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HomeMy WebLinkAboutTRUSS PAPERWORKRE: 71046 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: MAGER CONSTRUCTION Project Name: LOJ Model: Tampa, FL 336104115 Lot/Block: Subdivision: SCANNED Address: N/A BY City: PORT ST LUCIE State: FL St. Lucie County Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Floor Load: N/A psf Roof Load: 50.0 psf This package includes 41 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date I No. I Seal# I Truss Name I Date 1 T4778685 ATA 3/28/013 118 IT4778702 I GEAT I 3/22/012 I2 ' I T4778686 I ATB 13/28/013 119 I T4778703 I GEB 13/28/013 3 I T4778687 I ATC 13/28/013 120 I T4778704 I GEC 13/28/013 I4 I T4778688 I B1 1 3/28/013121 I T4778705 I GED 13/28/013 I5 I T4775689 1 B2 13/28/013122 I T4778706 I GRA 13/28/013 6 I T4778690 163 1 3/28/013123 I T4778707 I GRC 1 3/28/013 7 I T4778691 I B4 3/28/013124 I T4778708 I HVA 13/28/013 I8 I T4778692 I B 3/28/013 125 14778709 HVB 13/28/013 19 T4778693 I C1 3/28/013126 T4778710 I JA 13/28/013 10_ T4778694 I C3 13/28/013127 I T4778711 I JB 13/28/013 11 I T4778695 IC 13/28/013128 I T4778712 I JC 1 3/28/013 I 142IN778696 I E1 13/28/013 129 I T4778713 I KJA 13/28/013 I 113 1 T4778697 I E2 13/28/013 130 I T4778714 I MV2 13/28/013 114 1 T4778698 I E 1 3/28/013 131 I T4778715 I MVA 1 3/28/013 I 115 I T4778699 I G1 13/28/013 132 I T4778716 1 MVB 1 3/28/013 116 47700 I G2 I MVGE 13/28/013 17T I T4778701 16 13/28/013 I34 I T4778718 I SGED 13/28/013 I 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. 111 O GIENS V F.; 8182 cc Z 9•• STATE OF '44/Z � i�O�F A,< O R \ P N. — FL Cert. 6634 March 28,2013 3.3 Velez, Joaquin 1 of 2 RE: 71046 - Site Information: Customer Info: MAGER CONSTRUCTION Project Name: LOJ Model: Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL No. I Seal# I Truss Name Date 35 IT4778719 I VA 3/28/013 36 IT4778720 IVB 3/28/013 �37 T4778721 VC 3/28/013 38 T4778722 VD 13/28/013 39 _ IT4778723 VE 1 3/28/013 �40 I T4778724 I VF 1 3/28/013 �41 1 T4778725 1 VG 1 3/28/013 1 2of2 71048 3x5 i ROOFTRUSS 4 1 Job Reference (opt Run: 73.340ID:j4Feb24Wii PnnN7.35115Sep- gkxj Nti ID:F]Wztyr¢rtWjiq_2N71nh1 yNx>N-WglajD: 1-1 a0 3.4-0 I 3-4-0 1-1a0 SX5 _ Sx6 = 6 5x6 = 6.00 FIT 2x3 11 6 15 7 2x3 II 4 8 2x3 \\ 2x3 9 14 13 3x4 = 3x6 — 12 314 = 10 3x5 T4778685 Scale = 1:39.2 Plate Offsets KY): r2:0-2-10,0-1-81, I5:G-2-3.Edge1 r6:0-3-0,Edge] 17:0-2-3,Edael r10:G-2-10 0-1-61 LOADING (psl) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 125 TO 0.61 Ven(LL) -0.33 12-14 >720 360 MT20 2441190 TCDL 15.0 Lumber Increase 125 BC 0.75 Ven(TL) -0.4412-14 >542 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.27 Hoa(TL) 0.07 10 Na n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix) Attic -0.2612-14 317 360 Weight: 93 lb FT=0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1434/"-0 (min. 0-1-14). 10=145410-8-0 (min. 0-1-15) Max Horz 2=330(LC 7) Max Uplift 2= 895(LC 8), 10=-895(LC 8) Max Gray 2=1607(LC 14), 10=1626(LC 15) BRACING TOP CHORD Stmdural mod sheathing directly applied or3-11-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-4-11 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2711/1312, 3-4= 2466/1277, 4-5=-2150/1183, 5-6= 258/148, 6-7= 2(>4/148, 7-8— 2166/1183, 8-9=-2486/1277, 9.10=-2737/1312, 5-15=-2045/1102, 7-15= 2045/1102 BOT CHORD 2-14= 998/2525,13-14=-805/2186,12-13=-805/2186, 10-12=998/2304 WEBS 8-12=-2401770, 4-14= 2407764, 3-14---600/340, 9-12=E44/340 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-1.2psf; BCDL=3.Opsf; h=15ft; B=15ft; L--5Of ; eave=6ft; Cat.11; Exp D; Encl., GCpi=0.18; MWF RS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent 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. 7) Ceiling dead load (2.0 psf) on member(s). 4-5, 5-6, 6-7, 7-8, 5-7; Well dead load (2.0psf) on member(s).8-12, 4-14 8) Bottom chord live load (40.0 pst) and additional bottom chord dead load (0.0 psf) applied only to mom. 12-14 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 895 m uplift at joint 2 and 895 lb uplift at joint 10. 10) 'Semi-dgrd pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at be spacing indicated, fastened to truss TO w/ 2-1 Od nails. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABrTABLE. LOAD CASE(S) Standard ♦♦J`Pp01 N `�.♦ GENS�.F� N 68152 '00. FL Cert. 6634 March 28,2013 QWARWM-Ve>kdeignparmndmand RFA NOTES OMMS AND fNCLTRIED WMKREPERE EPAOE iD1-7473 BEFORE USE. Design valid fa use only wiTh MOek connector This design is based anlyupon pmameiersshow and is fa an lMlvidud b0dhg component. Applicability of dl 9gn parameters and proper incorporation of component is responsbfily of budding designer -not lnas designer. Bracing shown btoriaterdsuppatotMivid=lvrebmembemaNy.AddMomitemporarybachgiolrwreslabdilydLwgwo ctonisiheresporulbdliiyofthe Additionalrmanent bracing the isthe me budding designer. MiTek' erector. Perri of overall structure racporwb0lry, of For general guidance regarding fabaeadim quality central, alorage, delivery, erection and bracing, eonvlt ANSIRPII Quality Criteria, DSO-89 and BCSI Bul Campment 6904 Pa*9 EaM Blvd. Satety lnfaanallon wadable hom T u Plote tr Me.731 N. Lee Sheet, SAo 312 Nexanddm �A 2`314. Itsarttbem Pine(5Pdwlective ) Iumberisspecified, Ube esignvaluesare thae06 DI 2013by ALSO Tampa, FL a3610-4115 71o4d e-:2NI 5x6 = sus = 6.00 12 2x3 II 2x3 II 4 8 2x3 Q El 2 1 3x5 4 13 12 11 3x4 = 3x6 = 3x4 = 2x3 9 Scale =1:38.5 m 3x5 Plate Offsets (X,Y): [2:0.2-10 0-1-81 (5:0-2-3 Edgel [6:0-3-0 Edael [/:0-2-3 Edae] [10:0-2-10 0.1-8] LOADING (psl) SPACING 2-0-0 CS] DEFL in (loc) Well Lrd PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.62 Ven(LL) -0.34 11-13 >715 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Ved(TL) -0.45 11-13 >538 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.28 Horz(fL) 0.07 10 Na nfa BCDL 5.0 Code FBC2010/rP12007 (Matra) Attic -02711-13 311 360 Weight: 91lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 10=1350/0-8-0 (min. 0-1-12),2=1438/0.8-0 (min. 0-1-14) Max Horz 2=321(LC 7) Max Uplift 10=-751(LC 8), 2=-900(LC 8) Max Grav 10=1504(LC 15), 2=1609(LC 14) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc Purim. BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabil'u:er Installation guide. FORCES (b) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2716/1324, 3-4=-2471/1290, 4-5=-2161/1197, 5.6= 258/148, 6-7= 261/149, 7-8=-2170/1193, 8-9- 2508/1306, 9-10= 2747/1346. 5-14= 2058/1119. 7-14= 2058/1119 BOT CHORD 2-13= 1060/2516,12-13=-871/2177,11-12=-87l 2177,10-11=-1091/2342 WEBS 8-11=-281/802,4-13=2371764,3-13=-599l334, 9-11=-682/389 NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45ff; L=50ff; eave=6ft; Cat. II; Exp D; Encl., GCpF0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 12 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcuaent 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. 7) Ceiling dead load (2.0 per) on member(s). 4-5, 5-6, 6-7, 7-8, 5-7; Wall dead load (2.Opsf) on member(s).8-11, 4-13 8) Bottom chord live load (40.0 pst) and additional bottom chord dead load (0.0 psf) applied only to room. 11-13 9) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 751 lb uplift at joint 10 and 900 Ib uplift at joint 2. 10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 42 (Flat orientation) purlins at oc spacing indicated, fastened to truss TO w/ 2-1 Old nails. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard c�E FL Cert. 6634 March 28,2013 Q WARMING -Ve f, deign porn elers and RBAD N07W ON IRIS AND INCLUDED MI7EKREPERENCE PAGE DDI.7473 BEPORE US& Desrgnvalid forraeoNywtlh MTek correctors. Ihisdesgnhbased oNyuponporametersdlown and is foran individual binding component. �� Applicablity of design parametersond proper Incorporation of component 1s responvblity of building designer -not tnm designer. Bracing shown is for lateral support of individual web members orgy. Additional temporary bracing to Invae stablily dung corntruction isthe rasporwblllty of the erector. Additional Permanent brook gormeovedisimcnaeistherespmsUMofMobwdingde Dg a.Fwgwwalgwdonceregardbg MiTek' fabrication, quality control, storage, delNary, erection and! bracing. cor v f ANSIRPII Quality Criteria, DSB-09 and Bat Suldmg Component Sofey Information available from Trras Plate institute. 781 N. Lee Sheet Safe 312 Alexandria VA 22314. IrSauthem Piae (SP) lumberis specified, the designvatues are Mace effective O6/01/2o13 by AISG 6904 Parke East BIW. Tampa, FL3361 a-4115 71046 5x6 = 6.00 12 2X3 II `-.; E 5x6 = 2x3 11 7 12 10 3x4 = 3x8 - 3x4 = 2x3 8 Scale = 1:37.8 LOADING (pal TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina YES Code FBC2010/TPI2007 cSl TC 0.62 BC 0.75 WB 0.28 (Matrix) DEFL Vert(L-) Vert(rL) HOR(TL) Attic in (loc) Vdefl Ud -0.34 10-12 >712 360 -OA5 10-12 >538 240 0.07 9 n/a Na -0.2710-12 310 360 PLATES GRIP MT20 2441190 Weight: 901b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Stmdural wood sheathing directly applied or3-IM oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-0 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 Outsize) 1=133410-8-0 (min. 0.1-12), 9=1354/0-8-0 (min. 0-1-12) Max Horz 1=303(LC 7) Max Uplift 1=-757(LC 8). 9=-757(LC 8) Max Grav 1=1486(LC 14), 9=1506(LC 15) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 2743/1359, 2-3= 2493/1319, 3-4=-2164/1207, 4-5= 255/149, 5-6= 260/149, 6-7= 2180/1207, 7-8=-2513/1319, 8-9=-2752/1359, 4-13= 2063/1135, 6-13= 2063/1135 BOT CHORD 1-12- 11012548, 11-12= 884/2187, 10-11---884/2187, 9-10=-11012346 WEBS 7-10= 279/802, 3-12=-2791796, 2-12=-638/384, 8-10=681/384 NOTES 1) Unbalanced roof live loads have been considered for this design. 1. o3.Opsf; h=15N; B=15fl; LdON; cave=6f; Cat. II; 2) AE V77er 6ry DEncGCpi0.18MWFRS(dimcti al)1LumOL1.60 plate grip DOL= \\\Ia01 N 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 11 checked for a or minus 5 degree rotation about its center. \\ �OP. G E N &'• plus 5) This truss has been designed for bottom `% .