Stress le-cr NO Code FBC20107TPI2007 CSI TO 0.68 BC 0.93 WB 0.94 (Matrix-M) DEFL in (too) Vdefl L/d Ved(LL) OA7 11-13 >747 360 Vert(TL) -0.77 11-13 >461 240 HoR(TL) 0.17 9 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 147 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10.3 oc pudins, except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. 8-10: 2x4 SP M 30 WEBS 1 Row at midpt 4-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=1614/0.3-8 (min. 0.2-8), 2=1669/0.841 (min. 0-2-9) Max Horz2=227(LC 8) Max Uplift9— 1232(LC 8). 2— 1340(LC 8) Max Gmv9=2095(LC 2), 2=2167(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4522/2597, 3-18— 4156/2471, 18-19=-41562471, 4-19-4156/2471, 4-20=5351/3170, 20-21=-5351/3170, 21-22-5351I3170, 22-23=-5351/3170, 5-23-5351P3170, 5-24— 5003/2948, 6-24-50032948, 6-25=-5003/2948, 7-25=-50032g48,7-26=3292/1935,26-27=-3292/1935,27-28— 3292/1935, 28-29=-3292/1935, 8-29-3292/1935, 8.9-1982/1255 BOTCHORD 2-14=-2448/4099,14-30=3170/5351,30-31=3170/5351,13-31=-3170/5351, -35 A '�., 11-34=2948/5003, 1113-32-2948/5003, -193513292, 35-36=-19 55/3292, 36-37= 1935/3292, , _^111111111111 �8/5003,12-34-294815003, ��1 . A p,S •• B 1037— 1935/329z G E (� , .� `�` S�. •..9!ii WEBS 3-14= 457/1146, 4-14= 1353/792, 4-13=0294, 5-13— 258I394, 5-11= 701/598, �� •• \.\ i �sT 7-11-1146/1937,7-10=-1491/1084,8-10=-2154/3665 39380 NOTES 'k 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDLr3.Opsf; h=t51t; B=80ft; L=70ft; eave=8f ; Cat.7ft - Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber D0L--1.60 plate grip DOI`1.60 = _ {� 2) Provide adequate drainage to prevent water pon(ing. ATE 3) All plates are MT20 plates unless otherwise indicated. O •• 4) The solid section of the plate is required to be placed over the splice line at joint(s) 6. 5) Plate(s) at joint(s) 6 checked for 4 degree its i� ,n'• zL` Q' •' Q \ a plus or minus rotation about center. �� (C` ��% • Q R \ rre 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcunt with any other live loads. tmw has been designed for a liveload of on the bottom in •••••••.. �I �StS� .......... _` chord all areas where a rectangle 3-6-0 tall by 2-0.0 wide fit between en theottom chord and any will 80 N A� �.� othermembersPsf 111 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1232 lb uplift at joint 9 and 1340 to uplift at joint 2. 9) 'Semi -rigid pitclibreaks Including heels' Member end fixity model was used in the analysis and design of this truss. FL Cert. 6694 Anvil 9Q 901A Continued on Dame 2 ' 1 Q WARMNG-➢eriFJ dsalgapa eta and RBADNOES OAFMISd110)fNCL00BD WTEKRBPBRRNCBPAGB ♦01.74n BRFORBI Deagnvalid far use only with MTek corxlectom This design B based onlyuponparametersanown, and isforanirMMdual b,0dhgcomponent. Applicablity of design parameters and proper hcorporatbn of componentis responsbll4y of buldhg designer -not truss designer. &tang shown b for lateral support of hdivi idual web members only. AdditmitempararybachgloinvaestWbi ydulingconeucllon 67tre responvbllity ofthe � erector. Addiflorglpermonenibrachgo/ rho overall structure islheresparwbiltyofthebuidingdesigner. For general gudanceregarding MOW fablicalion quality control, storage, delivery, erectian and bracktg-, consult AN51/11`11 Quality Criteria, DSB-89 and BCSI Baking Component safety Infoanu8on aval0ble from Truss Plate hdltute. 781 N. Lea Sheet SuBe 312 Alexandria, VA 22314. 69U Parke East SIM. It SouMa nPine(SP) lumber is specified, the design values am tbase effective 06/01/2013 by ALSC Tampa. FL W610-4115 Job I russ [yPG CRY plyMPChe ResMenm r6280135] 7164G6B MONO HIP 1 t Job Reference (optional) _""'—"^' "'•""""" 6JJV9JBPL/LUI2 MIIeK InCUAnB9, llIG NwApr291422132014 Paget NOTES ID:_Ra6gbirDzlOfc)smemTl9yggk0.NW Df8ORLMPrmiB94IPO40EY59BJYHhrAVIKmzMAae 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 b down and 359 b up at 7-0-0, 86 Ib down and 150 Ib up at 9-0-12, 86 b down and 150 b up at 11-0-12, 8616 down and 150 Ib up at 13-0-12, 86 b down and 150 b up at 15-G-12, 861b down and 1501b up at 17-D-12, 86 b down and 150 b up at 1"A2, 86 b down and 150 Ib up at 21-0-12, 86 Ib down and 1501b up at 23-0-12, 86 b down and 150 b up at 25-0-12, and 86 Ib down and 150 Ib up at 27-0.12, and 86 b down and 150 to up at 29-0-12 on top chord, and 390 Ib down and 181 lb up at 7-0-0. 62 b down and 4 to up at 9-0-12, 62lb down and 4lb up at 11-0-12, 62 lb down and 4 b up at 13-0.12, 62 to down and 4 lb up at 15-0-12, 62 b down and 4 b up at 17-0-12, 62 lb down and 41b up at 19-0-12, 62 b down and 4 lb up at 21-0-12, 621b down and 4 b up at 23-0-12, 62 lb down and 4 He up at 25-0-12, and 62 b down and 4 b up at 27-0-12, and 62 Ile down and 4 Ib up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-44, 3-8=-44, 9-15-20 Concentrated Loads (Ib) Vert: 3-187(F) 6— 71(F)14=-348(F) 18= 71(f)19-71(F) 20=-71(F) 22=-71(F) 23=-71(F) 24=-71(F) 25=-71(F) 26=-71(F) 27=-71(F) 29= 71(F) 30=-36(F) 31=-36(F) 32=36(F) 33— 36(F) 34— 36(F) 35=-36(F) 36-36(F) 37= 36(F) 38— 36(F) 39— 36(F) 40=-36(F) 0 WARNrNG-V.,Ty d®iga par t. and REaU NOTES DNTEISAN7l INCLUDED MREKRPFIRHNCBPAGEJUI.7473 BEFORE USE Design valid for use any wf h Mirek correctors tis design lslxised ordy upon parcmefersshown and b foran Individual buAding component. Applicability of datign parameters and proper Incorporation of componentu resporabBty, of bolding de9gner - notfluss dedgner. Bracing shown IMF bforlateralsupportofMd dualwebmembersoNy. Additional temporarybrachgtomarestabityduring corehucflonLstheresponvbitlityofthe erector. Additional pennarrentbacwg of the overallstructure Isthe raWorsblityofMebWdmgde9grrer.Farga eralguidance regardrg fabrication quality, storage, delNary. erection and backV. consUt ANS17rPI1 Quality Criteria, DSM9 and BCSI BuBdng Component Mew Safety Information avalable from am TnPlate Iratilute, 781 N. Lee Skeet Suite 31Z Alexpoddo, VA 22314. It Southern Pine (SP) lumberis specified, the design values are those effectiveg6/01/2013 by AISC 6904 Peek BNd. e Eost Temps, Perko 33618 W. Job russ I rusS I ype Ily Matlme Raeidemce Miss , rv.. r,e,ee R.Ssz 7,350 a Sep 272012 Mirex lnauAtle9. bG Mon Apr 29 1422:14 2014 Page ID:_Ra69birDzlOfcls memT5yggkD. rYosU P4K7UGSwHNinDeyHZTAVUa2_Or7j ECsCzMAad -2-0-0 7-012 14-2-8 18-0.0 2.0-0 7012 7-1-12 3-" 7x8 9 II Scale = 1:38.9 2Ki 5 m110 4xIO II rn,v nu,ono-- 10x10= 10x10= LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code FBC201O/TPI2007 CSI TC 0.43 BC 0.92 WB 0.97 (Matrix-M) DEFL in Ven(LL) 0.36 Ven(TL) -0.57 HOrc(TL) 0.07 (loc) Vdefl Ud 7-9 ...7 360 7-9 >377 240 6 Na n/a PLATES MT20 MT18HS Weight: 242 to GRIP 244/190 2441190 FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or B-4-10 oc bracing. 5-6: 2x6 SP No.2, 4-7: 2x4 SP M 30 WEBS 1 Row at midpt 3-7. 4-6 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 6=5927/0-8-0 (min. 0-2-13), 2=3609/0.8-0 (min. 0-1-12) Max Horz2=388(LC 8) Max Uplift6= 4071(LC 8), 2=-2562(LC 8) Max Gmv6=6775(LC 2), 2=4185(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10596/6260, 3-0- 3884/2230 BOT CHORD 2-9-6001/9723, 9-12=-6181/10027, 8-12=-6181/10027, 8-13=-6181/10027, 13-14- 6181/10027,7-14- 6181/10027,7-15=-2231/3692,15-16=-2231/3692, 6-16=-223113692 WEBS 3-9-2786/4698,3-7=-6961/4333,4-7-4245f7l99,4-6=-7057/4266 NOTES 1111111 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: %*11 7I�, Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do. %�_c� PS A. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ,1` • • ""' • • • �e �� Webs connected as follows: 2x4 -1 row at 0.9-0 oc. �� ,2, • •' G E N S •.9 �i 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pjQ� ' • connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. O 39380 3) Unbalanced roof live loads have been considered for this design. - * 4) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. It Fxp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. - •fi = 6) All plates are MT20 plates unless otherwise indicated. O . J AT E 7) The solid section of the plate is required to be placed over the splice line at joint(s) 8. �� T •• .�� O fi 1 O P 8) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 9) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with my other live loads. �i�s `�? 10) *This &miss the bottom chord and r alive liv to d of 20. sPM on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will �,,S�O N Al- `,%`S, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4071 Ib uplift at joint 6 and 2562 lb uplift at joint 2. 12)'Semi-rigid pftchbreaks including heels' Member end f9dry model was used in the analysis and design of this truss. Fi_ Cert. 6634 Anvil 9O O1NA Continued on Dane 2 "'r" Q WARNING -Vef;fy deign Parameters amd READ NO7ES ONTHIS AND INCLUDED 11ITTEiCRPFERENCBPAGE211I 7473 BEFORE USS. Devpnvalid for use only with Mink connectors lN3 design lsbased only upon parameters Blown and b for an Individual balding component. Appl &city of dedgn Wometers and proper Incorporation of component& responsibility of building designer -not buss designer. tracing shown bfwlWeralsuppWofbdividualwebmemb moNy. Adddiomitempororybadngtolw eslabhltydumngcomimcflmlbl responvbaltyoftre, erector. Addflond rm peanent btin ag of the overall structure bthe respamm blity of e buldhlg designer. For general guidance regarding MiTek' fo&loaton at Arty control, storage, delivery, erector, and &acing, convlt ANSI/rPll Quality Crifeda, DS6-89 and BCSI Bulldmg Component Safety Infomnaban aeallable from Tnus Plot. hatiVe, 781 N. Lee Sheet Suite 312 Alexandria, VA 22314. 6904 Parka East BrA. th tr i2em Wine (SP) IumberisspecTed, ttre design values are those effective 06/01/2013 by ALSO Tampa, FL 33a10i115 Job cuss cuss ype y y Modena Reaitlence 71847 GRC MONO HIP 1 T62e0138 Chambe T I F dP' FI 3496 2 Job Reference lional ra russ nc., o lens 2 ]ep92012 MRek les,lnc Apr2612 Paget NOTES ID _RaWblrDZ101cjsmemTSyggk0.rNcUP4K?UGSWNInDeyHZTAVUa_Dr7jECSCZMAad 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2668 lb down and 1720 lb up at 7-0-12, 1358 Ib down and 832 lb up at 9-0-12. 13601b down and 826 lb up at 11-0.12, 13581b down and 821 lb up at 13-0-12, and 1360 m down and 8171b up at 15.0-12, and 1429 lb down and 853 lb up at 17-0-12 on bottom chord. The design/seledion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=44, 4-5= 44, 2-6=-20 Concentrated Loads (lb) Vert: 9— 2299 12= 116613=-116814=.116715=-122516= 1284 0 WARNING-V-%dstgnp mde and READNOTES 0N7EISANDINCLUDEDMREKREFERBNCBFAGBHD-7473Bt1FORBUSB. DDeeg9ppn valid f use oNy with Mgek connectom`T dasgnis based ady uponp«ametersshown and 6 f« an individual budd'mg component. Appllcabillly or tledgn p«ameiersand prop« trworporollon of componenfis responvbllfy of bu�1dN8 tla9gner-noi Mas de9grrer• 6raang shown IMt is f« lorerd supp«I of nd;Wduol web members erector. Addtloncl permanent bac�p fobdcatlon quoliiy confrd, storage, delNery, ordy. Atldfional temporary bactrg to irwae stabdiry dumg comLuctlon tsttre responvbdiiry of me of me ov«dl shuchae isihe resp«nbdily of metnadng deslgnec F«general guidance rag«dirg erecfion and brocNg, eonv9f ANSI(IPII Oudily gitaria, OSa-a9 and BC51 Budding Canpanenl MiTek' Sdary Information wadable ham Trusa %ate truMute, 761 N. 1se Shae1, Suite 312 Alexandtla, VA 22314. I76outh Pine(SP)lumiseris specified,thec!.0 rvatuesare None effective DS/Ol/20136y AISC ego4 parka East BNd. Tempe, FL 33610.4T16 o rls8 russ YPe Y Y Modhe R ofdenm T8280137 ]189] GRD SPECIAL 1 1 Job Reference Clonal 1d d Sxe MT18HS9 Sdo = Us = W 11 Sxe MT18HS WB = Scale: 3116=1' 2x3 I 5x10 = u to la 14 13 12 11 4x10 = 5x8 = 5x12 MT18HS = 3x8 = 2x3 11 Sx14 = SxB MT18HS II 5x8 MT18HS WB = 7-60 i12-5.15 77-162 232.6 2669 39-Oe ]-uo ssns 1 sr-3 1 sra 1 s.e.a is-,4 Plate Offsets (XY), 12:0-G4 0-GAI r4:0-4-0.&2-21 17:0-4-O Edgel (11.0.3-B Edge1 rl6:0-6-0 0.3-01 LOADING(psf) SPACING 2-0-0 CS] DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) 0.82 15-16 >496 360 MT20 244/190 TOOL 7.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -1.2915-16 >314 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.74 Horz(TL) -027 2 n/a Na BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Weight: 179lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 10-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 11=2374/Mechanical, 2=2319/0.B-0 (min. 0.2-8) BRACING TOPCHORD BOTCHORD WEBS Structural wood sheathing directly applied or 1-9-9 oc pudins, except end verticals. Rigid ceiling directly applied or 3-8-6 oc bracing. 1 Row at midpt 5-17, B-12, 10.12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Max Horz 11=227(LC 8) Mau Uplittl l= 1656(LC 8), 2= 1700(LC 8) Max Grav 11=3024(LC 13), 2=3005(LC 13) FORCES (M) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6599/3469, 3-0= 6589/3485, 4-5— 6213/3316, 5-21=-8879/4837, 6-21= 8879/4837, 6-22=-8879/4837, 7-22— 8879/4837,7-8— 8879/4837,8-23=-4754/2601,9-23=-4754/2601, 9-10=-4754/2601, 10-11-290811675 BOT CHORD 2-17=-3030/5997, 16-17= 4372/8431, 15-16=-4372/6431, 14-15=-395717639, 13-14=-3957/7639,12-13-395717639 WEBS 3-17=-137/267, 4-17=-947/2020, 5-17= 2622/1467, 5-16=0/349, 5-15=-038/576, ,,411111111/j 10- 2= 62928/5356 5=-745/1399, 8-14=0/333, 8-12= 3316/1811, 9-12= 753/631, %% PS A • e , NOTES `�;•rb\ E N `SEl•.-'9�%i��i 1) Unbalanced roof live loads have been considered for this design. �� - • 2) Wind: ASCE 7-10: Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=701t; eave=8ft; Cat. :�''�, 1� :• O 39380 E1p C; End., GCpi=0,18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 * 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 16,13. i - ATE : 6) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 3 degree rotation about its center.-O •• 4t177 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf the bottom in i� .�'•, �`� O P ; ;_,� 01 on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide fd between the bottom chord and any other members. will O �ilSsi ' • •.. • R \ • • 9) Refer to girder(s) for russ to Muss connections. 10) Provide echanicaltconnect o ,`� �� i0 N A� � %0 (by others) of tmss to bearing plate capable of withstanding 1656 lb uplift at joint 11 and 1700 � upl'Nt at joint 2. 11) Girder carries hip end with 0-0-0 right side setback, 740 left side setback, and 7-0-0 end setback. 12)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this Muss. FL Cert. 6634 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 Ib down and 338 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Anril 9A 9f)14 Continued on peas 2 Q WARNING -Veryfg design pmrarders and READ NOTES ON IRIS AND INCLUDED MrMCRP.PERP.NCBPAGE MI 74M SRPORE USE. Dezgnvolid for use only with MBek cormectors this dedgn Lsbased only upon parameters shown and 8 for an lndMduol budding component. IN Applicadlity of desgn poonmetersond proper hcorporalion of component Is responsibIlly of bufidhg desgner- nottnss designer. Bracing shown Is for lateral support of Individual web members only. AddlNonal temporarybracing to inxre sta u ly dlII v coruhucfion Ls the responvbfility of fine erector. AddMorad permanent bra' of Me overall structure Lsthe responsbUityof the bLOdhg dedgler. For general guidance regordisg fabrication qudity control, storage, cd[Nery, erecfion antl lxachg, cormll ANSI/rP11 Quality CYitena, DSB-69 and BCSI Bufldng Component Welk' eatery Infomlallon available from Truss Plate Institute. N. Lee Street. Site 31Z Alexanddo. VA�114. by AISC If Southern Pine ISP) lumberis specified, the design values are Mose effective 06 0 6904 Parke East Blvd. Tempa, FL 33610-4115 job rusS rusS type y y Modena Residence T6280137 71847 GRID 3PECIAL 1 1 Job Reference o florist "as. am Fuss r-, 7.350s5ep2720121ATeklndualdes.1na Mon Aprnl,f. 2:152014 PaBe2 NOTES ID_Ra69birDzlOfcjsmamTHyggkD.Jv6_4gORJc744saGVIlW5WmwnVl MN_mOezMAac 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1A=-44, 4-10=-96(F— 52), 17-18— 20,11-17=-44(F=-24) Concentrated Loads (&r) Vert: 17--411(F) 0WARWNG-VerifydeignPmn7ed.end READ NOMONIMSAMlNCLUDEDMO REPERENCEPAGEDRl-7473BEFOREL$ . Dedgnvalidforuse ONywilh MTekconnectonTh cld gnbbn dorvJy4l pammetersdlow mdbforani WNldualG dingcomponent. ApPlicoGlity of design parameters and proper hcoiporatlon of component is resporsibOM ofbuilding designer -not roes designer. Bracing shown h for lateral support of hldividual web members any. Additional temporary bracing to Inoue stabOily cl Mg construction lathe responsbillity of the erector. Additional permonentbracelg of the overall sfruchae 6lhs respo,wbiliy of the buldirlg designer. For general guidance regarding MiTeW fabrication quouty control, storage, delivery. erection and bracing, convdt ANSI/1P11 Quality criteria, DSB.89 and Rai Buvd g Component Safety Information available from Trim Rote kstitute, 781 N. Lee Street Stile 312 Nexandd0, VA 22314. 690a Parke East BNd. If Scu em Pine 1SP)lumber is spewed, U,e design values are those effective 06/01/2013 by AISC Tampa, F1.33610.4115 Job I rues i rues I ype y y Nadine Roeider- T6280138 71847 GRG SPECIAL 1 1 o tional Job Reference(option Truss Inc., Fort Pierce FI. 34982 Scale =1:38S 4x8 = 4x4 J 21 I 3x6 = x3 II 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Ven(LL) 0.28 3-11 >778 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.85 Ven(TL) -0.59 3-11 >366 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.44 7 Na Na BCDL 10.0 Code FB020101TP12007 Matrix-M) Weight: 110 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied oc pudins. 4-5:2x4 SP M 30 BOT CHORD Rigid calling direct i 0-0 ra ing. 9 9 directly or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 30 -Except' MiTek recommends that Stabilizers and required cross bracing 3-6: 2x6 SP 240OF 2.0E be installed during tmss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. OTHERS 2x4 SP M 31 LBR SCAB 2-4 2x4 SP M 31 one side 5-7 2x4 SP M 31 one side WEDGE Left: a4l SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 2=945/0-8-0 (min. 0-1-8), 7=950/0-8-0 (min. 0-1-8) Max Harz 2=156(LC 7) Max Uplift 2=-610(LC 8), 7= 612(LC 8) Max Grav 2=1085(LC 2), 7=1090(LC 2) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) orless except when shown. TOP CHORD 2-19=-3601/1171, 3-19=-283/246, 3-20= 2222J933.4-20=-2160/942, 4-5— 2073/919, 5.21= 2142/930,6.21=-2202/922,6-22=-284/246,7-22= 4030/1345 BOT CHORD 2-12=-1393/4265, 3-11=-687/2040, l l-23=-7042091,10-23_ 704/2091, 6-10=-677/2023, 7-9= 1522/4649 WEBS 4-11-1601568, 5-10=-152/559 NOTES 1) Attached 7-7-2 scab 2 to 4, back face(s) 2x4 SP M 31 with 1 row(s) of 10d (0.131'X3') nails spaced 9' o.c.except :starting at 2-4-0 from end at joint 2, nail 2 row(s) at 4' o.c. for 2-0-0. 2) Attached 7-7-2 scab 5 to 7, back face(s) 2x4 SP M 31 with 1 row(s) of IOd (0.131'xT) nails spaced 9' o.c.except : starting at 33-2 from end at joint 5, nail 1 row(s) at 2' o.c. for 2-0-0. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; M- Off; L=70f ; eave=81h Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL--1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610lb uplift at joint 2 and 612 b uplift at joint 7. 9) 'Semi -rigid pltchbmaks including heels' Member end fairy model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 125 b up at 7-0.0, and 48 b down and 34 b up at 9-0-12. and 287 lb down and 125lb up at 10-11-4 on bottom chord. The designtselection of such connection devics(s) is the responsibility of others. .•�O E N g 0 39380 -0. ATEAl •,'SS/0NA� E�%%%� FL Cert. 6634 April 29,2014 Q WdRNING-➢erlJi) design parmnders and RE4D NOTES ON MS AND INCLUDED 6D2ENRHFERRNCE PAGE bff7.7473 BEFORE USE. Dpee��ggnvalid for use only wfih MBek comectors. Ttiu design is based only upon parameters shown and Is for an Individual building component. Appllcobllity of desgn Incorporation is building Parameters cnd proper of component resporwbOtty of designer -not Inca designer. &acing drown 4forlatwd9ppodofhdivldualwebmem me y.Additionaltemporarybrachgfolrwaestab@HydurmgcomirucfionkMeresporebiliNotttre erector. Atlditiorxl permanent tro�'uugg of the overall structive lathe respombitiy ofthe buldvg dedgner. For general guidance recording fabrication, quality conlroh storage, del Wry, erection and bracing. coro It ANSIEPII Quality Criteria, DSB-89 and Bar Building Component MiTek' Safety Information ..Roblefrom T. Plata trutiture, 781 N. lee Street, Stile 312. Alexmdda VA 22314, Itsauthem Pine (SP) Iumberis specked, the design values are those effective 06/01/2013 by AISC 6904 Padce East 9W. Tampa, FL 33610i1 t5 JOD I fuss runs ype y y Modine Residence T104] GRG SPECIAL 1 1 T6200138 Job Reference optional -.____._.._�..._...-...._.�.-_.