••� �. lc�'• a 10.0 par chord live load mmmncument 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 N 68182 ••• fit between the bottom chord and any other members. * 7) Ceiling dead load (2.0 Pat) on member(s). 34, 4-5, 5-6, 6-7, 4-6; Wall dead load (2.Opsf) on member(s).7-10, 3-12 : 8) Bottom chord live load (40.0 pat) and additional bottom chord dead load (0.0 Pat) applied only to room. 10-12 - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757lb uplift at joint 1 and 757 lb uplift at joint 9. 9 ' T F ((1 10) 'Semi -rigid pitchbmaks including heals' Member end fixity model was used in the analysis and design of this truss.10 11) Design assumes 4x2 (flat orientation) at oc spacing indicated, fastened to truss TC w/ 2-10d ••r.�A, Q-.• ��� purlins nails. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.i•o.��`%�� LOAD CASE(S) Standard .10411 N ALA 0% 11/1111111\\ FL Cert. 6634 March 28,2013 0 WARNING -Voifg da ign parranetars and REED N0TW OMMS AND INCLUDED fMEXREPERENCEPAGEM1-7473 EEPORE USE. Design valid f«use orxy with I connectors ihn deign lsbnsed arily upon p«amefensiwwrs and h l«an lntlivitluol ApdicaGliry old p«omefers and proper btcorporafian at component isresporwboHy of bultling designer- nothuss dosignar. BraGng mown MONO u fw laterol support of Intlividual web members anty. Adtlitbnai temporary brackrg fo InvvedabO4y dur'xig eonHruction Is the resporuLL>ility of the Adtlitlanol Gacxg itre isine the bwid'ug MiTek' erector. pennarrent of overdl shucfure respanvb0ily of tledgn«. For general guitlmce regardrg fobricafion qualHy con" si«age, tle,Nery, «ecibn and bracng. cawlI ANSIRPII Quality Criteria, OS&8v and BCSI Bu�dng C«nponenl 6904 Parke Eed Bb4. Salety InlormoRon wciabte hom T�sd %ate hugr 781 N. Lee Sheet Suite 312 Alexontl4a VA 22314. If soa[hem pine (SP] lumber is speaihed, the designs values are those effective O6y01/2013 by ALSO Tampa, FL 33610<115 710441 SPECIAL 4x6 = 5x8 3x8 1\ 3ze Scale = 1:46.6 Plate Offsets (X Y): (1:0-3-6 Edge] I1:0-0-12 0-2-111 I6:0-4-12 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) t1defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TO 0.64 Vert(LL) -0.26 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.83 Vert(FL) -0.52 6-7 >543 240 BCLL 0.01• Rep Stress Ina YES WB 0.92 Horz(TL) 0.30 9 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matra) Weight: 116lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD ZA SP M 30 WEBS 2x4 SP No.3 *Except' 5-9: 2x4 SP M 30 WEDGE Left: 20 SP No.3 REACTIONS (lb/size) 1=1002/Mechanical, 9=1002/0-3-8 (min. 0-1-8) Max Harz 1=-361(LC 6) Max Uplift 1= 687(LC 8), 9=-706(LC 8) Max Gmv 1=1179(LC 2), 9=1179(LC 2) FORCES (Ib) - Max. CompAvtax. Ten. -All forces 250 (la) or less except when shown. TOP CHORD 1-2=-3688/2090, 2-3- 2189/1259, 3-4=2156/1265, 6-9=-11791706 BOT CHORD 1-8=-1949/3399, 7-8-1949/3399, 6-7-1019/1664 WEBS 2-7=-1448/1008, 3-7=-716/1253, 4-7= 258/477, 4-6-2067/1328 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purfins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. WEBS 1 Row at midpt 2-7 MiTek recommends that Stabilizers and required areas bracing be installed during truss erection, in accordance with Stabler Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.0psf; h=15ft; B-15ft; L-501t save=6ft; Cat. II; Exp D; Encl., GCp'1-0.18; MWFRS (directional); Lumber DOL--I.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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. 5) Refer to girder(s) for truss to truss connections. 6) Beafing at joint(s) 9 considers parallel to gran value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 687 lb uplift at joint 1 and 706 lb uplift at joint 9. 8) •Serr id pitchbreaks including heels• Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 01111111111111111 p0 I N i N 68182 -�' T F 00. FL Cert. 6634 March 28,2013 Q t9dRHING- Verify deignparmda andRSAO NOTES 0N7311SAAM 11MLUDJ10AlFXRFPSREWEPAGEJff1-7473 BEPORS USE. Devgnvalld for useonly with MTek cornectors.l devgnlslxi�ed onlyupanparametame own and kforonlrMMidual building component. Applicability of dedgn porametersand proper incorporation of componentis resporuibOdy of burlci g dedgner -not fnas devgner. &acing shown B for lateral support of kldividual web members only. Additional temporary bracing to mare stabidy during construction istne wsporuklility of ftre MiTek' erector. Additional permonembracing9oftheoverall structure6lheresponvbfl,lyof the butdigdesigner.For generalguldonceregartlrg fabrication quality control. storage. del Nary, erection and bracing, conalt ANSIRPII Quality Quarter, DSB-89 and BCal Buldng Component Safety Information moiable from Tnm Plate holitute. 781 N. Lee Street, "a 312 Alexandria VA22314. IFSouMem Pine ISP) lumberisspecified, the design vatues are Nose effective 06/01/2013 by AISC 6904 Parke East Bird. Tampa, FL W610-4115 7104d 6.00 4x5 = Scale = 1:44.5 10 ax4 c LOADING (psf) SPACING 241-0 CSI DEFL in (loc) VdeO L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TO 0.92 Vert(LL) 0.28 9 >999 360 MT20 244/190 TCDL 15.0 Lumber lnaease 1.25 BC 0.58 Ved(TL) -0.44 8-9 >652 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.64 Hom(TL) 0.30 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Mat r&) Weight: 119b Fr=O% LUMBER BRACING TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end vedicals. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpi 2-8 5.10: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 1=1012/0.8-0 (min. 0-1-8), 10=1012/0-3-8 (min. 0-1-8) Max Horz 1-336(LC 6) Max Uplift 1=-686(LC 8). 10=-721(LC 8) Max Great 1=1191(LC 2), 10=1191(LC 2) FORCES (b) - Max:. Comp./Max. Ten. -All forces 250 (b) or less except when shown. TOP CHORD 1-2— 3685/2171, 2-3=-2216/1316, 3-4=-2166/1320, 4.5-1722/1043, 6-10=-11911721, 5-6=-11741725 BOT CHORD 1-9=-209313477, 8-9=-2094/3472, 7-8=-1033/1725 WEBS 2-8=-1520/1039,3-8-769/1283,4-8=-197/373,4-7-919/616,5-7=-994/1669 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L-50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 2. 4) Plate(s) at joint(s) 2 checked for a plus or minus 3 degree rotation about its center. 5) This muss has been designed for a 10.0 par bottom chord live load nonconcument 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 vide will fit between the bottom chord and any other members. 7) Beating at joinl(s)1, 10 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 686 b uplift at joint 1 and 721 lb uplift at joint 10. 9) "Semi-dgid pitchbreaks including heals' Member end fixity model was used in the anaysis and design of this truss. LOAD CASE(S) Standard 111 1/1 .......... .f..4F ���i FL Cert. 6634 March 28,2013 Q WAemNO- vox fly d.,9. parmucf. and READ NOTES ONTTUSa111D INCLUDED ➢0 FKREPENP2vCEPAGEMI7473 BEFORE usE Dellggnvolld for use only with MTek connectom l design is based only:pon parametersshow and 6loran lndivlduol balding component. Applicability of desgn porometers and proper Incorporation of componentis responcblity of buOdhg designer- not buss designer. &acing shown bforlateralsupportofhdividualwebmembersonly. ACdifionaltemporarybrocngtoinxaesiabl3yduMgcanfiucfionisttrerespo Ulityoffie Addigorel baring9 Me is Me Me baldng MiTek' erector. permanent of overall shuchrte responsibiNy of designer. For general guidance regarding tabrlcalloo, quoilly conhol.storage, delivery, creation and bracing. conwlf ANSI/rPlI Quality CTltedo,DSB-89 and 8C51 Bu0dng Component Safety lnlormabon avalloble from Truss Plate InstiMe, 781 N. Lee Sheet Suite 312 Alexandra VA 2314. W AISC If SoaHnem Plne(S➢)lumber is specified�Me design values are those effective 06 01 013 6904 Parke East 8W. Tampa. FL 3361aa1 t5 71041! T4n6690 46 = 3x4 m Scale = 1:44.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.23 9-10 >999 360 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -OAO 9-10 >696 240 BCLL 0.0 • Rep Straw lncr YES WB 0.61 Horz(TL) 0.26 11 n/a rda BCDL 5.0 Code FBC2010/TPI2007 (Matra) Weight: 120lb FT=0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 6-11: 2(4 SP M 30 SLIDER Left 2x4 SP No.3 3-9.3 REACTIONS 06/size) 1=984/0-3.8 (min. 0-1-8), 11=98410-3-8 (min. 0-1-8) Max Horz 1=-331(LC 6) Max Uplift 1=-668(LC 8),11= 700(LC 8) Max Grav 1=1158(LC 2), 11=1158(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. WEBS 1Row at midpt 3-9 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 (b) or less except when shown. TOP CHORD 1-2= 3246/1909, 2-3=3147/1934, 3-4=-2122/1255, 4-5= 2083/1268, 5-6= 1666/1008, 7-11= 1158/700, 6-7=-11411705 BOT CHORD 1-10= 1834/3054, 9-10=-1841/3061, 8-9= 997/1668 WEBS 3-9= 1192/835, 4-9=-690/1164, 5-9=-201/358, 5.8= 887/596, 6-8= 957/1611 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VulI=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h_-1511; B=15ft; L=50ft; eave=61t; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 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 240 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 668 b uplift at joint 1 and 700 lb uplift at joint 11. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard G1E NrV N 68182 11r. .14� TT\=441 N P L E�•�%,• l►111111111 FL Cert. 6634 March 28,2013 0 WARAQNG -Vert& d®iga parmndera and READ NOTES ONINISAAm INCLUDED A➢IBKREFERENCE PAGSIIR-7473 BEFORE USE. Dedgnvolid for use only with MTex corcsectom Bds desgn isbaled orey tpon pmcmetersshown and k for an indMdual building component. Applicabilityof design pmametersand proper ricorporation of componentis respondbOM of buldhg designer -not truss designer. Bracing drown u forlaterd stpport of individual web members oNy. Additional temporary brachg to Invae eo Udy doing comttuctm isthe respombllity of the MiTek• erector. Additond pernanent UoV of the overall sfiucure bihe raspo Rffy of me bAdhg devgner. For general gUdcnce regarding ldbdcoflon. qudily tonfrol.storage. delbery, erection and bachg.convlt AN51RPI1 Quality Critena.DSB-89 and BCSl Budding Canpwent Solely Inlormanan woimle from T. %ate trutiMe. 