-__ "Jos ap2I2012MIeKlnausura%lnc. Iue APr2909:09:242014 Paget NOTES ID�_Ra6gbirDZOfcjsmemTlgyggkD-y62mnMjoaZLggP4Cd4EnJlh7clCFMGZGRirNvczLvBf 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=44, 4-5=44, 5-8=A4, 12-13= 20, 3-6= 20, 9-16=-20 Concentrated Loads (Ib) Vert: 11= 260(F)10=-260(F) 23= 42(F) 0Wd AFG-Ve f9daigapaimaetera and READNOTES ON MIS AIM INCLUDED bffTFKREPEREWB PAGE M 7G73SSPORS USE. Deagnvalidforuseon` v4hl MTek comectors. l devgnis basetl oNYrponparomete ss *wrt isfwanhldNidudbWdngwmponenf. Applicadliry of design parameters and proper hfcorpwaXon of component u reponvb011y of bruidug tlesigner-mllnsss desgner. &acing sMwn Nil b for lateral support of Indivitlu.J web members oNy. Atltlitional temporarybradng to invae stabllily duMg catssllvcdon isthe responslb0liry of the or. or.Adtlitl'orldpermanentlSOahlgoflneoverdlstruahreLameresponvb�dyotmebWtlNgdevgner.Forgeneralglritlwxeregartlhg MiTek' fobtication qudity control, storage. d."W erection and braGng, corwlt AN31RPI7 Duality Criteda. e6&09 and tiC6I Buddmg Campanenl Safety Inlonnation waiabtefrom T_Plata hslhute. 781 N. Lee Sheet State 312 Nexandda, VA 22314. 6904 Padce East BNd. BW.a If Saathern pine 1") lumber is specified, the tlesign values are Muse effective OE/Ol/2013 by ALSO Tampa,FL 336 Job s toss yp6 y Modhe Reaidenos T6280139 71M7 J1 MONOTRUse e 1 Job Reference (optional) 2012MTeklndustdes.lna Sbn Scale = 1:8.3 Plate Offsets MY): 12:0-0-10 Edliel LOADING(pst) SPACING 2-0-0 CSI DEFL in (hoc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.00 5 >999 360 MT20 244/1gO TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(FL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7 lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4SPNo.3 REACTIONS (lb/size) 2=196/0-8-0 (min. 0-1-8), 4= 28/Mechanical, 3= 16/Mechanical Max Horz2=92(LC 8) Max Uplift2= 303(LC 8), 4= 35(LC 2), 3=-21(LC 2) Max Gmv2=239(LC 2), 4--69(LC 8), 3=15(LC 8) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REFER TO MITEK'TOE-NAIL" DETAIL FOR CONNECTION TO SUPPORTING CARRIER TRUSS (TYP ALL APPLICABLE JACKS IN THIS JOB) NOTES 1) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL,4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=81t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will Fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `III I11 1111I11j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2, 35 Its uplift at joint 4 II GA and 21 b uplift at joint 3. %% LP, • S <e9 6)'Semi-rigid pilchbreaks including heels' Member end fxily model was used in the analysis and design of this truss. LOAD CASE(S) Standard /.`�.: �.� E '•.wiz Frio 80 ATE i�0I� OR 1 N A� FL Cert. 6634 April 29,2014 Q WARNING -Ve�fy design parmnerers and READ N07ffi OAF77USAAFD INCLUDED I417EKREFBRENCE PAGENE1.7473 ESPORE USR. De ,gnvalid for use oNy wilt, MTek connectors this mvm a desgnis based only rparaetersswand m for an iMNidud building component. Appl cadlily of design parameters and proper hcorporaffon of component Is resporwblity of bruldhg designer - rot lnm designer. erodng shown 6forlWerdsuppo0ofkAKiidwlwebmembersoNy. Adddiomltemporarybrachgto Vw esta fliydwhgcomh cton is Merespoavbllityoffte erector. Addiliond permanent bracarg of the ovwai sfiuchae lsthe r s mbi4 oMe b dhg do9gner. Fw ge�ral gudance regardrlg Welk' fabrication, qudiry control, stwoge, delivery, erection and tracing. cormdt ANSI/IPII Quality Oltenia, DSe-89 and eCSI SuOdng Component Sdery Infomotion available from Tess Plate Insfitsde, 781 N. Ise Sheet, Sulle 312, Alsamcda VA 22314. 69" Parke East SNd. It Southenn Pine (SP) lumber is specified, Me design values are those effective O6/01/2013 byALSC Tampa, FL 336104115 Job russ runs ype y y Moline Residanca Te280140 71847 a MONOTRuss 8 1 _r Job Reference o tional 7.350 Inc 2-0 scale. 1:12.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udefl Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.51 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 SC 0.10 Vert(TL) -0.00 4-7 >999 240 BOLL 0.0 ' Rep Stress Ina YES W B 0.00 HOrz(rL) 0.00 2 nfa n1a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 131b FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/size) 3=41/Mechanical, 2=212/0-8-0 (min. 0-1-8), 4=21/Mechanical Max Horz2=134(LC 8) Max Upldt3= 41(LC 8), 2=-233(LC 8) Max Gmv3=59(LC 13), 2=25B(LC 13), 4--11(LC 3) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 pb) or less except when shown. TOP CHORD 2-3= 283/95 BOTCHORD 2-4=93/278 BRACING TOP CHORD Structural wood sheathing directly applied or3-O-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vmd=124mph; TCDL=4.2psf; BCDL^3.Opsf; h=150; B=801t; L_70ft; eave=aft Cat. II; EV G; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1111111111/1j 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 3 and 233 lb uplift at joint `,�O_ n Ps • A'2. 6) Semi -rigid pdchbreaks including heels' Member and fairy model was used in the analysis and design of this truss. : �.r:\V�\ G E N S+ • • -9��i� LOAD CASE(S) Standard 39380<'- :O 0 N AA- FL Cert. 6634 April 29,2014 Q WARNING -Vaft deign pormneras and READ NOTES 0N7N1SAND INCLUDED WWX REFERENCEFAGE AD 7473 EBFORE USE. Dedgnvalidfauseodywth Miekconnactomlhbdeign isbosed ordyumnparcmetersdrownond bforanlndNidudbuldhgcompoaent, ApplicablHy of design parameters and proper Incorporation of components respondbUty of buldhg designer - not truz dedgner. law ng shown a for lateral support of hdividual web members ady. Addtorwl tempaarybrachg to Iru:ae stoblHy darug conshuctlon b the resporsbllily of the � erector. ACditonal permanent bracN of ttse overdl stmct ve the responeblBy of the b c g deagner. For general 9uidarm regardhg fa oaflon qud4 control, storage, d0very, erectbn antl Uachg. corwIt ANSIRPII Quality Criteria, DSB-89 and SCSI Binding Component M!Tek' 1152 Infamalion mclable Itsauthem Wine (SP) from Truss Plate 4uf tvto. 781 N. Lee Street Sutte312 Nwa dria, VA 22314. lumberisspacified, the design valuesmse are tleffective 06/01/2013 by AISC 6904 Parke East BW. Tampa, FL 33610.4115 Job True, Iruss lype y ly Mod�ne Residence TUB0141 71947 JS MONO TRUSS 4 1 Job Referexe banal /.a50 eaepz,wiz Mnexlaau51nea.mc, coon Apr2614:22:172014 Pagel ID:_Ra6gbirDzi0fc)smemT5yggk0.GHDkU W RydwsrJNOyOwnLaw6ysjgSFayHphTtTXzMAaa 5-0-0 54)-0 Scale = 1:16.7 LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(rQ -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) WeigM: 19lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS Qb/size) 3=78/Mechanical,2=283/0-8-0 (min. 0-1-8),4=40/Mechanical Max Horz2=179(LC 8) Max Uplift3= 90(LC 8). 2=258(LC 8) Max Gmv3=113(LC 13), 2=346(LC 13), 4=73(LC 3) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-295/63 BOT CHORD 2-0=-143/359 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. MTek recommends that Stabilizers and required cross braang be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=1.2psf; BCDL=3.OpsQ h=15f1; B=80ft; L=70ft; eave—ef; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with arry other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. V%J J 111111/�� 5) Provide to mechr(s)forcouss to truss connections. \\\\ S A, (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 3 and 258 b uplift at joint2. iIe 6) Semi -rigid pftchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. `�� .' �\ G E N 5+' •. ice. LOAD CASE(S) Standard G 39380 *. ATE 00 ss,O\E N A% %%%`e` FL Cert. 6634 April 29,2014 Q WARMNG - Der7, fly design pmmadens and RSAD N07£S ON7NISAIM INCLTIDBD IdURKREPERSNCEPAGE39I.7473 BEFORS ES Dedgnvalid for ussonlywim Mgek cormectara TMtdeslgnabased oNy Lponparametersshow and bforani "dual buld'ng component. IMF Appicabitity o! tledgn parameters and proper IncorporoAon of component is responvblily of bwltling designer -not huss devgner. &acing shown Ls for lateral suppod0f trdivlduol web members aNy. Atltlihonal tempa0ry bradng to Irene stobdiry duMg conNmctlan b the respornbltiN of itre erector. Atltlition0l pemtanenf Gac41q of fhe overdl slmcive isitte resporsm011y alma bulduxl tlesigner. For general gudance regardctg fabdcolio¢ quality carrot. storage, delivery, erection ottd bating, coreJt ANSIRPII Quality Otiteda, DS&a9 and BC51 Building Component MiTek' ham Tnus Plate hsstiMe. 781 N. Lee Sheet Srdte 312M oncri VA72314. Safety Inlomna a. IS,) NSoutltem Ptne (5P] NmberisspeNOed, Me design values are Mace eRectitre 06/0a/2013 by AISC 6904 Pedro East BNd. Tampa, FL 33610.4115 o1 nubs Truss type City Ply Marline Reeldenae T628D142 ]18g7 J7 MONO TRUSS 26 1 I �__ _ „, ----- Jab Reference (optional) 7.350 a Sep 27 2012 MRek lndu9deS, Ina Mm Apr 2B 14:22:172D14 Pagel ID_Ra69blrDzlOfcjsmemTl9yggkD-GHDkUW RydwsrJNOyOwnLawB1 MjcgFayHphTITXzMAsa Scale = 120.7 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Ved(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Ved(TL) -0.15 4-7 >546 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 25 tub FT=O% LUMBER BRACING TOP CHORD 2(4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS Qb/size) 3=115/Mechanical, 2=359/0-e-0 (min. 0-1-e), 4=56/Mechanical Max Horz2--M(LC 8) Max Up1'At3— 135(LC 8), 2— 294(LC 8) Max Gmv3=165(LC 13), 2=440(LC 13), 4=102(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=880/282 BOT CHORD 2-0=-408/1019 NOTES 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--80h; L=70ft; eave=8ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 111)1I 1111/// �� /// A. / 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 3 and 2941) uplift at ♦♦♦ p,S q� /' ♦ \`+` e joint 2. 6) 'Semi -rigid phchbreaks including heels' Member end fairy wa model s used in the analysis and design of this truss. . ♦♦ E N 1i `♦,`�: � VG S� 9�i� i LOAD CASE(S) Standard 6 39380 •'. Virr ATE .O c F � 0 R O P �N .,/ss;pNAl et%t%%% FL Celt. 6634 April 29,2014 ®WARMNG-V.%d6igm p�nerd READ NOTES ONTRIS APRI INCLUDED IarTP.ICREPERENCE PAGE JOI.7473 BEFORE USE. Deslpn valid for use only with Me.4Tek connectors Mils design u based only upon porometen9iown. antl is for an lndMdual building component. n parameters and Appl ability of dgIncorporation is incorporan bulding designer �� proper ofcemponent responsibility of -not fias designer. Binding shown is for lateral support of Individual web members only. Addrioral temporary bracing to Insure stability during construction tithe respontlbllify of the erector. Addlional bracing the istherespausS70dy buiding designer. MTek' permanent of overall structure ofthe For general guidance regarding fabrication, quality control, storage. delMery, ereafion and bracing, corwit ANSlfl?d Quality Quarto. DSB-89 and Bar Budding component smeN Information p¢�lable from Tnm Plate Irntitute, 781 N. lee Sheet Shute 312, Alexandda VA 22314. If SauMem Pine tSP) tumberlsspecified, the design values are those effective O6/01/2DT3 by AISC 6904 Parke East Blvd. Tampa, FL 33810<118 Job toss ruse ype y 6 iae Resdenm T6260143 71847 JCS SPECIAL 4 1 re — — Job Reference factional 7.3eV55ep272%2MIfeKIACe4ae5,lna. Mon Apr2614:M1e2014 Pagel ID:_Ra69birDzlOfcjsmemTSyggkD-kUn66 SaOEJxXbgxdla77j7u6OE_1CQ,--s zzMAaZ -2-" 3-2-0 5-0-0 2-" 3-2-0 1-10-0 Scale = 1:16.7 Plate Offsets(XY), f3'0-3-00-1-141 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Ven(LL) 0.03 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.05 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 We n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 20lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 4=65/Mechanical, 2=287/0-8-0 (min. 0-1-8), 5S0/Mechanical Max Hoa2=179(LC 8) Max Uplift4=-61(LC 8), 2=-261(LC 8). 5=-19(LC 8) Max Gmv4=90(LC 13), 2=352(LC 13), 5=62(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-318/93 BOTCHORD 2-6=-179/449 BRACING TOP CHORD Structural wood sheathing directly applied or5-0-0do pudins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDLL.0psf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. II; Fxp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 3) * This truss has been designed r a live load ofsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I, 11111� between the hobo chord and members 4) Refer to girder(s) for truss to truss connections. ,``I%II P.s A, 7 5 Provide mechanical connection ) g p capable g p 1 p 1 (by others of truss to bearing late c able of withstanding 61 lb uplift at joint 4, 261 to uplift at joint 2 19 m 5. ,`% �% �'' * EN*' ,Z`; -, \ S. and uplift at joint � 6) 'Semi -rigid p8chbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard = 0 3938 -k ATE O� :.'4U�; 0R10P 11fr 1111111 FL Cert. 6634 April 29,2014 Q WARNING-9mf9d 19-Pmmnei!. and RRAO ND713S ON111i INCL1Rl W=RR ERRNCRPBGE6R7.7473 RRPORE 058. Dedgnvalidfor use only with Mgek connectors fits design Lsbased only upon parometersshown, aid Is for an lndMdual balding component. Applicability of design parameters and proper Incorporation of componentu responsibilM of bulding designer - not Tuns designer. Bracing shown 5 for lateral support of Individual web members only. Additional temporary bracng to li v e stability tlimng conshucton isther erector. Additional esponvdi regarding of the perm raceg o/ fie overall ba of lhQ budding designer. For general MiTek' . stora and acing. onaltmbbly Buddingompo ekanon quality conh avalabl storage. ds Plate erection and bmdrg. et, stb 31Z Nee Quality Cdl231 DSB-69 and BC31 Building component solely Safety been in Lee STaet, fromTrussPlate Inutile,esi Aective0 VA22314. 6904 Parke East BIW. (SP) r. tho372 It Soutlrem P"me (SP) tumberisspecifietl, M¢ tlesign values are Maze effective 06/01/2013 by ALSC Temp., FL 336104115 Job russ Truss Type LAY Ply Modine Residence 71 e47 JC7 SPECIAL 3 1 T6280140 Job Reference otional 7.350 s 5.27 W12 MTek Induddee. Inc, 3Q-0 Scale = 1:20.7 Plate Offsets (X Y): 13:0-3-8 0.1-141 LOADING(psf) SPACING 2-0-0 CS] DEFL in (hoc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.09 3-5 >874 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.15 3-5 >551 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(rL) 0.07 5 Na n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 27b FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (Ib/size) 4=105/Mecha tical, 2=364/0-8-0 (min. 0-1-8), 5=62/Mechanical Max Hoa2=223(LC 8) Max Upl'At4=-10B(LC 8), 2= 297(LC 8), 5=-14(LC 8) Max Grav4=146(LC 13), 2=446(LC 13). 5=88(LC 3) FORCES (Ib) - Max. Comp.Mtax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-982/334 BOT CHORD 2-6=-454/1151 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0oc plidins. BOTCHORD Rigid ceiling direly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=aft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOI^1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 111111111111 fit between the bottom chord and any other members. �%%" p,S. A. `,q 4) Refer to girder(s) for truss to tmss connections. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1081b uplift at joint 4, 297lb uplift at joint E N and 14b uplift at joint 5. `��;'�\C' 6)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 3938( a ATE :�4t1` P rS� O R 1.Q.\_�: NAI 1O FL Cert. 6634 April 29,2014 Q WARHI -V—fg dasi9n parm d. and READ Nom ON 2wis AND INCLuDEDa0]EKREPERENCE PAGE JIIh7473 E6PORE USE. Design valid for use only wen MTek connectm rrus design is based only upon parameters shown and is for an irsiNkfual busdhg component. Applicability of design parameters and proper hcoryorolion of component Is responsibUity of building designer -not buss designer. Bracing shown is folatwd orypod of Individual web members only. Additional temporarybraWg to Inoue stability dutQ construction Lsthe responvbility of the erector. Additional permanent bracing of fhe overdl structure Isms respoiwbary of the bustling designer. For general guidance regardhg MireW fabricalim quatliy, control, storage, delivery, erection and brachg• consult AN51/TPl1 Quality Qiteda, DSB-89 and BCSI Building Component 6904 Parke East 8W. Safely Information available from T s Plate Institute, 781 N. Lee Street Suite 312 Alexandda VA 22314. If 8oudsem Pine Ise) Iumberis specified, the design values are ttiose effective 06/01/2013 by Al5t Tampa, FL 33610-4115 o Truss ruse ype y Mo4me Resi4enm 71847 Js1 SPECIAL q 1 T62Be146 1.__..._ Job Reference(optional) 2012 Mi A 11io d Scale = 1:8.3 LOADING(psf) SPACING 2-0-1 CS] DEFL in (lox) tldefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Ver(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 7lb FT=O% LUMBER BRACING TOP CHORD 2z4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or6-0-0oc bracing. M7ek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=217/0-8-0 (min. 0.1-8), 2=217/0.8-0 (min. 0-1-8), 4=-63/Mechanical Max Horz2=97(LC 8) Max Uplitt2= 340(LC 8), 4=-SO(LC 2) Max Gmv2=264(LC 2), 2=217(LC 1), 4=140(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L—.70ft; eave=8h; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity PS A. of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 2 and 80 Ib uplift at joint PS A • � i 4. 7) 'Semi -rigid phchbmaks including heels" Member end fixity model was used in the analysis and design of this truss. �.r • 11 ENS .. �. LOAD CASE(S) Standard 393801 :O 5 ATEAIN FL Cert. 6634 April 29,2014 0 WA AFG -V-ft da19nPm.e. xmd READ MM ON MS AND INCLUDED 119MKREFERBNCE PAGE IBI.7473 BEPORE t/SE Datignvalid for use only with Mgek connectors.lFns tleign is bcsed oNy upon parametersshown,and"or an lydMdual buJd'erg component. Applicadllty of deign parameiersand proper trlcoryoralian of component is responeb0iry of bultlmg deigner-not huss tleigner. &aGng drown b forlvteral support or kldivitlual webmembers oNy. Atltlitianal temporary bracing to lrWue stoblity tlumg comhuctionuthe respon4�lli}y offs erector. Atltliflorld permanent bra�'eg of hra overoll shuchue I t reXwrwbtliry of me buld'u1g tleslgrler. For general guidance rerlortlkg fab4cWion qualBy control, storage, the Nery, ereclbn ord bacug, conult AN61RPI7 Quality Cdteda, DSB-B9 and f1C518u�dNg Component MiTek" Salary Intormalion JS'J 1. him Truss Plate hsstilute. ]81 N. Lee Sheet. Sine 312 Alexontl1 If Soutbem Ihne (SP) Iumberisspe[i'ed, the design valuesare Muse effective . VA 72314. 06/OI/2013 by ALSO 6904 Parke Eesl BNd, Tampa, FL 33910-4115 Job s toss ype Uty Ply Modme Readence 62e0146 ]184] JS3 sPECLLL 4 1 rn•T.eA r ,M _ o, T Job Reference (optional Lv'. mI I arc lnau9ne% InM MW/ r2M 14:T 1e 2014 Vage1 ID:_Ra69birDzlOfcjsmemTl9yggkD-CgLVvBTC9Y67ZhALVLppfLGldW PRjUSaHy]XOzMAeY I -2-0-0 3P0 I 200 34Y0 Scale = 1:12.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) VdeB Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(rL) -0.01 4-7 >999 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 13lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4SPNo.3 REACTIONS (Ib/size) 3=4O/Mechanical,2=214/0-8-0 (min. 0-1-8),4=19/Mechanical Max Horz2=134(LC 8) Max Uplift3=-33(LC 5), 2= 251(LC 8) Max Gmv3S9(LC 13), 2=259(LC 13), 4--15(LC 3) FORCES (lb) - Max. CompiMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-252/133 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=80ft; L=70tt; eave=8ft; Cat. II; Exio C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. \,\\\ 11111 /// 5)Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI I angle to grain formula. Building designer should verify capacity \\\ of bearing surface. %%\_^ p,S A, 4 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 33lb uplift at joint 3 and 251 lb uplift at joint `��% 0\,. •. . E /. S2. <e•9A�],�/ 7) "Semi -rigid pitchbreaks including heels' Member end tufty model was used in the analysis and design of this truss. : O 8 • y'`�j LOAD CASE(S) Standard 'h ATE O''. 1u FL Cert. 6634 April 29,2014 Q WA M-Verily drsiya pmmne. and READ N01HS OM PHIS AM 1NCLUDED A97HKRHPERBNCB PAGB M 74M BEFORE USE. Degggn vclidlor use oNy wim MTek coreectors. Mile ded0n isbased oNy upon pacmelerssMwn antl isforanlMivltluol bWtivlg component. Appllcabiliiy of dev0n parameterspn0 proper trlcorporcllon olcomponeNls resporvb0ity o! bufldvg dedgner-notfruss tlesigner. &adrg shown is forloterol srpporl of'vldividucl web members oNy. AdtlrManal temporary bracing to Inuae slobhlN draing corssfiuclion isttre raspoitib911N o! 1he erector. Additiondpennanenibrocin9go/theoverollsLuchaeisMeresporsb0iryofdrebuildingde90nacFageneralgitltlonoeregard'mg (abdcpflort qualHy confrd, sior00e.delN.W brachg.cow.HANSIRPit MiTek' erectbn orM 6ucliNCrltedaDSB-89 and BC51 Bu6dmg Component SmeN Information wc0oble from Tnas Rate trsstrru 7a1 N. Lee Sheet Sole 312 AlexorM0. VA 22��314. It Sauthem Pine(5p)lumberisspearetl,the dezisrlvalees are those efteotiva 061, 2013 byALSt 6904 Palle East Btvtl. Tampa, FL33610<115 Job Puss toss ype y y Mp 6. Residence 6280147 ]1847 JSS SPECIAL 4 1 Job Reference(optional) Z9a0s5epv2ol2Mneklnaeslaes,lac nbrl npr2f{14:B:1a'2V14 Pagel ID:_Ra6gbirDzlOfcjsmemTl9yggkaCgLVvBTC9Y6ZZl WLVLppfLGIdWLVIUSaH}2XOzMAaY 5-0-0 5-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TO 0.51 Ven(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.36 Vert(rL) -0.06 4-7 >916 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n1a Na BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=87/Mechanical,2=2651"-0 (min. 0-1-8),4=49/1VIechanical Max Horz2=179(LC 8) Max Uplift3=-91(LC 8), 2= 256(LC 8) Max Gmv3=125(LC 13), 2=321(LC 13), 4=84(LC 3) FORCES Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/105 Santa - 1:117 2 PLATES GRIP MT20 2441190 Weight 19 lb FT=O% BRACING TOP CHORD Structural wood sheathing directly applied or5-0-0 oc purins. BOT CHORD Rigid ceiling directlyapplied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=80ft; L=70f; eave=8ft; Cat. II; 6cp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will fin between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `t%J11111111/l� 5)Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI l angle to grain formula. Building designer should verify capacity �� / of bearing surface.PS A• q 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 3 and 256 m uplift at join • C E N S,' • • e-9A'�i �i 2t 7) 'Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. `��0 �� ;• V E. USX 3 938 0 LOAD CASE(S) Standard *' :ram -O.