781 N. Lee street sate 312 Alexandra. VA M314. If SouMenn Pine (5P) lumberis specified, the design values are Mose effective 06/01/2013 by A1SC 6904 Parke East BW. Tampa, F1338/64116 7100 T4778691 4x6 = 6.00 FI2 7-4-0 14-6-0 2(13-0 24]-4 7-40 7.911 2is Scale = 1:45.7 Plate Offsets KY): [2:0-5-9 Edce] [3:0.4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TO 0.64 Ven(LL) 0.28 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(FL) -OA5 9-10 >643 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.67 Hom(TL) 0.31 11 Na Na BCDL 5.0 Code FBC2010fFP12007 (Matra) Weight: 122b FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 6-11: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS (Ib/size) 2=1128/0-8-0 (min. 0.1-8), 11=102310-7-4 (min. 0.1-8) Max Ho¢ 2= 345(LC 6) Max Uplift 2= 839(LC 8). 11=-725(LC 8) Max Gmv 2=1330(LC 2). 11=1203(LO 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-0-2 oc bracing. WEBS 1 Row at midpt 3-9 Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (b) - Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown. TOP CHORD 2-3=-3703/2159, 3-4=-2270/1340, 4-5=2222/1344, 5-6— 1857/1117, 7-11=-12031725, 6-7= 1186/731 BOT CHORD 2-10= 206SM488, 9-10= 2070/3483, 8-9=110211853 WEBS 3-9=1487/999, 4-9= 787/1330, 5-9=-228f337, 5-8— 905/605, 6-8= 1044/1768 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsf; h=1511; B.1511; L=50ft; eave=611; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); 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. 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 fe between the bottom chord and any other members. 5) Bearing at joints) 2,11 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 839 m uplift at joint 2 and 725 lb uplift at joint 11. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o%%% Qu I N .41 G FL Cert. 6634 March 28,2013 QWARNLNG-V.V1 deign ctera and N07ES ON71IIS AND rNCLUDED FE7EKBEFSR&VCB PAGE 884.7473 BEFORE USE. DeSgnvalltl for use oNy with Miek connectorS.Th¢ design ubmstloNy upon porameters5hown aftl bfor anindMdud bWdv,g component. Appi cabllly of dad9n and rs burring designer firuss parameters proper'usoryorafion of component resporwb0ity of -not dedgner. &acing drown k forlaterN sq�port of Fxlviduai web members aNy. Add4iorwl temporary baring to 8sstne stabJHy tlur'ux1 comhuctlon is the responvb0liy of Rre erecror. Addmorxiparma_.tbacYYgqofiheoverollsfircMeittneresponvb@HyolttrebWd'egdedgnecForOaneralgridonceregardirg fatxicollon ecroge,'..Nary, MiTek' qudily contol, erecibn oM baring. corwli gN61RPll Oualiy Qite4a, D9&89 and BCSI Butldng Compmenl SaleM Inlom,ation violable tom Tntu Plate trufiMe, 781 N. Lee Staet. SuHe 312 Nexantl,(a VA 22314. If southern Pine ISP)lumber...Peci6ed,the design valuesare those effective O6/Ol/2013 byAl5C 6904 Parke East BAN. Tama F p, L33610-0115 71046 05 = s oo1­0 7." LT-1-0 24M 7-4-0 7-2-0 f9-R Scale = 1:44B Plate Offsets my): r1:0-5-7 Edoel 12:0-4-0,0-3-01 r6'.oA-12 0�l-81 LOADING (pall SPACING 2-0-0 CSI DEFL in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.92 Vert(LL) 0.27 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.53 6-7 >540 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 HOrz(TL) 0.31 9 n/a n/a BCDL 5.0 Code FBC2010rrP12007 (Matra) Weight: 117b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS ZA SP No.3*Except• WEBS 5-9: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS (lb/size) 1=1012/0-8-0 (min. 0-1-8), 9=1012/0.3-8 (min. 0-1-8) Max Horz 1-363(LC 6) Max Uplift 1= 693(LC 8), 9=-713(LC 8) Max Gmv 1=1191(LC 2), 9=1191(LC 2) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) artless except when shown. TOP CHORD 1-2=-3688/2145, 2-3— 2219/1280, 3-4= 2186/1284, 6-9— 1191/713 BOT CHORD 1-8-2007/3500, 7-8= 2008/3495, 6-7=-1031/1683 WEBS 2-7-1515/1049, 3-7— 740/1288, 4-7=-256/482, 4.6— 2091/1344 Structural mod sheathing directly applied, except end verticals Rigid ceiling directly applied or5-0-15 oc bracing. 1 Row at micipt 2-7 MiTek recommends that Stabilizers and required cross bracing 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL =4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50h; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) ' 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 will fit between the bottom chord and any other members. 5) Bearing at join(s)1, 9 considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 693 b uplift at joint 1 and 713 lb uplift at joint 9. 7)'Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ``��oPQl1I N) i FL Cert. 6634 March 28,2013 Q LV AFG-Ver/Ir design pa xv ad s cord RE90 NO77Z ON 7111S did) 1NCLMED MrJFXREFEREfyCE PAGE"1-7473 EEPORE LEE& Dedgnvalid for use only wHh MRek connectors THs deugn is based only upon pmamet$odh0 n and h for an indrlduol balding component. NilAppicalo ity of dedgn parometersand proper Incorporation of componentisresponvb011y of buldmg dedgner-not buss designer. Bracing shown is forlateral spport of individual web members only. Additional temporcrybrachg toirsurectabilty during coretructionistheresponsHatilyof the Additional MiTek' erector. penent backgg of the overall Mahe is Me resporsdaNty of the bardig dedgner. For general guidance regardingfabrkaon quouty control, storage, deltiNery. erection and brochg. corwif ANSI/TPII Quality Criteria, DS"9 and BC51 BuHdng Component Selely lot ...ran waHoble from Truv Plate IrutiMe, 7e1 N. Lee Sheet Sure 312 Alexandra, VA 22314. it5ouMern Pine (SP) lumberisspeci5ed, the design valuesare those eRective06/01/2013 by AL5C 690,1 Parke Eesr Bird. Temps, FL 336104115 71048 4x6 = 6.00 F,2 Scale = 1:51.1 6xe 3.00112 8 5x6 = 7-4:2 I 14&0 20-3-0 I 29-0.0 7-4-0 7-2-0 5—.9 8.9-0 Plate Offsets (X,Y): 12:G-5-9 Edgel r3:0.4-00-3-41 LOADING (psf) SPACING 2-0-0 CSI7H' EFL in Qoc) Well Lid PLATES GRIP TCLL 30.0 Plates Increase 1.26 TC 0.82 0.42 10-11 >817 360 MT20 244/190 TCOL 15.0 Lumber Increase 1.25 BC 0.68 -0.72 10-11 >477 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.81 0.50 8 We n/a BCDL 5.0 Code FBC20107TPI2007 (Matra) Weight: 1420) FT=0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS (Ib/size) 2=1314/0-8-0 (min. 0-1-12), 8=1210/Mechmical Max Horz 2=-372(LC 6) Max Uplift 2=-979(LC 8), 8= 844(LC 8) Max Gmv 2=1549(LC 2), 8=1423(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-7-15 oc bracing. WEBS 1Row at midpt 3-10.6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. -AU forces 250 (Ib) or less except when shown. TOP CHORD 2-3--4528/2610, 3-4= 3177/1825, 4-5=-3128/1829, 5-6=-3782/2244 BOT CHORD 2-11=-2379/4156, 10-11=-2382/4151, 9-10= 2107/3731, 8-9=-140812348 WEBS 3-10= 1429/962,4-10= 121W2135,5-10=-1026/705,5.9=-601/395,6-9=-672(1347, 6-8= 2828/1714 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf•, tr-15ft; B=45ft; LdOh; eave=6ft; Cat. 11; Exp D; Encl., GCpi 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about Us center. 4) Plate(s) at joint(s)10 checked for a plus or minus 2 degree rotation about its center. 5) This truss has been designed for a 10.0 pat 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. 7) Refer to girder(s) for truss to truss connections. 8)Bearing at joints) 2 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 979 lb uplift at joint 2 and 844 lb uplift at joint 8. 10) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard GIE N 68(1/182 gib•. /f /•�� FL Cert. 6634 March 28,2013 AWAE-ye7ifedesignparmner mrdRB DM7E8ON7711S h 7NCLU0e0M RP.FREENCEPAGEffiT7.7473BPPORUIse Design valid for use only will, MRek connectors lh6 design is based only upon parametersshown and b for anlMividual buldirg component. �� ApplwablliN of rlesrgn pwometersand proper Incorporation of componentis resporubOBy of bulding designer -not truss designer. Bracing sham is forlatefal support of h aividual web members orgy. Addil l temporary baring to Insure stability during construction isthe responabllity, of the erector. Addifionol to tithe the buldhg designer. MiTek' peenanentbacig of overoll structure responsibility of For general guidance regarding fabdca8on quality control. storage. delivery, erection and brac'vg. convlt ANSIAPll Oualily QB.fla, DSB-89 and Bat Building Component sdaN Information mailable from Tom Plate InstfAe. 781 N. use Sheet Rife 312. Alexandra, VA 22314. 69o4Padro Eaa BNd. if Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33810-4116 91046 SPECIAL T4n86N 6.00 12 4x8 = 7-4-0 I WIT20-3-0 I 2G71-16 7.4-0 I 6-&D 6.A.1.9 Scale = 1:48.6 3x8 zz 11 Plate Offsets (X Y): (2:0-5-9 Edgel r3:0-4-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ldefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.35 9-10 >914 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.63 Vert(FL) -0.58 9-10 >546 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.67 Horz(TL) 0.39 11 Na Na BCDL 5.0 Code FBC2010frP12007 (Matra) Weight: 1350) FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except* 6-11:2x8 SP 240OF 2.OE, 6-8: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS (Ib/size) 2=1223/0-8-0 (min.0-1-10), 11=1118/0-7-4 (min.0-1-8) Max Horz 2=-359(LC 6) Max Uplift 2= 911(LC 8), 11= 784(LC 8) Max Gmv 2=1441(LC 2). 11=1315(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 1 Row at midpt 3-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4113/2393, 3-4-2730/1589, 4-5=-2685/1597, 5.6= 2876/1694, 7-11-13151784, 6-7=-1307/815 BOT CHORD 2-10=2231/3831, 9-10-223313826, 8-9=16382823 WEBS 3.9-1458/982, 4-9— 1017/1748, 5-9-589/410, 5-8— 831/558, 6-8-14712563 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psr; BCDL=3.OpsF h=15ft; B=45ft; L=50fi; eave=611; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 3 and 9 checked for a plus or minus 3 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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 any other members. 