• ATE :�([/` E Cert. 6634 April 29,2014 Q ISARMNG -Vet fly dai9n Pmmndm.dREAD N07£S ONTHIS AND INCLUDED rA7L'ICREPERP,NCEPAGE DIN-7473 BEFORE USE. Design valid for use only With MTek connectors. Riudeeignisbased orlylponlaammetersshow antltsforanindNldud bachgcomponenl. Applicability of design parameters and proper Incorporation of componentis resporwbiity of builds ng designer -not tlucs designer. &acing drown is for lateral support of kldr0dual web members only. Additional temporary bracing to Inane stability during condnlction is fhe resporuibili y of the erector. Additional bracing Ire MiTek' permanent of overall slluckae kthe resparwbllty ofthe balding deilipner. For general gudwce regarding fabdcaton quality control, storage, delivery, erection and brackv, con uit ANSI/fPll Quality Criteria DSE-89 and BCSI BuildingComponent Sxdety Intonnalion available from Tess Plate institute,781 N. Lee Street SLde3l2 Alexandra VA 22314. If utirean Pine 1SP) lumberis specified, Me design values are Mole effective 06/01/2013 by ALSC 69N Parke East Bind. Tampa, FL 3361"l15 job Truss tosstype y Modhe ReeiCeace 71847 JS7 SPECIAL 9 1 T6260148 ...__.__._.__.__ .__.,.___�.,,...... Job Reference tiara 7.350s Sep272012MiTekl dustdes,lnc klon Aprnl,t. 2:192014 Paget ID;_Ra69blrDzlOfcjsmemTl9yggkD-CgLVvBTC9Y6ZZhALVLppf LGLZWFC)USeH-WQzMAaY Scale = 1:20.7 LOADING(pso SPACING 2-0-0 CSI DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.10 4-7 >829 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.76 Ven(rQ -0.25 4-7 >327 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(TL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 25 lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=134/Mechanical, 2=323/0-8-0 (min. 0-1-8), 4=72/Mechanical Max Horz2=223(LC 8) Max Up1183=-145(LC 8), 2=-275(LC 8) Max Gmv3=191(LC 13), 2=392(LC 13), 4=118(LC 3) FORCES gb) - Max. CompAMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 288/67 BRACING TOP CHORD Structural wood sheathing directly applied or6-PO oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bmang be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=158; B=80ft; L=708; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI l angle to grain formula. Building designer should verify capacity ,�� S A of bearing surface. `0 P q 6) joint p Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145Ib uplift at joint 3 and 275 b uplift at `%% 0\,.` ''E•(1J.8 G E 7)'Semi-rigid p8chbreaks including heels' Member end fgciTy modal was used in the analysis and design of this truss.3938( r ° LOAD CASE(S) Standard "k FL Cert. 6634 April 29,2014 QWd NG-Pertly dafgn Part. and RE4D N07S5 ON 7NIS AM INCLUDED MMUCREFERENCE PAGE MI.7473 BEFORE I/SS. Dae�sIggnvalid for uvioNy¢ MTo'cormacbrs. Rile tledgn Labnsetl aNy upon paramefers4rown and Ls loran intlNltlu0l bultlng component. Applicabill' of deign parameters and proper hlcorporaHon of component is responvb�Ity of bultlhg designer- noon,°. tlesigner. &sang ahovm �l b for lateral supportof nd'Ndual web members ere<for. AtldiBonol permanent txochp fabdcagon quality control, storage, be oNy. AddiHonat temporarytracing to lrwae stability dung corutrucgon tithe responvbtlity of the of the aver�I shucRae is the respomibONy oflhebWdeg tlesigner. Far general gitidonce regardhg Ne', bacn9, �p MiTek' erection and convdt pN51RPll Oup1iN Criteria, OS&89 antl BCSI Bugtling Canponent sole' Inlarmafion ova0able from T_ Plate Int}8ufe, 781 N. Lee Sheet. Srdle 312 Alexarltlda. VA 22314. If Sautltem Pine (SP) lumber i.sPeci6ed, Me tlesign values are those eRecdve O6/Ol/2013 by ALSG 6904 Pella East eNd. Terra, erra , R.33610-4115 Job rU65 I rues I yVe y Mod'ne Resitlenm T6280149 71847 KJ7 MONO TRUSS 2 1 Job Reference o tlore J PL xuiz MI I eR nuum Ie9, RIG rom Ppr zu 14 W42U 2014 Page l -2-9-15 ID:_Rafi96irDZlOfclsmemTlgyggk0.gsvt7XTgwrFOArkX32K2CYpWuwjUSt4VehX3szMAaX 5 e3 9- _1 2-9-15 5.63 I 4104 Scale: 1/2'=l' LOADING(psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/rP12007 CS] TC 0.35 BC 0.18 WB 0.30 (Matrix-M) DEFL in Vert(LL) 0.02 Vert(TL) -0.04 HOrz(TL) 0.01 (loc) Udell Ud 5-6 >999 360 5-6 >999 240 __ 5 n/a N_a PLATES GRIP MT20 244/190 Weight: 42lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudirls. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracng be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS Qb/size) 4=161/Mechanical, 2=393/0.11-5 (min. 0-1-8), 5=332/Mechanical Max Horz2=261(LC 8) Max Uplih4=-193(LC 8). 2=-340(LC 8), 5=-157(LC 8) Max Grav4=236(LC 13), 2.164(LC 2), 5=406(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-740/229 BOT CHORD 2b=384/748, 5-0=384/748 WEBS 3-5=818/420 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=8ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 1111111111 /�/ 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� fit between the bottom chord and arty other members. ,`�-c� p,S A, q e,� 4) Refer to girder(s) for truss to truss connections. ��1 O\V,•' Ci E N ' <e 4,e 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 Ib uplift at joint 4, 340 b uplift at joint 2: "X �.V SE�_ and 157lb uplift at joint 5. b 39 83 0 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ` * ; / 0 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=125 :. ATE :• Uniform Loads (pIQ Vert:1-2-44 i O •' Trapezoidal Loads (pIQ �'.'n��< p Fl (p Q;: ,�� Vert: 2=0(F=22, B=22)4041 108(F=-32, B=-32), 7=0(F=10, B=10}to-5= 49(F=15, B-15) '�,Ss,;� N A' ��0 1: %IIIIII 01 FL Cert. 6634 April 29,2014 QWd KG-V�tgrzpammRG .,!R" MO ON7AfSdAmfN MEOMFKREPERENCEPBGSl91.7473HEPORST7S&. Deslnnvalltl fw use oNy wiM MTek cormeciorx 11li1 desB0" based aNy upon ocmmetersshow and B for an iMNltlud balding component. ApPi cadlity of deign pcmmeters and InrnrporaXon is bu11tlu18 designer I� proper of componeN resporssm�ity of -not tnas dedgner. &acing shown is forlatem support of hd dual web members oNy. AdOitbrwl temporary traCvg to Invve s1abPRy during conshuclianhttre responvb111iN of the erector. Ad1inorlotpertnanenibrac'ulgoftheoverdlshuchaeismermpanlUaHyoffhebuld'elgdeslgner.Forgeneralgiidorlceregorticg MiTek' fabdcatiort qudily conhd. storage, tle,Nery, erec'_ and tracNg, conuit pN61RPll OualiN Criteda, DSa-09 and aC51 Budding Component Safety InlormOfiOn waJable from Trues Plate butltute, 781 N. Lee Sheet Suite 312 Alexandria VA 22314 6904 Parke East BNd. 1(Soud,em Pine (SP) lumberis ipeci5ed, the design values are Muse ¢ffective O6/Ol/20I3 by AISC Tempo, FL 336103115 Job I rues rues Type y Mo4me 6esidenm ]184] KJC7 SPECIAL 2 1 TmW150 Job Reference(optional) Sul. = 1:24.7 LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/rP12007 CSI TC 0.48 BC 0.93 WB 0.01 (Matrix-M) DEFL in Vert(LL) 0.23 Vert(TL) -0.40 Horz(TL) 0.13 (loc) Vdefl L/d 8 >505 360 8 >292 240 6 n/a Na PLATES GRIP MT20 244/190 Weight: 441b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-10-15 oc puffins. BOT CHORD 2x6 SP No.2'Excepl' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-8:2x4 SP M 30 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/,size) 5=231/Mechanical, 2-r46/0-11-5 (min. 0-1-e), 6=237/Tvlechanical Max Horz2=261(LC 8) Max Uplifts= 249(LC 8), 2=-362(LC 8), 6— 70(LC 8) Max Gray5=329(LG 13), 2=523(LC 2), 6=279(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1436/306, 3-4=-473/0 BOT CHORD 2-7= 433/1609, 4-7= 56/370 NOTES 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=80fC L_-701t; eave=8ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) This truiss has been designed for a between he bottom chord and arty live toad of membersPsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit ````II I I 1111I11j,,, 4)Refer to girder(s) for truss to truss connections. 44 5) Provide mechanical connection (by othersof truss to bearing late \V, • • • • g p capable of withstanding 249 lb uplift at joint 5, 362 m uplift at joint 2 �� O E N • • 6 e. and 70 m uplift at joint 6.S'E•.'9� 6) "Semi -rigid pitchbmaks including heels" Member end fairy model was used in the analysis and design of this truss. _�� • T`�I 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from IF) or back (B). = * ; • PYO 39380 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 r� Urffonn Loads(plf) ATE �G Vert: 1-2-44 Trapezoidal Loads (plf) AN � Vert: 2--li 2, B=22)-to-4=-49(F= 2, B= 2), 4=-09(F=2, B=-2)-to-5=-108(F=-32, B_ 32), 9=0(F=10, B=10}to-7= 15(F=2, B=2),"' •'• 0 R 1 D - 7=-15(F=2, B=2)-10-8= 22(F=-1, 131), 4= 22(F=-1, B= 1}to-6=-49(F=-15, B= 15), 7— 15(F=2, B=2)-to4= 22(F— 1, B=-1) �i�7sS�Q�C\�,, FL Cert. 6634 April 29,2014 Q WARNDPG -Verify d-ig. Paramd. and READ NOES ON 77HS A11D7 INCLUDED 11E7EKREPE1ZENCE PAGE M1.74TJ 8EP0176 USE Design valid for use only with Weir connectors lttis design is based a* upon parameters down and is for an individual buldbg comlaonent. � Applimloli%of design parameters and proper Incorporation of components respmwbldy of building designer- not truss designer. Wading down btorlatedl PP rtotixlividualwebmembemo y. Additional tempworybracing to inuaestabdity during construction is the responsibility of the erector. Additional permanent bracing of the overall structure lsthe rosrwnsioMy of the bWdng desgner. For general gudanm regarding MiTek• fabdcadon quality control, storage, delivery. erection and bracing, consult ANSIRPII Quality Cdteda, DS8.89 and BCSI Buldmg Component 6s04 Parke East SW. Safe% Ind ormafor, available from Truss Plate Institute. 781 N. Lee street Sude312 Nexandda VA 22314. Tampa, FL 336t0-0t 15 fSoutirem Pine (SP) lumberis spewed, Me desim valuesam those effective G6/01/2013 by AISC Job cuss cuss 'Pe y y Moline ReSken[e 1 T6280151 71847 KJa] ePECW- 2 1 Job Reference (optional) Mort Apr 2814:22:21 2014 Scale - 1:24.7 4 LOADING(psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/rP12007 CSI TC 0.35 BC 0.23 WB 0.27 (Matrix-M) DEFL in Vert(LL) 0.04 Vert(TL) -0.08 Horz(TL) 0.01 (loc) Vdefl Ud 6 >999 360 6-9 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 40lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=132/Mechanical, 2=395N38 (min. 0.1-8), 5=358Rvtechanical Max Horz2=261(LC 8) Max Uplift4— 161(LC 8), 2=352(LC 8), 5— 178(LC 8) Max Grav4=192(LC 13), 2=467(LC 2), 5--454(LC 13) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1125/363 BOT CHORD 2-6= 501/1125, 5-6— 509/1126 WEBS 3-5=-1129/508 NOTES 1) Wind; ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=80ft; L=70ft; eave=8ft; Cat. II; Exp C; End., GCpi0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 111111 I fill,, 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �% #�� fit between the bottom chord and arry other members. `%% p,S A • qC� O .... . 4) Refer to girder(s) for truss to truss connections. � Ci E N qA 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. BuildS ng designer should verity capacity: /�?: �.� of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 4, 352lb uplrfl at joint `O 3 93 8 0 •: �= and 178 lb uplift at joint 5. * _ 7) "Semi -rigid phchbroaks including heels"Member end fixity model was used in the analysis and design of this truss. = t 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard - b ATE 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 i�,n •• T �� Uniform Loads (pIQ Trepezoidal Loads (ploVert: 2 0( =22, B=22)-to-4= 108(F=-32, B_ 32), 7=0(F=10, B=10}to-5=-09(F=-15, B-15) ��ss;JIN A; ��, F77FL C . 6634 April 29,2014 Q WARNING. VMfg deign P—ders aad READ NOMS ON 2E766ND INCLUDED b17]BXRUERENCOPAGEDB1.7473 BEFORE USE. Desl9nvalidfor use orgy with M7ek connectors This design isbased only upon parametersshov and is for an indMduol buldng component. Applloobtity of design parameters and proper incorporation of component is responsiblity of buldng dedgner - not fiuu dedgner. Bracing shown Is for lateral suppod of individual web members only. Additional temporarylxacyxl to Insure stability duMg corntructlon ismo resporwblliy of the erect«. Additional permanembracing Of Me overall structure Is the respons3OBly of the buldng designer. For general grd1mceregardrcg MiTek' fobdcarlon, quohly control, storage, delivery, erection and badn9, c»nvB ANSIAPII Quality CrleAc. DSB-89 and BCSI Bulding Cornponenl Safety InfcanaBon available from Truss Plate InstiNte, 781 N. Lee Sheet Sure312, Alexandra VA 22314. 9eoa Parke East Blvd. ParkeEast Bl115 rf Soutllem Pig- (SP) tomb-ris specified, the desi®f values are those effect ive06/01/2013 by A1S0 Tampa, Job russ I rush I ype Modhe R..idenm T62NI52 71847 MV2 VALLEY 2 1 Job Reference otiorla 1.6W5bePWzu1z M11eKIflaa9ne9,19c. M Apr2914:M222014 Pagel ID:_Ra6gbirDzlOiclsmemTl9yggkD-cF1 dYDVSRTVBQ9=ATN W H=KkROwgCOzyAeelzMAaV 20 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Ildet Ud TCLL 20.0 Plates Increase 1.25 TC 0.04 Ved(LL) Na - Na 999 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) Na - Na 999 BCLL 0.0 • Rep Stress Incr YES WB 0.00 HOR(TL) -0.00 2 n/a Na BCDL 10.0 Code FBC20107rP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 GOT CHORD 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (Ib/size) 1=41/2-0-0 (min. 0-1-8), 2=28/2-0-0 (min. 0-1-8), 3=13f2-0-0 (min. 0-1-8) Max Ho¢ 1=28(LC 8) Max Upl'dit— 19(LC 8), 2=-35(LC 8) Max Grev 1=49(LC 13), 2.10(LC 13), 3=25(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. Swle = 1:7.0 PLATES GRIP MT20 244/190 Weight:5 to FT=O% Structural wood sheathing direly applied or 2-0-0 oc putting Rigid ceiling directly applied or 10-0-0 ombracing. MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation Guide. NOTES 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDI--3.Opsf; h=158; B=80h; L=70ft; eava=_8ft; Cat. II; Fxp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity tiIII f l IIII of bearing surface. `%% II�J* 6) Provide mechanical connection (by others) of toss to bearing plaza capable of withstanding 19 lb uplift at joint 1 and 35 lb uplift at joint 2.,�%O�P` .. A'• A�e �i1 7) Semi -rigid puchbreaks including heels' Membar end fairy model was used in the analysis and design of this truss. ��.r .• �\ G E N S •' •.9j�% LOAD CASE(S) Standard D 39380 0. ATE T' '.�F ** 0 R 1 Q P Cj�=� e.;SS,0NAt �"o FL Cert. 6634 April 29,2014 0 WARNING -Verify delys Parmneters =d READ 1V07P.S ON77HE AND IMLODBD MM3KRBPBRENCB PAGE b81-7i73 BBPORB r/88. Deagnvalid for use ody with Musk cemectom ltla deign isbased only upon parameters!how antl¢ foron lndlAdual balding component. Applicability of desgn poramefers and proper 4scolpor-' ofcomponeMis responvbddy of buitlirlg tlasgner-nothuss tle9gner. &acingshown ' 6 for 101ero1 suppod of trWivldual web members oNy. Adtlitionat temporarybacNg to iruwe stabdlly tlurug corotmctlon Lsihe responikldlky of Mre erector. AddiltonalpelmanenibracbgotiheoverallslluctureistherespasvbdlryotihebWdinBtlesigner.Forgeneralgtlidanceregartleg MiTek' fobdcaflan quality conhd, storage, tlelNery, eredbn and bacnB• conudi pN51RP11 Quality C111ada fly&A9 and 8C51 Budding Camponenl Safely Inlortnallon wadable hom Tnss Plate trsstitute. 781 N. Lee Street Suite 312 AlexonOda VA 22314. 6906 Palle East BNd. If Sautllem pine (5Pj IumberizzpecRicd, the design valuesare tllose aRecOve 06/01/IOI3 by ALSO Tampa, FL 33610i115 Job I ru65 I russ I Ype Lry Wdh. Residence 71647 1!V4 VALLEY 2 1 T6230153 Job Reference atlona 7.350 s Sep 272012 MTek Industries,Inc. Met Apr 281422MM14 Pagel ID:_Ra6gbirDzi0fcismemTlgyggkD-cF1 dYDV5RTV80gmATNWHzuu_kPmgCOzyAe8lzMAeV Scale = 1:11.3 30 i LOADING(psf) SPACING 2-0-0 CSI DEL in (loc) Well Ud PLATES GRIP TCLL 20.0 Flares Increase 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.19 Veri(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 13 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=100/4-0-0 (min. 0-1-8),3=100/4-D-0 (min. 0-1-8) Max Hom1=70(LC 8) Max Upliftl---47(LC 8). 3= 76(LC 8) Max Grav 1=122(LC 13), 3=131(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0oc'pudins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L--70ft; eave=8th Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber D0L--1.60 plate grip D0L--1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with arty other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bosom chord in all areas where a rectangle 380 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1111111 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 76 lb uplift at joint %�PSA 3. ` �G . 6)'Semi-rigid pflchbreaks including heals" Member end fairy model was used in the analysis and design of this truss. ��` O ''E N 5 LOAD CASE(S) Standard D 39380 -�. ATE 1�ieCC 4 O R\ O SS;O FL Cert. 6634 April 29,2014 Q WARN7N77-Veryfy des7gn pa�neters artd REaD NO7WOMMISA INCLUDEDMRPXRPFERCNCEPAGEBDf-74MBFFOREUSE, Dnntaiidforuse only with MTek corrector This design isbased orgy upon parometensrx, n and a for an lnclMdual bWdng component. App cadliN of dies Ion peameters and proper hcorporcron of componwrl isresporwbuly of Molding designer - nottmss designer, trading shown a forlateral support of Individual web members only. Additional temporary bracing to Insure sfab9ity during construction is Me resporwbili of the erect". Additorrdipermanentbocmgotmeovwdlshuchaeistherespombailyofi breldhgdesigrrer.Fwgerreralgddanceregardb t Welk' fabrication qualBy control, storage, de very, erection and bracing. 0000it ANSIR911 Quality Criteria, DS&89 and BCSI Building Competent saleN Information wadable ham Tnas Plate hssttiute, 781 N. Lee Sheet, Sine 312 Plexondria, VA 22314. e.In 6904 perks East Blvd. If mpine(SP) lumber is specified, the design values are these effective 06/07/2019 by ALSO Temps, FL 33s1R4t 15 job I cuss Truss I ype cay ply t4odine Residence 628D154 ]184] MV6 VALLEY 2 1 Jab Reference (notional) rvnrm,ry r,. a.aee 7.35055ep2]2012MITex NOuslne3,Na MMApr2014: 2:IL20l4 Pagel ID:_Ra69blrDzlOfcismemTlgyggkD-cF1 dYDVSRT V809uwATN W Hzum W kJBugCOzyAe8lzMAaV 6-M 6-00 r': R711 34 4 2x3 11 LOADING (Pat) SPACING 2-0-0 CS] DEFL in (loc) Well Lid TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) n/a - Na 999 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Na Na BCDL 10.0 Code FBC201O/TP12007 (Matrix) LUMBER BRACING TOP CHORD 20 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS (lb/size) 1=164/6-0-0 (min. 0.1-8), 3=164/6-0-0 (min. 0-1-8) Max Harz 1=115(LC 8) Max Upliftl= 77(LC 8), 3= 124(LC 8) Max Grav1=200(LC 13), 3=214(LC 13) FORCES Qb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 3/4'=V PLATES GRIP MT20 244/190 Weight: 20 lb FT=O% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=8011; L=701t; eave=81t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional): Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 11111111 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 77 lb uplift at joint 1 and 1241b uplift at joint3. ,%�I_`t�`PS A, q 6 'Semi -rigid achbreaks including heels" Member end foci model was used in the anal %, \ ., ' • 9 P 9 ry analysis and design of this truss. �� C E N 5+' • e9 �i LOAD CASE(S) Standard D 39380p is :fFr O. ATE Al O R % FL Cert. 6634 April 29,2014 Q gKUVJUfG -Vmty design parmaders and READ NOTES ON1ffiSANDINCLUDED RITTEKREFERENCEPAGBDBI-7423 BEFORE ME. Design valid for use any wAth MTek connectors. This design Is based only upon parameters shown and is foran individual building component. �� Applicability of design parometers and proper IncomoraAon of component is responvbOy of buldmg designer -not truss designer. Bracing shown ort Is for lateral suppof Individual Web members ony. Addrl toal temporary bracing to Insurer stability duringcorotrucgan Isirre resiconvblliry of the erector. Addiflonn permanent brochg of the overall shuahae is the respoinblity of the bWdhg designer. For general gudai regarding WOW fmdcation quolily control, storage, delNery, erecgon and bracing, consult ANSIRPII Quality Criteria, DSB.89 and BCSI Building Cianpanenl Safety Information avalable ham Tnav Plate 8utitule, 781 N. Lee Steel. Sulte 312, Alexandrla, VA 22314. 