6) Bearing at joints) 2,11 considers parallel to grain value using ANSI/fP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 911 ro uplift at joint 2 and 784 lb uplift at joint 11. 8) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %%%* C U I N S�.F�EN'i. i FL Cert. 6634 March 28,2013 0 WARNING-➢erify design parxnneters and RKBD NOTES ONIWSAND INCLUDED NNEKRP.PERENDEPAGE 1BI.7473 BEFORE USE. Desi9nvalidfor useaNy with MBek corn ars Mils dedanisbased aNrp yon owornetersdsown and lsfaon Individual Mdd'ig component. Applkatslity of design parameters and proper h oOrpresponsibilityas on of component is responsibility of buldelg designer - not teas desgeor. Bracing shown btf laterdt pWof NdivWwlwebmembenoNy. Additional temporary bracing to inure stability during constructione the rosporwbillHy of fine Additional Mel( erector. permanent bacctrtr�app of the overall structure tithe responsibility of the buldmg designer. For general guidance regarding fabrication qw . conhol, slaage. delNery, ereatlOn C d bracing. canvit ANSIAP11 Quality Criteria. DSB-89 and BCSI Building Campment 6904 Parke East BAN. Sala ry Information available from Teas Plate hadiMe, 781 N. Lee Sheet. Stile 312 AlexarArio. VA 22314. WTampa, tlaem Pine (SP) lumber is specified, Me desigtho n values are se effective 06/01/2013 by ALSO FL 33810.41 f 6 71046 T4778695 6.00 12 4x6 = Scale = 1:49.3 3x8 Plate OFfsets(XY): f2:0-5-9,Edge1 f3:0-4-00.341 f5:0-4-00-3-0117:0-5-3Edae1 (7:0-0-10-3-Ol LOADING (psf) SPACING 2-0-0 CSI DEFL in Occ) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.95 VerILL) 0.42 8-9 >807 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.68 Ven(TL) -0.79 8-9 >431 240 BCLL 0.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.57 7 Ida n1a BCDL 5.0 Code FBC2010/rP12007 (Matra) Weight: 132lb Fr=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD SOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.32-5-13 REACTIONS Ob/size) 2=131410-8-0 (min. 0-1-12),7=1210/Mechanical Max Horz 2=445(LC 7) Max Uplift 2=-984(LC 8). 7=-839(LC 8) Max Grav 2=1549(LC 2), 7=1423(LC 2) FORCES (m) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4523/2485, 34=-3188/1694, 4-5=-3178/168g, 5.6---4402/2504, 6-7=4498/2483 BOT CHORD 2-10= 2111/4218, 9-10=-2114/4214, 8-9= 2139l3989, 7-8= 213313985 WEBS 3-9_ 1414/967, 4-9=-107712104, 5-9=1453/991 Structural mod sheathing directly applied. Rigid ceiling directly applied or4-11-7 oc bracing 1 Row at midpt 3-9, 5-9 MiTek recommends that Stabilizers and required cress bracing 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=35ft; Lf50rt; eave=68; Cat. II; Exp D; Encl., GCpk0.18; MW FRS (directional); Lumber DOL--1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 4) Plate(s) at joint(s) 9 checked for a plus or minus 2 degree rotation about its center. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Beating at joint(s) 2 considers parallel to grain value using ANSVrPI 1 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 984 m uplift at joint 2 and 839lb uplift at joint 7. 10) "Semi -rigid pitdlbreaks including heals" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cer . 6634 March 28,2013 WARNING - Venfy deign pmxrrndaa and RRAD N0773B ONIRIS AND INCLUDED BIl1P-KREFRRENCBPAGEAVI.7473 BEFORE USE. Dadgnvalid for use ordy with Muck connectors. 11* design is based only upon parcmetaashown, and E for an individual bW duig component. Applicabiliy of desgn parameters and proper bcorporafion of component u responsol ity of balding designer - not truss daugner. Bracing grown e far Lateral ayport of Individual web members orty. Additional temporary bachg to invae stabRity cl Mg comtluction tithe responvbUy of the erector. AddliondpermaneMboclrgoftheoverallaucturelstheresprnvbldyofthebWdhgdesigner.Forgeneralgddancerecordig MiTek• fabdcafion. quality control, storage, delivery, erection anal brocig,corwlt AN51/fP11 9udiy Crite4a,DSB-89 and BC3l Buddmg Component 6904 Parke East 8W. Sday Information walable from Tuns plate hstilute, 781 N. Lee Street Slice 312 Alexasdda. VA 22314. If 5outnem pone (SP) lumber is We4ified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610.4115 71048 El IMONOTRUSS 1d-70 b11-3 3-8-1 1-&12 2.3 II Scale = 1:23.0 3x4 = Plate Offsets(XY): f2:0-2-8Edgel LOADING (par) SPACING 2-0-0 CSI DEFL in (Ica) Wall Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.21 Ven(LL) -0.14 2-7 >779 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.31 Verl(TL) -0.26 2-7 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matra) Weight: 51 m FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS gb/size) 6---41/0-8.0 (min. 0-1-8), 2d39/0.6.0 (min. 0-1-8), 7=572/0-11-5 (min. 0-1-8) Max Horz 2=292(LC 8) Max Uplift 6=-133(LC 3), 2=-457(LC 8), 7= 353(LC 8) Max Grav 2=639(LC 2), 7=664(LC 2) FORCES (m) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-687/281 BOT CHORD 2-7=435/587 WEBS 3-7-- 647/476, 4-7= 276/229 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end vedicals. Rigid ceiling directlyapplied or 6-0-0 oe 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL--7.2psf; BCDL--3.Opsf; h=15ft; B-15ft; L--50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.1 B; 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 truss has been designed for a lye 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 m uplift at joint 6, 457 It, uplift at pint 2 and 353 lb uplift at joint 7. 5) *Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `�..%%Pp.0 I N t fVF§ 1te GE N' FL Cert. 6634 March 28,2013 QWARNING-17.4fgdesignparmnd and Rib% NOTESONIEISANDIMLrIDED7.DIENREFMWE CEPAGEMI-7G73BEFORErrS6. Dedgnvaiid for use only with Mirek cormectcrs. lhb da9gn u hosed only upon paametersshown, and! is foran lntlMtlud buldng component. AppicaNfity of design parameters and proper hcog>ofation of c-omeonentis iesponvbiity, of buldi designer - nottnas desgner. &acing g shown If for lateral supportof Indvidual web members only. AddWionol temporary bracing to Insure stocIfly during coruhuct m h the respondbEity of the erector. AddiBorxllpermanentbrachgofiheovwdlshu WOW elsmefesponvbirlyofihebwid"vgdesigner.Fmgemtalgridmceregartlrg fabdcotlon quality control, storage deitvery, erection and bracng, c-orwlt ANSIRPII Quality criteria. DSB-89 and BCSI BuOdng Component Safely Inlormaffon violable from T. Plate hutltute. 781 N. Lee Sheet Suite 312 A mantlda VA22314. If.Sa . Pine(SP)lumber is specified, the design valuesare those effective G6101/2023 by ALSO 6904 Pat. East BW. Tampa, FL K6104115 71046 IE2 IMDNOTRI.ISS 11 1 1 I T4T78697 3x4 11 Scale = 1:23.0 3x4 = Plate Offsets KY): 12:0-4-1 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.03 2-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.IS Vert(TL) -0.07 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Hom(TL) 0.02 5 Na Na BCDL 5.0 Code FBC2010/TPI2007 (MaI.) Weight: 51 m FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 5=448/0.8-0 (min. 0-1-e), 2=622/0-8-0 (min.0-1-8) Max Ho¢ 2=292(LC 8) Max Uplift 5= 338(LC 8), 2=-508(LC 8) Max Grav 5527(LC 2), 2=736(LC 2) FORCES (81) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1022/414 BOTCHORD 2-6=561/904,5-6=-561/904 WEBS 3-5=938/580 Structural wood sheathing directly applied or6-0-0oc pudins, except end verticals. Rigid ceiling directly applied or 9-9-9 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-15ft; L=50h; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; MW FRS (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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 5 and 508 lb uplift at joint 2. 5) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ? N 68182 '9 T OF10, O41SS N ALA �.�`% FL 6ert. 6634 March 28,2013 Q WARMNG-➢.fy design parmnele aad REED N07ES ONMIS AND INCLUDED 11P7PKRPRERPRCPPBGPIDI-74731 01W USG. ■ Designvalid for use only with MRek connectors l design is based a* tpon pammetersshown and is for an indlidual bWdhg component. Applicability of design porametersand proper Incoperatlon of component is responablIBy of buidmg designer - not Inns designer. Bracing shown bfortWl ds4>podof6ldwUualwebmemberscNy. Additionaltempaarybracingto Inuresta Dffydumpconstructionistherespo Olit ofthe the building WOW erector. McNionalpennanentbachggoItheoverallstuctreisthe resporwbiilyofdesigner.ForgeneralgAdanceregardulg fabrication quality contrd, sbrage, del Wry. erection and bracing, corc It ANSI/IPII Quality Criteria, DSM9 and SCSI Building Component SaleN IntormoNon avolrmle from Truss Plate Institute. 781 N. Lee Street. Sute 312. Alexandria. VA 22314. If 8authem Pine (SP) lumber is specified. Me design values are thaw effective O610112013 byA1SC 690,1 Parke East Blvd. Tampa, FL 33610-0115 71048 MONOTAUSS T4778698 2x3 II Scale = 1:17.5 r.7W 7-10-z LOADING (psf) SPACING 2-00 CSI DEFL in (too) Vdefl Vd PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.15 2-4 >608 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.29 Vert(FL) -0.25 2-4 >348 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 Na Na BCDL 5.0 Code FBC2010/rP@007 (Matra) Weight: 29 n9 FT=0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 2=480/0-6-0 (min. 0-1-8), 4-293/0-8-0 (min. 0-1-8) Max Hoa 2=217(LC 8) Max Uplift 2=-425(LC 8), 4=214(LC 8) Max Gmv 2=569(LC 2), 4=345(LC 2) FORCES (lb) - Max. Comp iMex. Ten. -All forces 250 (lb) or less except when shown. WEBS 34=308236 BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 act pudins. BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. M7ek 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B--35ft; L=50ft; eave=6ft; Cat. II; Exto D; Encl., GCp1=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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 m uplift at joint 2 and 214 lb uplift at joint 4. 5) "Semi -rigid pitchbreaks including heals" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `,0GO1 N I VF' -t C * . N/LIIJ!/ 2 ..... 1k FL Cert. 6634 March 28,2013 AWARAUNG-yen{frjdrsfpsjp m4ersmdPOADNOIESONIMS61w9INCLUDEDW7EKNPPERBNCEFAGEhH1.7473BEPORSUSE. ■ D�asvggnvclidforuseanly with Mgek connectom Misdeignlsbased only upon P ametersshown. and lsforanindMdual buBdig component. Appl'catility design of Parameters and proper rx omorcron of component is resporAbility of bW ding designer- not huss designer. Bidding shown 6 for lateral stpportof k)dvidual web member only. Add@IomitemporarybrdcngtoinvaestdbD YtlLamg coruhuchonistheresponibillifyotftle Additional braceg Me is bsuldug WOW erector. Permanent of overall slrucM1ae the resporwbtHy ofttre tleigner.forgeneral guidance regarding fabrication, quality conhol, storage, delMery, erection and braclrlg. corcdf ANSIfrPll Quality Criterio, DSB-89 turd BCSI Budding C=PmGnt Salety Intonndfion avoddble from Tuss Plate institute, 781 N. Lee Sheet State 312 Alexandria VA22314. d SaaHrem Pine (SP) lumber is spec Ifiads Hie design values are those effective 06/01/2033 by ALSO 69M Parke East BW. Tampa, FL 33610-4115 710<6 4x8 = 2-z-a 3-2-0 4-2.0 I 1212-0 13.2-0 1142-0 20- 0 2-2-0 1-0-0 1-0-0 6a0 a-ao t.an 6-an Scale = 1:36.0 Plate Offsets (X Y): [2:0-1-e 0-0.O1 f3.0-0-4 Edgel. r8:0-2-10,0-1-81 [10:0-2-e Edgel r15:0-2-8 Edge] LOADING (psf) SPACING 2-0.0 CSI DEFL in Coe) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.70 Ven(LL) 0.37 it >645 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Ved(TL) -0.58 11 >409 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 HOrz(TL) 0.24 8 Na n1a BCDL 5.0 Code FBC2010/TPI2007 (Matruo Weight: 99 lb FT=0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD WEBS REACTIONS (Ib/size) 2=g36/0-8-0 (min. 0-1-8),8=936/0-8-0 (min. 0-1-8) Max Horz 2— 325(LC 6) Max Uplift 2-719(LC 8), 8— 719(LC 8) Max Gmv 2=1103(LC 2), 8=1103(LC 2) FORCES (m) - Max. Comp./Max. Ten. -All forces 250 (m) or less except when shown. TOP CHORD 2-3=-1641/885, 3-4= 3056/1629, 4-5-1552/877, 5-6=-1362/844, 6-7=-1810/1098, 7-8-1690/940 BOT CHORD 2-15-616/1452, 14-15=-724/1715, 3-14= 811/1718,13-14=-1346/2989,12-13=-134W989, 11-12-458/1286,10-11=-736/1624,8-10-660/1393 WEBS 3-15= 1092/487, 5-12-301/565, 6-11=-533/848, 7-11= 421/369, 7-10= 885/403, 4-12— 1754/902,4-13=-124/536 Structural wood sheathing directly applied or3-10-11 oc pudins Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-12 MTek recommends that Stabilizers and required cross bracing 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL,4.2psf; BCDL=3.OpsF h=15ft; B--15ft; L=50ft; eave=6ft; Cat. I I; Pxp D; Encl., GCpi--0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s)11 checked for a plus or minus 2 degree rotation about its center. 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 719 m uplift at joint 2 and 719 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O�J,P�v I N'rVFC N 68182 cc z 9 T F nnnn�`` FL Cert. 6634 March 28,2013 AIVARWI-VmlfydsignParm.mdREADN07MON77DSAIMLNDLUDBD7N78KREPKlW=EPAGRDE7.7473BSPORSUSE. Desiggn Mgek lhta volldlor use oNy with cornecton tladgnbbnted onN ipon porameiersstwwn antl bfor anintlivltlud bWdng component. AppllcabiliN o/design Parameters and proper incorporotlon of component is reworwbYHy olbWtlhg detlgner-rw} huts desgner. &acing shown b for lateral v.¢rpod of'vltlivitlual web members oNy. AtldiHorwl temporary bracn8 to Invae stabillly tlumlg wmhucXon b ire resporwb0liN of the erector. AtldlfionN pertnanenibrac'ng of the overalshuchuebmeresponvb0ily ofttle balding tledgnar. For generalgwdmae regartlhg MiTek' f�xrlcatlon quNiN confrol, storage. delivery, erecllon oral'adng, conslt ANSIRPII 9ualiN CTlleda, PS&89 and BCSI Bupdmg Component Salary Inlormahon wa0able hom Truss %ate WiIMe. 78, N. Lee Street Srvte 312 Alexantica VA 22314. 690a Pa4ce East Btad. If SouthOm Pine (5P) lumber is Wecifietl, Na desigr values are those eReclive O6J01/2013 by ALSC Tampa, FL 33810-0115 71046 IG2 ISPECIAL I I 1 I T4778700 Scale = 1:35.5 4x6 = 2-2-0 3.2-0 42-0 10.2-0 13-2-0 142-0 20.40 2-2-0 1-0-0 1-POI EO.O I 3.0-0 1.0.0 6-2-0 Plate Offsets (X,Y): [2:0-2-10 0.1-81 [3:0-4-4 Edgel [8:0.2-0 Edoel [9:0-2-8 Edgel [74:0-2-e Edge) LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 30.0 Plates Increase 1.25 TC 0.72 Ven(LL) 0.39 10 >611 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.59 10 >403 240 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.24 8 n/a Na BCDL 5.0 Code FBC2010ITP12007 (Matra) Weight: 971b 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 (lb/size) 8=832/0.8-0 (min. 0.1-8),2=939/0-8-0 (min.0-1-8) Max Horz 2=316(LC 7) Max Uplift 8— 576(LC 8), 2— 725(LC 8) Max Grav 8=979(LC 2), 2=1107(LC 2) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1649/896, 3-4-3050/1694, 4-5=-1564/909, 5-6-1373/871, 6-7-1840/1157, 7-8— 1715/974 BOT CHORD 2-14=-676/1441,13-14=-794/1702, 3-13---869/1707,12-13=-1456YL969, 11-12=-1456/2969, 10-11-539/1298, 9-10-847/1658, 8-9=-751/1423 WEBS 3-14— 1084/531, 5-11=-316/570, 6-10= 599/893, 7-10= 433/362, 7-9=-903/469, 4-11— 1746/932,4-12=-144/532 Structural wood sheathing directly applied or 3-10.9 oc pudins Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f ; B=45ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi-O.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joinf(s)10 checked for a plus or minus 2 degree rotation about its center. 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 will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 576 m uplift at joint 8 and 725 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard J�%%�OPQ IN N V N 68182 �9 T F .e to, nrrnn�`` FL Cert. 6634 March 28,2013 0Wd NG- Verify deign pmmnda and READ NOTES ON MS d 177CLOBSDelffEKREFERPNCBPAGE 391.7473 BEFORE LIS& Desgnvand for use only with MiTek cennadon phis deign isbased any upon parametersshown and Is far an" idual bWtlng component. Applicability of design parameters and proper incoMoratkn of compreb onent isrespo0ity ofb Ming designer -nott deigner. Bracing shown �� bforlderds portofhdividualwebmembersardy. Additionaltemporarybacngto Inwresfabdilyduringwo efimbarere mbdlilyofthe Additional bracing the MiTek' erector. permanent of overall structure 4 he responvbny of the budding desgner. For general gddmce regarding fabrication quid control, storage, delNery, erection and bacng, COMB AN51/IPI7 Quality World, DS13-89 and SCSI Bundhg Canpanent Intornallon wadable hom T. Rate h hate, 781 N. Lee Sheet Stife 312 N.xondda VA 22374. 6904 Parke East BW. f= IrSauthem Pine ISP) lumberis specified, the design wluesare thane effective 06/01/2013 by AISC Tampa, FL33610<116 710,16 T47787a1 1-0.0 5-1-0 10.2-0 15.3.0 20-4-0 21-40 1 1-0.0 5-1-0 5-1-0 I 5-1-0 I 5-h0 I t-0-a 4x4 = oxv — axo — oxv — Scale = 1:38.6 Plate Offsets (X,Y): [2:0-2-10 Pt-8][6:0-2-100-1-81 LOADING (psf) SPACING 2-0.0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.07 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.13 8-10 >999 240 SCLL 0.0 ' Rep Stress Ina YES W B 0.25 Horz(TL) 0.04 6 rVa n/a BCDL 5.0 Code FBC2010/IPI2007 (Matrix) Weight: 94to FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (Ib/size) 2=936/0-8-0 (min. 0-1-8),6=936/0-8-0 (min. 0-1-8) Max Horz 2=-325(LC 6) Max Uplift 2=-719(LC 8). 6= 719(LC 8) Max Gray 2=1103(LC 2), 6=1103(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Bt) or less except when shown. TOP CHORD 2-3= 1707/965, 3-4=-1476/955, 4-5=-1476/955, 5-6=1707/965 BOT CHORD 2-10=-700/1529, 9-10=-319/948, 8-9=-319/948, 6-8=700/1421 WEBS 4-8=-326/579,5-8=-472/366,4-10=-326/578,3-10=-471/366 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purins. BOT CHORD Rigid ceiling directly applied or8-9-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.0psf; h=15ft; B=45ft; LSOfl; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; MW FRS (directional); Lumber DOL=1.60 plate grit DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load noncencurreru 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 719 Ile uplift at joint 2 and 719 lb uplift at joint 6. 6) 'Semimrigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard NQ��/68182 FL Cert. 6634 March 28,2013 Q WBRHING -Vo fg design p..rotas and READ N07ES OMMS dfm INCLUDED WMICREPERENCEPAGE1111.7473 BSPORS ILS& Doc] valid for use only with MTek cornectim ltrb desgn isbased onlyupon parameters shown and is for anindividuol building component. App'Ioabllily of desgn Parameters and proper Incorporation of component isresponvbuty of building designer-notlnus dealgner. Bracing shown is for lateral support of individual web members only. Additional temporarybrachg to Irmure sta Uffy during cond uction istire resportvbllityof fie buMng WOW erector. Accifforxal pennonenibracmg of the overall struchue Lsthe respan4bllry ofthe designer. For general guidance regarding fabrication qualty control, storage, delivery, erection aW brachg. comet ANSIRPII Quality Criteria, DSM9 and BCSI Building Component 0" Parke East BW. Saety Inlonnatim avaroble from 7nm Plate Wtiituta, 781 N. Lee Sheet. Site 312- Atexardda VA 22314. If Southern Pine (SP) Iumberisspecf6ed, the design values are arose effective 06/01/1073 byALSC Temp., FL 33910.4115 7101P IGEAT IGABLE I I 1 I T47787a2 20-8-0 21-B-0 I m 1040 10-0 0 1b0 Scale = 1:37.8 44 = 40 = 8 4x4 = 3x4 — 25 24 23 2221 20 19 18 17 3x4 — 3x6 = 20-8-0 LOADING (per) SPACING 2-0-0 CSI DEFL in (loc) Vdetl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.06 VerI LL) -0.00 16 Nr 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.07 VerI TL) -0.00 16 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(rL) 0.00 15 n/a Na BCDL 5.0 Code FBC2010rrP@007 (Matra) Weight: 104 lb FT=O% LUMBER BRACING TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 as bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross to be installed during tmss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-8-0 (b) - Max Horz 2=330(LC 7) Max Uplift All uplift 100 Ib or less at joints) 21, 20 except 2=-178(LC 8), 23— 161(LC 8), 24-156(LC 8), 25=-150(LC 8), 19— 161(LC 8), 18=-156(LC 8), 17-150(LC 8), 15=178(LC 8) Max Gmv All reactions 250 lb or less at joints) 2, 23, 24, 19, 18, 15 except 21=413(LC 13), 25=257(LC 13), 20=362(LC 14), 17=256(LC 14) FORCES (b) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-252224, 6-7=-165/275, 10-11=-145275 WEBS 6-21-298/90,11-20=-251/90 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL-1.2psf; BCDIr3.Opsf; h=15ft; B=45ft; LdOtt; eave=2h; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVrPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 as. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 9) • 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, with BCDL = 5.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift at joint(s) 21, 20 except (P=lb; 2=178, 23=161, 24=156, 25=150, 19=161,18=156,17=150, 15=178. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) puffins at as spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard OPQU I N )fVF� GEN N 68182 9 T F ' u/ Z ���i�SS NP,1,E�.�``• FL Cert. 6634 March 28,2013 AWARNING -Var(pjdei1.P ateraandIMDN07ESON7EISAND INCLUDEDMRBNREPERSMCCPAGBNr7.747313EFORE S6 Designvalid for use only with MTek connectors This desgn isbasetl arty µnon parometersdlown, and is for an Individual buldng component. �� ApplIcclonty of design parameters and proper Incoryaralron of component bresporwblily of building de9grler -not Trutt desgner. Brodng shown Ls forlatwol support of Mividual web members ody. Additional temporary bracing to iw.ae stcro3dy duirg construction is the responwbllity of the erector. Addinwrolpemonenibracinggofineoverdlstmc eLsMerespare lyofttrebulrlbgd.signer. rger*ralgl d cemg.,dng WOW fobrkation qualliy confrol, Aooga, tlelivery, erection orto bracing, corwdt ANSVIPII Quality Criteria, DSM9 and= BuBdmg Component so" ety Information magical. from Ihm Plate hotMe, 781 N. Lee Sheet Sute 312, NexoMrlm VA 22314. 1} Southem Pine ISP) lumber is specified, Me design values are those effective 06/01/2013 by ALSC 69b1 Parke East BNd. Tampa, FL 33610-4116 1,110.1 4x4 = 6.OD 12 3z4 27 26 25 24 23 22 21 20 19 18 17 16 15 3x6 = Scale: 1/4'=1' Plate Offsets (X,1): f22:0-1-9 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdeg Vd PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.09 Vert(LL) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.23 Horz(TL) 0.00 15 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matra) Weight: 149b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins, except BOT CHORD 20 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 Mick recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 24-3-8. (b) - Max Horz 1=361(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 15, 20, 1 except 21=-147(LC 8), 23= 161(LC 8), 24= 153(LC 8). 25= 159(LC 8), 26=-139(LC 8), 27= 208(LC 8), 19=-147(LC 8), 18=-161(LC 8), 17=-153(LC 8), 16=-164(LC 8) Max Gmv All reactions 250 lb or less at joint(s)15, 20, 21, 23, 24, 25, 26,19, 18,17, 16. 1 except 27=310(LC 13) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. TOP CHORD 1-2= 379/396, 2-3= 341/339, 3-4= 312/308, 4-5= 284247, 5-6= 259/271, 6-7=-255/234, 7-8— 227274, 8-9=194/353, 9.10= 167/353,10-11=129274 WEBS 2-27-272/214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL =4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L--50ft; eave=2ft; Cat. II; Exp D; Encl., GCpk0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) • This truss has been designed for a I've load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 b uplift at joint(s) 15, 20, 1 except (p=lb) 21=147. 23=161, 24=153, 25=159, 26=139, 27=208, 19=147,18=161, 17=153, 16=164. 10) 'SemFrigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N 68182 ' V T F '•�/: i ''ss N AL E�Ca��• /11111111\\ FL Cert. 6634 March 28,2013 Q WARNING -Verify deign Paamnd. and READ NOTES ON7E7SAND INCLUDED M7IEKREFERENCEPAGEM7.7473 BEFORE USE Dedgn valid for rue only witty Mrtek connectors. lltb desgn lsbased oNy upm on parameters shown and b loran individual buildingcnporent. ApmabillN of design parameters and proper Incoiporeon of component isrespondo tty of buldhg designer -not Inns designer. Bracing shown Isforlateral=podofhdividualwebmemberoNy.Add@b itemporarytrachgtoirw.aestoblttyduringconstructionistherespo bOlityoftyre Additional bracing the bWdhg dedgner. MiTek' erector. pernamo of 4e overall slruchse h" reporfloln of For genaral gadmce re,,arciftg fcbdcalon qudry control, sloroge, delivery, erection and braehg. conout ANSIRi'll 9udity Warta. DSB-89 and BCSf Buldmg Component 6904 Padre East Bled. Safety 1.09UUNo. avalable tom T. Plate trot te, 781 N. Lee Street Site 312 Nexa dra. VA 22314. Il SoutlrDine (SP) I umber is spec-rfled, Me design values are those effectae 06/01/2013 by At Tampa, FL M610-4115 7104 _.. __,.__...v-_.......,_._. r..—....... ,,_. ... ....... _...__........... _l.. r1-0-0, 146-0 29-0.0 1-00146-0 I 14-6-0 44 = 6.00 r12 10 Scale = 1:50.4 3x4 32 31 30 29 28 27 2625 24 23 22 21 20 19 3x4 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 125 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 5.0 1 Code FBC2010/TP12GO7 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 CSI DEFL in (too) Vdefl L/d PLATES GRIP TC 0.07 Vert(LL) -0.00 1 ntr 120 MT20 244/190 BG 0.03 Vert(TL) -0.00 1 Nr 90 WB 0.18 Horz(TL) 0.01 18 Na Na (Matra) Weight: 167 lb FT=0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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 guide. REACTIONS All bearings 29-0-0. (Ib) - Max Hom 2--"2(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 25 except 2=-123(LC 8), 27=-146(LC 8), 28=-161(LC 8), 29— 164(LC 8), 30— 155(LC 8), 31=-153(LC 8), 32— 164(LC 8), 24— 146(LC 8), 23— 161(LC 8), 22= 153(LC 8), 21— 159(LC 8), 20=139(LC 8), 19= 208(LC 8) Max Gmv All reactions 250 Ib or less at joint(s) 2, 25, 27, 28, 29, 30, 31, 24, 23, 22, 21, 20, 18 except 32=277(LC 13), 19=307(LC 14) FORCES (m) - Meet. CompJMax. Ten. -All forces 250 (m) or less except when shown. TOP CHORD 2-3— 321/323, 3-4=-283272, 4-5= 256239, 8-9-171279, 9-10=-142/357, 10-11-122/357, 11-12=-91279 WEBS 17-19=-269214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=50ft; eave=2ft; Cal. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25 except @=1b) 2=123,27=146,28=161,29=154,30=155,31=153,32=164,24=146,23=161,22=153.21=159, 20=139,19=208. 10) 'Semi -rigid pitchbreaks including heels' Member end fait' model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦♦♦♦♦�P�C(ENI V -. N 68182 �'. T F : �4/ FL Cert. 6634 March 28,2013 Q WARMING-Peril&dr19a furcurrdn and READ N07ES ON771ISAIMINCLUDSO NRL'KREPP,RPNM PAGE PHI 7473 BEFORE r7S& Dedgnvolld for use only with MTek connectors llris desgn is based only upon perometersshowrt and La or an indMdual bWdmg component. Applicability of dedgn pam aetem and proper incorporation of component is responvbilly of bualdmg designer - not fru z designer. Bradng shown I,for lateral support of Individual web members only. Addmonal temporary bracing to kwue stab111y during construction b the resportvbfllity of the ereMor. Addtlorud pertnarrenibrac of the overdl structure Ls the resporwb9ily of the building designer. For general guidance regarding MTek' fabricaBoru qudBy antral. storage, do Nery, erection and aadng, cawlt ANSIRPII OuulTy Criteria, DSM9 and Bcsl Buidng Cornponent If Soushem Pire(SP)lumber is specified, Me desgn values are those effective 06 0 11 11=0PHoa woiable from True Plate hu Me, 781 N. Lee Sheet, sure 312, Alesantlda;A�1D4� byALSC 6904 Pate East Blvd. Tampa, FL 33810-4116 71046 T477e705 4X4 = 3x4 = 14 13 12 11 10 3z4 = Scale = 1:25.8 1."a LOADING (Pat) . SPACING 2-0-0 CSI DEFL in 0oc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.09 Vedg-L) 0.00 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Ved(TL) 0.00 9 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 8 Na Na BCDL 5.0 Code F802010frP12007 (Matra) Weight: 65b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD 20 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 14-4-0. (b) - Max Horz 2= 237(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=200(LC 8), 8=-200(LC 8), 13=-140(LC 8), 14=-213(LC 8). 11=-140(LC 8), 10=-213(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 11 except 14=344(LC 13), 10--344(LC 14) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. WEBS 3-14=300/227.7-10=300=7 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL--3.Opst h=15F1; B=45ft; L=50ft; eave=21t; Cat. II; Exp D; Encl., GCpK0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 2, 200 lb uplift at joint 8, 140 lb uplift at joint 13, 213 b uplift at joint 14, 140 lb uplift at joint 11 and 213 b uplift at joint 10. 10) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard `�AQU I N f IVF� �i���' ENgi•F�'�i N 68182 9 T OF r) E�%%`• 1111111v0` FL Cert. 6634 March 28,2013 Q WARNING -verify dsig peens an2READ NOTES UNITES AND INCLUDEDM7EKREPERENCEPAGBJM.7473 BBPORB USB. ■ Designvalld for ca only with Milek connectors This design lsbosed only 1pon pammetenshown, and b(Oran Individual budding component. �� Ooplicatility of deign parametemand proper Incorporation of component Is responsb0ity of building designer - not tnlss designer. Bracing shown b forlaterols wrf of Individual web members only. Addiflonaltemporarybfocbgtolw estWlitydLLingcomhuction Lstheres mbdlityofthe Welk' erector. Addiffondpermanembrac'�g of MememllshuclureisgeregwrwbiNof MebWdlrgdesrgner.Forgenerolgddmceregardug fabrication, quality conhd, storage, delNery, erection and badg. cow11 ANSIRPII 6uNiN Crltera, OS11,69 and BC61 Budding Co npment SaleN InlonnaHon woloble ham Tnass Nate MstiMe, 78T N. Lee Street. Srute 312 Alexandria VA 22314. If SouMem Pine (SP) lumber is specified, Ore design values are those effective 06/01/2013 by AtSC 69W Parke East Blvd. Tampa, FL 33610-4115 71046 IGPA IMP 3413 7.11.3 - - - _ 11-4o 3413 46.6 3413 i 3.64 12 2 Sx8 Sx6 = Scale = 1:17.9 4x8 % 4x8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 • BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code FBC2010/rP12007 CSI TC 0.40 BC 0.51 WE 0.47 (Matra) DEFL in Ved(LL) 0.14 Vert(rL) -0.22 Hmz(TL) 0.04 Poo) I/defl Ud 5-6 >927 360 5.6 >570 240 4 n/a n/a PLATES GRIP Mr20 244/190 Weight: 104b FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-10 cc pudins. BOT CHORD 2x6 SP 2400F 2.0E BOT CHORD Rigid ceiling directlyapplied or 9.10-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS Qb/size) 1=3053/0.7-13 (min: 0-1-8), 4=3053/0.7-13 (min. 0.1-8) Max Horz 1=-40(LC 6) Max Uplift 1= 2142(LC 8), 4=-2142(LC 8) Max Gmv 1=3598(LC 2), 4=3596(LC 2) FORCES (b) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 8643/5133, 2-3=-8278/4961, 3A=-8439/5008 BOT CHORD 1-7- 4819/8151, 7-8=-4819/8151, 6-8= 4819/8151, 6-9= 5013/8488, 9-10= 5013/8488, 10-11= 5013/8488,5-11=-5013/8488,5-12=-4699g956,12-13---469917956, 4-13=-469917956 WEBS 2-6=-1412/2459, 2-5=-310/150, 3-5= 1354/2379 NOTES 1) 2-ply truss to be connected together with 1Off (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9.0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-&0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except ff noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 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; Vu11=170mph (3-second gust) Vasd=132mph; TCDLA.