6B04 Parke East Bard. 1,SPuthem Pines (SP) lumber, is specified, the design values are chase, effective 06/OI/2013 by ALSC Tama F P, L33610-0116 Joe I russ I russ I Vies Qty Ply Modaw Reside.. T6280155 71847 We VALLEY 2 1 Job Reference (optional 7350 s Sep 272012 MITex lrMetdee. Ina Man Apr 2914:22:232014 Pagel ID:_Ra69birDzlOfcjsmemTlByggkD-4Ra71ZWjCmd711T6kAulgBR177kef GJ9CcwBgBzMAaU 2x311 Scale=1:20.3 5 4 3x4' 21 II 2x3 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vidal Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) Na - Na 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.22 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(rL) 0.00 Na Na BCDL 10.0 Code FBC2010/fP12007 (Matrix) Weight: 29 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS (lb/size) 1=73/8-0-0 (min. 0-1-8),4=97/8-0.0 (min. 0-1-8),5=286/8-0-0 (min.0-1-8) Max Horz1=15g(LC 8) Max Uplift4=-73(LC 8), 5= 217(LC 8) Max Gmvl=85(LC 2), 4=126(LC 13), 5=374(LC 13) FORCES Qb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5_ 285/244 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oo brecing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Iratallation guide. NOTES 1) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; B=80f; L=7011; eave=aft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * between s truss hbottom been designed drool and r a live to d of 20. sPci on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willfit `,1,111111111//j�'' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 4 and 217 b uplift at joint ��%%1�`PS. A •, �9[e'�i, 6) Semi -rigid pilchbreaks including heels' Member end fairy model was used in the analysis and design of this trues.5. `�� •��G E IVS •''�.9�L LOAD CASE(S) Standard = O 39380 :0 ATE : flu` 1O N A'l I`. FL Cert. 6634 April 29,2014 0 WARNING-V. ydalga parorndes and= NOTES ONTBISAND MCLUDBD MMUCREPBRBNCBPAGB6BI.7493 BEPOBB D3B. Design valid for use oNy with MBek connectors Thisdeign Ls based any upon parametersahown, and b far on Individual blsld'ng component. Appiicabillty of deign po ameters and proper hcorporallon of component h respore7x11ty of building designer - not ft. designer. Bracing shown is for lateralsr4lport of 4ldivklual web members oNy. AddM ltemporcrybac4lgtoirwaestabdityduhgcordt cllontstheresporwbdlityofMe erector. AddMonalpermanentbracingofMeoverallstructureIsMeresporcIDlillyatthebWdirgtlmgner.Forgeneralguldonceregarding WOW fabrication, quality confrol, storage, delivery, erection and bracing, cons n ANSI/rPll OuaBly Criteria DSB-89 and BCSI BuBdmg Cornponenl Baby lnfmma8on--table from Truss Plate kWhRe.781 N. Lee Street suite 31Z Alexandria 22314. 69M Parke East Btvd. ;A If Southern Pine [SP) tumberts specified, the design veluesam Nose effective OS Ol 013 by AtSC Tempe, FL 33810-4115 Job I fuss I ype Oty Ply Modine Resider T6290156 71M7 MV10 VALLEY 1 1 I Jab Reference (optional) 7.350s5ep272012MIT9x1ndudnesJnG Man Apr2814:22:212014 Pagel ID_Ra6gbirDzlOfclsmemTlgyggkD-83TFKtUTggNHo?Jkd.,HkmUMKOgBMZtkIR4ctzMAaW 2Y3 11 Scale =1:25.0 3x4 i 2x3 II 42x3 It LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) We - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Ven(rL) We - r✓a 999 BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight: 381b FT=O% LUMBER TOP CHORD 20 SP No.3 BOT CHORD 2x4SPNo.3 WEBS 2z4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (Ib/size) 1=136/10-0-0 (min. 0-1-8),4=79/10-0-0 (min. 0-1-8),5=368/10-0.0 (min. 0-1-8) Max Horz1=204(LC 8) Max Upliftl=-19(LC 8), 4= 61(LC e), 5=-279(LC 8) Max Gmv 1=158(LC 2), 4=104(LC 13), 5=481(LC 13) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-356/300 Structural wood sheathing directly applied or6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bacing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave=Bft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (drectiona); Lumber D01--7.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreM with any other live loads. 4) f This Ines the been chord and r a live load of members sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will IIIII\I 11111I111' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1, 61 lb uplift at joint 4 `,%%I-p PS A. A�e and 279 lb uplift at joint 5. `%% p`." ENS., 9A, 6)'Semi-rigid p@chbmaks including heels' Member end (oily model was used in the analysis and design of this truss. /��: V E•_�-t LOAD CASE(S) Standard ` / J 0 39380 �. a ATE 41� �sN A EMI%% FLEW 6634 April 29,2014 0 WdRNfRri- Verify dafgn Parmaetca and READ A411E5 ommis d11 imLGDED RD7EKREPERERDB PEGS"1.7473 BEFORE t1EB. DedQnvdid for use oNy with "To"corvaMors.lhis desgn bbased only upon paramefersshown aW b loran hdMdud bW dhg component. Appliwbliry of tle9gn parameters antl proper IncoryoraHon of componenfis responvblily of bolding designer -not tnss dedgner. &Bring shown Is forlal_d support of intlivid.d web members oNy. Adtlitlonat temporary tractrg fo Inwre sfablily duNg conshucHon ¢the responvblllfy of fie erector. AddidorldpertnaranttracinaofttaoverallstruchueLsmeresporabliryofMebuldvgtledgnecForgeneralgWdorlceregordmg fabneation qudiry control, storage, tlellHery, erection bracing, MiTek' and coruJf pR51AP11 6udi,' Criteria 03u-89 and 8CS1 Bolding Component Sale,'Infotma6onwalablefrom T_plate 4utiMe, 7814 Lee Street. Sute 312 AlexaMda VA 22314. - It So drem Pine ISPI lumber is spec ad, Ne design ealuesare those ePrective 06/01/20130y A15C 6904 Parke East BNd. Tempe, FL33a1o<115 Job IT I russ I ype IZY Fly Modine Resider. 71847 MV12 GABLE 1 1 6280157 Job Reference (optional) 7.350 a Sep 272012 MiTek lnduetrles,Inc, hlon Apr 2814:22:212014 Paget ID_Ra6gbirDzlOfc)smemTl9yggkD-83TFKtUTg9NHo7JkdmrHkmLi?K_BMHtkIR4clzVAaW Scale= 1:28.4 3x4 4 5 4 Z(3 II 2x3 II LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d TCLL 20.0 Plates Increase 1.25 TO 0.20 Vert(LL) n/a - Na 999 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Hoa(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (lb/size) 1=129/12-0.0 (min. 0-1-8),4=152/12-0-0 (min. 0-1-8),5=431/12-0.0 (min. 0-1-8) Max Hom 1=249(LC 8) Max Uplrft4=-115(LC 8), 5= 327(LC 8) Max Gmvl=149(LC 2), 4=198(LC 13), 5=564(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-426/361 PLATES GRIP MT20 2441190 Weight: 45 B1 Fr=O% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VB11=160mph (3-second gust) Vasd=124mph; TCDL 3.2psf; BCDL=3.Opsf; h--15f1; B=Haft; L=7011; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcumant with any other live loads. 4)' This truss has been designed for a live load of 20.0psr on the bottom chord in all areas where a rectangle "-0 tall by 2-0-0 wide will `IIIII1111111 fit between the bottom chord and any other members. � 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 4 and 327 Ib uplift at -.0_n p,S A. q joints. ,,�� ..\CENS. 6) "Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 39380 *. -0 ATE FL Cert. 6634 April 29,2014 Q WARNING-Vrrfrg design parwnd. and READ N07ES 097WSAAm INCLUDED M17L'ICREPERENCEPAGEAEI.7473 BEPORS USE. Daslpn valid for use arty with Mitek connectors. This design Is booed only upon paametersshown, and Ls for an indhdtluol bW tlmg component. Appko parameters and drwim parameteand proper incorporation ofconv mponent isrespobiity of Wading designer -not truss designer.&acing sownh cty support of Individual web members only. Additional temporary Ixacllg to InvuestobOdy during construction is the respombtiliy of the erector. Addifiorrd peananenibracuxl oftlle overdlstr gisiheresponvblityofMebWdN de,;,nec For general guidance regarding MiTek' fabdcaflon qurdtly control. storage. delMery, erection and brachlg, COr t ANSIf1Pl l Quality criteria, DSB-89 and BCSI Building Component Satey Inf...ran available from Truss Plate Institute, 781 N. Lee Street, Suit. 312 Atexandda. VA 22314. 6904 Peale, East Blvd. rfSouthem pine (SP) lumber isspeciried, the de9frn 121ues are those effective 06/01/2013 byALSC Tempe, FL 33610-4115 Job Fees russ ype Y Y Modh,e Residence tEl T8280158 71847 GABLE 1 1 Job Reference o floral Chambers Truss ma, Fort Pieme n. urasz 45 = 5x6 = 3x5 = 7.350 s Sap 27 2012 MTek IndusOies, Ina hbn Apr2814:22232014 Pagel ID_Ra6gbirDz101cjsmemTleyggkD.4Ra71ZWjCmd711T6kAulgBROAT,mfGUDCcwBgBzMAeU S.W. 1:28.9 l!m LOADING(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code FBC2010/rP12007 CSI TC 0.35 BC 0.34 WB 0.13 (Matrix-M) DEFL in Vert(LL) 0.06 Vert(TL) -0.15 HOrz(rL) 0.02 (too) Well Ud 4-22 >999 360 4-22 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 70 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-10-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid tailing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 M7ek recommends that Stabilizers and required cross bredng OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS Qb/size) 1=525/0-8.0 (min. 0-1-8), 3=525/0.8-0 (min. 0-1-8) Max Herz 1= 141(LC 6) Max Uplihl=-322(LC 8), 3= 322(LC 8) Max GmV1=607(LC 2), 3=607(LC 2) FORCES (Ib) - Max. CompAMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1475/805, 2-3= 1460/805 BOT CHORD 1-4=-1029/1881, 3-0=-1029/1803 WEBS 2-4=0/329 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opst h=15ft; B=80ft; L=70ft; eave=811; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 J%J111111///j 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), we Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVrP11. `%�.......... A, 4) All plates are 2x3 MT20 unless otherwise indicated. GEM B 5) Gable studs spaced at 2-0-0 oc. `��`r: •�� S•••', 9� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. D 39380 7)' This trues has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fill between the bottom chord and any other members. ZZ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 Ito uplift at joint 1 and 322 Ib uplift at = joint 3. 9)'Semi-rigid pitchbreaks including heels" Member end rally model was used in the analysis and design of this truss. LOAD CASE(S) Standard a A "A,�OR10P�� FL Cer . 6634 April 29,2014 Q1&APAWG-Vci- ydesignpermeatesand RRA N07ESOMINISAJUDINCLtWM1977pXREPRRENCEpAGEtl11.7473DEPOREEMS. Design valid (Or use arty with MTek connectors. This design is based only,pon porcmetersshow and Is foranindtviduol budding component. Appl COUIRY of design porametersand proper incorporation of component is responvbdity of building designer -not Truss designer. Bracing shown is for lateral suppW of individual web members only. AddiAonal temporary bracing to insure stabdily during Comhuclion tithe responsibility of Bse erector. Addlonal permonerrt Uachg of Me Overall shuchce 6 Me responsibility of the bWd'mg designer. For general guidance regarding Welk' fabrication queity conlroL storage, delliery. arealon and bracing, consult ANSI(IPll Quality Criteria. DSB-69 and BC5l Building Component Inlorrnation wadable from Truss Plate hsfilute, 781 N. Lee Sheet Sute312 Alexandria VA 22314. 