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D0L--1.60 5) Provide adequate drainage to prevent water parding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2142 Ib uplift at joint 1 and 2142 Ib uplift at joint 4. 9) Girder carries hip end with 3-4-13 end setback. 10) 'SemFrigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1169 Ib down and 697 lb up at 1-8-0. 8 lb up at 2-2-0, 7Ila up at 3-4-13, 1169 lb down and 697 lb up at 3-8-0, 5 b up at 4-8-0, 1169 lb down and 697Ib up at 5-8-0 , 5 lb up at 6-8-0, 1169 lb down and 697 Ib up at 7-8-0, 7 Ib up at 7-11-3. 81b up at 9-2-0, 1169 lb down and 697Ib up at 9.8-0, and 156lb down and 61 lb up at 7-11-3, and 156 b down and 61 b up at 3-4-13 on bottom chord. The design/selection of such connection device(s) is the responsibility, of others. LOAD CASE(S) Standard F N 68182 '33: T F NALE��`% (f 1111111\\ FL Cert. 6634 March 9R 9f11q VWdRMMi-Verifydesign P�andl?il N07FS OKMVSBAm INCLUDED MREKRBFERENCEPAGEDID-7473 BEFORE USE. DedpnvclldfwuseoNywith MBekcnd ornectors.lhbdedgnisbm�edo*ry npwametersshowna lmonindMdudbuldhgcomponeM. Appi,ability of design parameters aproper hicorporalon of component is responvblity of bulding designer -notl designer.&acingshown bfwlaterda podof FULvidualwebmembersoNy. Addmonaltemporarybradngto Insurestablltydu gcorsshuotionIstherespomMiltyofine Additionalpermonenihach MiTek' erector. ftheoverallstruchueistheresponvbliryofthebuldngdesigner.Forgeneralgddonceregarding fobdcaflon, quality control, stooge, dellovy, erection ord Gachg, consult ANSIRPII Quality Qllerla, DS"9 and BCSI Buildng Cornpment 6904 Pasha Eesl Blvd. Safety Information avolcbte from Ines Plate Institute, 781 N. Lee Sheet. Suite 312 Alexandria, VA 22314. It Southern Pine (SP) lumbisspeaRed, the design valuesare those effective 06/O1/2013 by ALSO er Tampa, FL 33810i115 T47707a6 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-2=-75, 2-3=-89(F=-14), 34=-75, 1-6= 10, 5-6=-12(F= 2), 4-5=-10 Concentrated Loads (Ib) Vert: 6= 1079(F= 1084, B=5) 5= 1079(F= 1084, B=5) 7=992(F) 8=3(B) 9=2(B) 10=-992(F) 1 1=2(B) 12=3(B) 13=-992(F) GIE N V FZF Deli FL Cert. 6634 March 28,2013 QW-4RAONG-Verifydsig pram .and REBDN07ESON7WSAIR) INCLUDED AD LIKREPERLNCE PAGE A177-7473 BEFORE fASE. Devgn valid for use only with Mlfek conneators. This design is based onlytpon parametersshow and is for an individual loWdig component. Applicability of design parameters and proper Incogp all of componentlsresponvbily ofbalding designer- net truss designer. Wacing shown ¢forlaterdsupportoflndividualwebmem mcNy. AddRanal temporary bracing to inuae stab011ydraing construcAon Is Me resporwblliN of fhe Addilonalpeimanenibrachgoftheoverillshuchseisiheresp0 WOW erector. bmryofthebWdingdedgner.Fwgeneraloddancemoordmg fobricalion quality central, storage, delivery. erection and bach%conadt ANSIRPll Quality Criteria, DSB-89 and Bat Bundmg Component 6904 Parke East BNd. Safety Inf.;lofi n ay.0able from True Plate hutltute, 781 N. Lee Sheet Sale 312 Nexandria, VA 22314. It Soutlaem Mne(Sp)Iumberissp W.d.Med.si valuesarethoseeffective O6/01/2013by ALSC Tampa, FL W610-4115 71046 GRC COMMON 1 2 .loh Rnlnremnlnntionall T4T/g707 45 11 3x8 11 10x10 = oxe — 10x10 = 10x10 = 3x8 I I 3-411 6-9-11 10,2 13-G16-11-1 0.4-0 i 3-411 3-d-11 3-411 &41171 3.4115 2 3-411 Scale =1:372 Plate Offsets (X,V): f 1:0-2-15 0-3-41 f7:0-2-15 0-3-41 19:0-3-8 0-5-0] f12:0-3-6 0-5-01 LOADING (par) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Vd PLATES GRIP TCLL 30.0 Plates Increase 125 TC 0.53 Vert(LL) 0.21 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.55 Vert(rL) -0.35 9-10 >683 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 HOR(TL) 0.10 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matra) Weight: 252m FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-9-7 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-10: 2x4 SP M 30 WEDGE Left: 20 SP No.3, Right: 2x4 SP No.3 REACTIONS (lb/size) 1=62631"-0 (min. 0-3-1),7=7407/0-8-0 (min. 0-3-10) Max Ho¢ 1=293(LC 7) Max Uplift 1=4407(LC 8), 7=-5228(LC 8) Max Gmv 1=7376(LC 2), 7=8723(LC 2) FORCES (Qb) - Max. CornpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 13883/8281,2-3= 11655!/015,3-4=-8859/5406,4-5=-8859/5406,5-6_ 11632f7011, 6-7— 13826/8265 BOT CHORD 1-14=-7221/12165,13-14=-7221/12165, 13-15= 7221/12165, 15-16=-7221/12165, 12-16=-7221/12165, 11-12=-6093/10389,10-11= 6093/10389,10-17= 6090/10369, 9-17=-6090/10369, 9-18= 7207/12114, 18-19= 7207/12114, 8.19=-7207/12114, 8-20=-7207/12114, 7-20= 7207/1211a f T77/' f 1U WEBS 4-10=�596(7525, 5-10=-3523/2199, 5-9=-2033f3403, 6-9= 1962/1242, 6-6=-1184/1983, T , ��% 1 N 3-10=3551P2203, 3-12=-2037/3433, 2-12=-1997/1254, 2-13=-1201/2014 �� Q F �j P , ��'�.• F��i NOTES �GENS+•. : ; t,C`••,• �i 1) 2-ply Wss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. N 6 81 82 � *' - •• Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 now at 0-9-0 a. 2) All loads are considered equallyapplied to all plies, except N noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to -fl ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. ;• �. Q F 3) Unbalanced roof live loads have been considered for this design. • 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50ft; eave=6ft; Cat. II; F� D; Encl., GCpi-0.18; MW FRS .• T P •• _�� (directional); Lumber DOL=1.60 plate grip DOL=1.60 i \ _ \ �� ��j� 5) Plate(s) at joint(s)11 checked for a plus or minus 2 degree rotation about its center. tSs • • •' �j�` This truss for bottom l ve load 1 tne truss has been designed for live load of 20.Opsf ontta the bottom chord r 7) I Thisn 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4407 m uplift at joint 1 and 5228lb uplift at join'. FL Cert. 6634 9) 'Semi -rigid pitchbreaks including heels' Member end fairy model was used in the analysis and design of this truss. March 28,2013 W -Verify deign par en and READ NOTES 0N7A1SAfM 11MLUD1I0111178KPEPERF=EFAGBAU.74?3 BEFORE US& ■ Degggn vaddforuse oNy wihl Mgekcomectors.lNl tlesign Lslxisetl oNy rgwn porametenshown mtlLsforan irxlivitlual buddvlg component. ApplcobillN of design paramefersand proper Incorporation or component u responabdHy of b�ltling desgner -not 7mss designer. &acirlg Mown la for lalerol support of kldrvidual web members oNy. AtldM_It m ItmbaW1g to Invae stabdlH doing constnseon Istne responvbdIlly of the Addillonal MiTek' erector. perm anent Oracilg of the overdl shuchre La MeresponWbdily of itre budd'ng designer. For general grridalce regarding fobAcatlon qudity control, storage, delivery, erection and brarig, coANSIRPII Oua11H Crileda, D58-a9 and BCSI gadding Componart 6504 Parke East BN4. SaleN Inlormation avodoDie from True Plate trlstilule, 7g1 N. Lee Sheet Sute 312 Alexand0¢ VA 72314. IrSouMem pine (Sp) lumber:. syttified, the de9Lm valuesare those eRective 06/01/2013 by RISC Tampa, FL 33810.4116 T4ne707 W-141 COMMON 2 NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1413 lb down and 849 lb up at 2-1-8, 1413 lb down and 849 lb up at 4-1-8. 1413 lb down and 849 lb up at 6-1-8, 1413 lb down and 849 lb up at 8-1-8, 1413 lb down and 849 lb up at 10.1-8, 1413 lb down and 854 lb up at 12-1-8, 1413 lb down and 854 lb up at 14-1-8, 1413 lb down and 854 lb up at 16-1-8, and 1413 Ib down and 854 lb up at 18-1-8, and 1413 lb down and 854 lb up at 20-0-0 on bottom chord. The designtselection of such connecion device(s) is the responsibility of others. LOAD CASES) Standard 1) Regular. Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0= 75, 4-7= 75, 1-7=40 Concentrated Loads (Ib) Vert: 7— 1200(B) 11=:1200(B). 10=1200(B) 14=-1200(B)-15=-1200(B)16=-1200(e) 17= 1200(B)18=-1200(B)19-1200(B) 20=-1200(B) t1,11111111111, J. GENSF•.� N 68182 :9 T F ' 1JJ le4 S N ALA %%% h n n 1U1� FL Cert. 6634 March 28,2013 Q,WARMNG- Vcriifj design parmn .and RSAV NOTES ON 7WS AND INCLUDED D11YEKREPERENCE PAGE III-7473 BEFORE LW Deegnvaild for use oNy with Mffek connectom This design is based oNyupon parametersdlowm, arW b for cn individual binding component. Applicabllilyofdedgnpeametersond proper rrcorporatbn of carr o ntisregaambllty of bLOdhg designernottrundesgner. Bracing shown isforlaterol support of individual web members or1y. AddiormltempormybrachgtoirmaestablilydumQcomhuctionistherespombllityoflhe Additional MiTek' erector. permanent bracing of the overall structure istr�e reymthe wblity ofbalding designer. For general guidance regarding fabrication quality control, storage, delivery, erection and ISOChIg, Ca w t ANStlfPll Quality Criteria, MB-89 and BCS] Buldmg Compenenl Safely Intoanation available from Tru s Plate trutitute, 781 N. Lee sheet. Site 312, Alexandria VA 22314. 