6904 Parke East BNd. ,=I 15autt,em Pine (SP) lumber is specified, the design valuesare Chase effective 06/01/2013 byALSC Tampa, FL 33810.4115 Job rues Fruss Type y Mo4ine Restlenos T6290159 ]164] VO VALLEY 1 1 Job Referexe o Ilona '.. im," F.6 Pi.I R. 3 982 3x4 G 5.00 12 3x6 = 3x4 2012MFek Ndumnes.ha. hbn Aar29UM262014 Scale = 1:7.7 Plate Offsets KY), f2.0-3.0 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TO 0.05 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.13 Ven(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 10m FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=81/4-0-0 (min. 0-1-8),3=81/4-0-0 (min.0-1-8) Max Horz 1=-22(LC 6) Max Upliftl= 50(LC 8), 3=-50(LC 8) Max Gmvl=94(LC 2), 3=94(LC 2) FORCES Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or4-0-0oc pudins. BOTCHORD Rigid ceiling directly applied or 10.0-0oc bracing. MTek recommends that Stabilizers and required cross braang be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15%; B=80ft; 1_=70ft; eave=8f1; Cat. II; E1p C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \I\III 1111/1 fit between the bottom chord and any other members. \\\ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. \\\BPS • A. 7)'Semi-rigid pilchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. �� O . • E N.8 LOAD CASE(S) Standard 39380 ATE00 ' SS 0 N A111111 � E�\`\� FL Cert. 6 34 April 29,2014 Q WARMNG-V qfy deignparmrs .artd READ MM OMMISAIMINCLUDED MI7EKR KIZENM PAGE M174M BEFORE LAW. fo Dea,nvalid for ussom withMTexcornectors.lhis dolk based ordyupon parametersshown and to loran lrWNitlua buld'vg component. Appllcabiliry deign parameters and proper IncotpomAon of component Isresponvb0iry of bwltlirlg designer -not truss designer, &acing shown is forlaleral sµoport of hdwv uol web members Dory. AtldlNonal temporary bracing to lnwremabl7ity dumrg corsshucllon isthe resporwbllliry of the erector. Atltlitiona brac'mg MiTek' permanent of the overdl shuctumnthe reyraubOMofthe buJtlrxl de9�er. For garleral gWtlance regarding fofancafion qualry control, moroge, tlelNery. erecfion aM Gacug, conal}gN61RPn Quality C7itena, DSB-09 and SCSI Bu4dng Compxaant I-taty Inlonnafion evadable from T. Plate Yntilule, 781 N. Lee Sheet. Sibie 312 Alexandd¢ VA 22314. If fiouthem Pine 1SP) tumherisspttetl, the design values arethose eRective O6/Ol/2013 ny ALSC 6904 Radce Eem BNd. p FL 336104116 Tampa, job russ TfitnTypo Oty Ply Modh. Residenm T6280160 71847 V8 VALLEY 1 / Job Reference(optional) GnaznaOR l NSa In.., Y0a'101CO H. U4V82 3x4 i 011 40 = 7.350e Sep272012MiTeklndudriea,lna Mon Apr2a14:22:252014 Peget ID_Ra68birDzi0tc)smemTlMgkD-lginiAFXzkOtiHcdVsbwDvcWNgxRh7BMSIwPll3zMAaS LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.28 Ved(LL) n/a - Na 999 TCDL 7.0 Lumber Increase 1.25 BC 0.18 Ved(TL) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (Ib/size) 1=101/8-0-0 (min. 0-1-8),3=101/8-0-0 (min.0-1-8),4=217/8-0-0 (min. 0-1-8) Max Horz 136(LC 7) Max Uplifll=-77(LC 8), 3=-77(LC 8), 4= 102(LC 8) Max Gmv 1=121(LC 13), 3=128(LC 14), 4=248(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3x4 SM18 = 1:14.9 PLATES GRIP MT20 244/190 Weight: 24Be FT=O% Stmctuml wood sheathing directly applied or6-0-0 oc pudins Rigid ceiling direly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=801k L=70f ; eave--8ft; Cat. II; Fxp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and airy other members. 1111111111 6) Provide ro mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s)1, 3 except Qt=m) `��•-`t�`PS A, q� �,,� 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `��,••,G E N S'• 39380 ATE' i LOAD CASE(S) Standard FL Cert. 6634 April 29,2014 WARNING-V.-Vydesignpoivmelersandlb3 NOTESOMMIEAFMINUUDBOMITPJfRPPPRENCBPAGEMI-74T3BBPORBLASH. Design valid (or use only with MTek connectper ors. Ric dasgn is based oNyupon xxametersdx, n and is for an individual balding component .• Applicability of dedgn Parameters and proIncorporation of component is responvbllity of bwldhg dedgner -not truss deagrer. Bracing sirown bforlWeralswportofMividuolwebmembomoNy. Additionitemparorybraculgtolnv.nesta OrtyduringcomtmclionisthermporwbUlityof Me AdditionalpemranentbrackigofMeoverall&mtueistherespormililyofttlebuildingdougner.Forgeneralguidanceregardi MiTek' erector. g fabrication. quality control, storage, delivery, erection and bra«1g, canvit ANSI/IPII Oualily criteria, 14&89 and Bat Buldmg Companent 6904 Parke Ead BW. Safety lntomallon QQYvadoble from TrPlate 4uBlule, 781 N. Lee Street. Site 312 Alexandria VA 22314. If Southem Pine LSust P) lumberisspecified, Me design valuessre Mole effective 06/01/213n byALSC Tampa. FL 33610-4115 job Trms truss I ype Uy ply Moshe Residence T6280161 71a47 V12 VALLEY 1 1 Job Reference Loptlona0 chambers Truss Inc., F03 F,eme FI. 34982 3x4 i 01 4x5 = LOADING (pst) SPACING 2-0-0 CSI DEFL in (toe) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.57 Ved(LL) n/a - Na 999 TCDL 7.0 Lumber Increase 1.25 BC OA5 Vert(rQ n/a - Na 999 BCLL 0.0 ' Rep Stress [net YES W B 0.07 Hom(TL) 0.00 3 Na Na BCDL 10.0 Code FBC2010frP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Inc. Man Act 28142 242014 Scale = 1:19.4 3x4 PLATES GRIP MT20 2441190 Weight: 380) FT=O% BRACING TOPCHORD Structural wood sheathing directly applied or 6-0-0oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. MTek recommends that Stabilizers and required cress bradng be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (gelsize) 1=146112-0-0 (min. 0-1-8), 3=146/12-0-0 (min. 0-1-8), 4=382/12-0-0 (min. 0-1-8) Max Horz 1= 90(LC 6) Max Upliftl=-103(LC 8), 3= 103(LC 8). 4= 207(LC 8) Max Gmvl=177(LC 13), 3=189(LC 14), 4=439(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4-288/219 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuk=160mph (3-second gust) Vasd=124mph; TCDL=l.2psf; BCDL=3.Opsf; h=15ft; B=80h; L=70ft; eave=8ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will `%J1111111 fit between the bottom chord and any other members. ,��%`p,S A 6) Provide mechanical connection (by others) of Imes to beating plate capable of withstanding 103 to uplift at joint 1, 103 lb uplift at joint 3 `� ,,... and 207 lb uplift at joint 4. �� • G E N 7)'Semi-rigid phchbmaks including heels' Member end fairy model was used in the analysis and design of this truss. ��: sl\ LOAD CASE(S) Standard 0 39380 .0' AT E ' w 10.. k7: FL Cert. 6634 April 29,2014 Q WARNING-➢.fy dcsfImparamel. and RS MTESONTIUSAAEDINMfJDMMUKREPER&NMPAGBM-74M3 ORE USF, ■■■ DesiQnvolldforuseoriywBh MTekcomectorslhhdesignisbased onlyryonparametersstww% a ndbforanindulduotbLOdhgcomponenl, ■ Applicability of design parameters and proper trlcoiporation of component is responsbiliry of building designer- not truss designer, Brating shown ` is for lateral s141pod of Individual web members only. AddtiorwltemporarybracVQtotrmaestabl8vdLrVcomhnfionis Marespor fiVo/fie Additianxipennonemlxachgofthe MiTek' erector. overall stab uctreistheresparoMofMebWdbgdalgner.Forgenerdgi denceregard'ug fabricofiom quality control, storage, de Very, erection and bracing, convdt ANSIRPII Quality Clitoris, bSM9 and 8CSI Building component side I Information available from Truss Plate Institute. 781 N. Lee Street, SL'de 312, Ad evandri¢ VA 22314. ""them Pine (SP) lumber is specified, the design vafuesare these effective OS/01/2013 by ALSO 69W Perks East 9W. Tampa, FL 33810.4115 Job toss toss ype y y Mo4he ResMenoa TSN0162 71847 V16 VALLEY 1 1 _ Job Reference o tloru uh.m S INaa NE., ion 7.350 Scale =1:25.9 4x4 = 3x4 ' zx3 81 W 1 W II 30 16-0-0 LOADING (Pat) SPACING 2-0-0 CSI DEFL in (loc) Vdett L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) n1a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.07 Hom(rL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 55to FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-0-0. (lb)- Max Horz1=-125(LC 6) Max Uplift All uplift 100 b or less at joint(s)1, 5,7 except 8=-210(LC 8). 6=-210(LC 8) Max Grav All reactions 250 m or less at joint(s)1. 5 except 7=260(LC 2), 8=360(LC 13), 6=360(LC 14) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8= 274/228, 4-6=-274/228 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL--7.2psf; BCDL=3.Opsf; h=15ft; B=80ft; L=70ft; eave--8ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of between the bottom chord and arty other members sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit b 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 5, 7 except (it=lb) ♦♦♦ PS A' ♦ .... �i 7) "Semi -rigid phchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. ; ��.'•Y.V SE•�q�iJ i LOAD CASE(S) Standard * : 39380 Si J ATE �O�f(♦ •-< O R ll P) . 1:1 •��i,`SSy0NA 11 ��♦♦♦ 10 FL CW 6634 April 29,2014 0WARNING -V-V9deignParmrcteraand19E90N01188ON7ffiSANDitC uvE0mrTwREPERE PAGEIRI-7473EEPOREUSE Design valid for use oNy with MTek correctors. This deign ubased only upon paremeteisshow and is for an Individual bWtlhg component. Applicability of design parameters and proper hheoryoralbn of component isresponsb00y of bulding designer-nottmss designer. Bracing shown bforlaterN support of hWividuol web membemonly. Additionaltempa brocmgloinuaesta UHydwingcomhuclonis/heresporL�bdliNof the erector. Additional bochgg the MiTek' permanent of overall struchme IstherespawbOity of me b ding designer. For general guldonce regarding fobricaron, quality control.storage.delivery, erection and bating, corwli ANSI/rPll Quality Cdtexa. DSM9 and BCSI BuOdng Canpanent Salary Infomlation wa0able from Truss Plate hutiNte, 781 N. Lee Sheet. Sure 312 Alexardrla VA 22314. It Southern Pine (SP) lumberis specified, the design values are those eBecth,a 06/01/2013 by ALSO 6904 Parke East BW. Tampa, R 33610.4115 Symbols PLATE LOCATION AND ORIENTATION 1374 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'aa from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE' The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots, LATERAL BRACING LOCATION ,t 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 dimensions shown in sixteenths scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSCapproved/new values with effective date of June 1, 2013 02012 MITekOAll Rights Reserved fi W1 g MiTeka MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2, Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully, Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8, Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is Installed, unless otherwise noted. 16, Connections not shown are the responslbllily of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.