6904 Parke East BMd. If sty Pine (SP) lumber isspecified, the design values are thane e0ective 06/01/2013 by ALSC Tampa, FL 336104115 71046 RNA T477a7a6 3x4 3x6 = 3.64 12 3x6 = 3x4 Scale = 1:14.6 Plate Offsets (X Y): r2:0.3-0 0-2-91 13:0.3-0 0-2-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) Vdefl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.33 Vert(LL) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.54 Vert(fL) Na - Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 4 Na n/a BCDL 5.0 Code FBC2010/TPI2007 (Matra) Weight: 23 lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=296/8-0-0 (min. O-1-8),4=29618-0-0 (min.0-1-8) Max Horz 1=25(LC 7) Max Uplift 1=-205(LC 8), 4— 205(LC 8) Max Grav 1=348(LC 2), 4=348(LC 2) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. TOP CHORD 1-2=827/515, 2-3— 775/511, 3.4=-827/515 BOTCHORD 1-4--464/775 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc pudins. BOT CHORD Rigid ceiling directly applied or8-2-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL_-3.0psf; h=15ft; B_45ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18: MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencuffent 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 b uplift at joint 1 and 205 lb uplift at joint 4. 8) 'Sem"gid pitchbreaks including heels' Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard .......... .N7 * N 68182 :9 T F :.4/' i O••• p •=4/, FL Cert. 6634 March 28,2013 Q WARFIING-verify d®iyn parmnders and RE&D N07ES OI777RS AND 111MUDED 11117ERREFEREVCEFAGE b111-74ME ORS rml? D�Ignvalitl for use only witn Mgek connector iNs tlesign isbosed oNy loon parametersshown and is loran lndivitlualbWtlmg component ■■■ ApplkaGliN of design parameters and proper Incorporallon of component is responvb0iy of bWltlNg designer -nod lass designer. Bracing shown is for lateral sPpod of htli- —1 web members oNy. Additbnal temporary bracing to insure siab0ity tluMg corehuc7ion Lsttle responsbYlily of ilia AdditlorwlpennenenibmctrgoflheoverallsfiucI iwiTek' erector. theresporwblityofMebWtltrlgda9gner.Forgenemlg,titlanceregardtrxl fobdeetlon, quality conhd, storage, delivery, erec}bn and barng, convlt ANSI/1P11 Oualily Cliteda, DSB-a9 and BCSI BuOding Component sel.N IntormaBon ay.,oble tram Tnss Plate kstiMe. 7a1 N. Lee Sheet SWe 312 Alexardtla VA 22374. rk . 6904 Pe�lxe Eest BNd. If Southern Pine laP) lumberisspecifietl, Ne tlesig. valuesare Nos¢ effective O6/03/2013 by ALSO Tampa, 3361a-41 71046 3x4 i 3x6 = 2 3x4 Scale = 1:7.4 Plate Offsets (X Y): 12:0-3-0 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.08 Verl(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) nla - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 HOrz(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matra) Weight: 11 lb FT=0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=117/4-0.0 (min. 0-1-8).3=117/4-0-0 (min.0-1-8) Max Horz 1= 38(LC 6) Max Uplift 1=-82(LC 8), 3= 82(LC 8) Max Grav 1=138(LC 2), 3=138(LC 2) FORCES (ro) - Max. Comp./Max. Ten. -All forces 250 (m) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 guide. NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15X; B--15R; LdOft; eave=6ft; Cat. II; Exp D; Encl., GCp60.18; 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 nonconcuffem with any other live loads. 5) • This truss has been designed for a lye 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 m uplift at joint 1 and 82lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including haste Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IE NrVF�F N 68182 T F :.u/z 0411NAB- FL Cert. 6634 March 28,2013 A WARNING- Verify design P.I at. and READ NOTES ON731I9 AND INCLUDED MMUCREPERE111CRPAGEM-7473 BEFORE USE Derignvalid for use only with Mffek connectors. This design isbased only upon parometersrhow and is for an individual b ding component. Applicability of design perametemand proper Incorporation of component is resporwbJRy of buldng designer - nottaxs designer. Bracing shown isf"lWercdsupportofhWwAi lwebmembersoNy. AdditionaltemporarybracngtoinssedcWityduringcomtrucfimisifreresporwbfllityofthe Addiffonolpermonentbac"vgof MiTek' erector. fine averollstructure lstheresporwbdilyofttrebtuldngdesigner. For general guiclarmregardvg fabrication. quollly conlrol, storage, delivery, erection and bracing, car t ANSI/rPll Quality Criteria, MB-89 and SCSI Building Component safety Information a,,Nadol. from Tnya Plate hssBlute,781 N. Lee Sheet, Sdrie 312 Al.andna, VA 14. 6904 Palle East Bled. 116authem Pine JSP) lumberis specified, hie desigr values are those effective 06 Ol 013 byAISC T.,,FLnsl O0 116 71046 Refer to MiTek °TOE -NAIL' Detail for connection to supporting carrier truss (typ all applicable jacks on this job) 6.00 I2 3x4 = Scale = 1:8.4 LOADING (pat) SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(rQ -0.00 2 >999 240 BOLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 5.0 Code FBC2010/1-P12007 (Matra) Weight: 7lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=17210-8-0 (min. 0-1-8), 4=7/Mechanical, 3=27/Mechanical Max Horz 2=112(LC 8) Max Uplift 2= 186(LC 8), 3= 31(LC 5) Max Grav 2=206(LC 13), 4=22(LC 3), 3=45(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-13 oc pudins. 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 guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; LdOh; eave=61t; Cat.][; Exp D; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186lb uplift at joint 2 and 31 lb uplift at joint 3. 6) "Semi -rigid pftchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦♦♦♦♦`P(�01 N :�♦'� GENS' i N 68182 9 T F :•(U O' •� )OP��_� ifill 11 FL Cert. 6634 March 28,2013 Q WARMNG-Ve fy design pmmne andR NOTES ON7EIS AM) INCLUDED IIETEKRFYFAS CErAGE M-7473 BEFORE USE. Oaagn valid for use only with MiTek connectors This dedgnis basetl only 1pon parametersshow% and is for on lMMduol buld'i g component. Applicability of deign parameters and proper hcorporation of componentis resporwbJily of building desgner -not truss designer. Bracing shown Isforlatoolsupportofbdividualwebmembersonly. AdtliAonaltemporarybracingtoinuaestobailyd gcomlmr rats .respo Nfilyof Ne Additiorclpermonenibacmgof MiTek' erector. the overdlstnrclurektberesporebM/ofmabWdhgdmg,er.For general gWdanceregartlug fosicalioa quoilly control, storage, delivery, erection and braclrg, convlt ANSIRPII Quality Criteria, DS8.89 and BCSI Building Component Seely InfomaBon ..flable from Taal Plate InstiMe, 781 N. Lee street. Site 312 Alexandria, VA 22314. f ouMem Pine 155P) WrnberlsWealffe d, the design.1uesare d%. efectuve(16101/2013 by AISC 6W4 Parke Eea BW. Tampa, FL 33610i115 7104a T4778711 3x4 = Scale = 1:9.9 2-2-0 LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.27 Ven(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Ven(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 5.0 Code FBC20101TP12007 (Matra) Weight:9 H) FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3--30/Mechmical,2=213/0-" (min. 0-1-8),4=8/Mechanical Max Harz 2=133(LC 8) Max Uplift 3-41(LC 5). 2=-225(LC 8) Max Gmv 3S2(LC 13), 2=254(LC 2), 4=25(LC 3) FORCES (m) - Max. CompJMax. Ten. -All forces 250 (m) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 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 guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=50fC eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; 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 vide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 41 to uplift at joint 3 and 225 It, uplift at joint 2. 6) °Semi -algid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %OP'p,U 1 N 1 rVFC�*. i N 68182 • T OF FL Cert. 6634 March 28,2013 O wdRMNG-Verify desrgn,ar ten and RBID NOTES ON MIS 61117 INCL UDPD Mr7EKREEERENCE PEGS MI 7473 BEFORE USE, ■■■ Desiggn valid for use only wiln Mlfek connectom. lhls deign is based onry upon parametemshown, and a foran individud bulldxg component. Applloability of deign parameters crW proper incorporalion of componentis respowb@ly of bdlding desgner- not 1=dedgnan BraclW slrovm 6 for lateral support of hWNidual web members only. AddMn itemporarybradngto In9.uestabU4dukgcoms cflmistheresponcbtlityofthe MiTek' erector. Additional permanent bracho of the overall structure is the responubely of the building designer. For general Vdonce regarding fobrication. qudily control, storage, delNery, section and brach'1g. corers ANSIBPl1 Quality Criteria, D.SB-89 and Bal BuBdng Component 6904 Parke Ea5 BNd. Safety Inlormallon avaiable from Truss Plate tr¢fifute. 781 N. Lee sheet. Site 31Z A manckia. VA 22314. us Pine (5P) lumberis sperifietl, Ne tlesign valuesare those effective OG/01/2013 bVAL5C Tampa, FL W810-1115 710ae 3x4 = Scale = 1:7.9 .7-i LOADING (psi SPACING 2-0.0 CSI DEFL in (too) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(FL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Ina YES WS 0.00 HOrz(Q -0.00 3 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matra) Weight: 7b FT=O% LUMBER BRACING TOP CHORD 2)(4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-7-1 oc pudins. 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 guide. REACTIONS (lb/size) 2=19410-8-0 (min.0-1-8), 4=7/Mechanical, 3=19M1echanical Max Horz 2=104(LC 8) Max Uplift 2=-220(LC 8), 3— 25(LC 5) Max Grav 2=231(LC 2), 4=22(LC 3), 3=33(LC 13) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-seocnd gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45f ; L=50fl; eave=6ff; Cat. II; Exp D; Encl., GCp'r--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-&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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 b uplift at joint 2 and 25 lb uplift at joint 3. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ENgF N 68182 13 O: T FL Cert. 6634 March 28,2013 WARNING- Voify dxsignpmmne. and READ N07BS ON MIS AND7NCLOOBO 14r1EKREFERF"2PAGBM.7473 BEFORB OSB. ■ Omlgnvalltl f«,ue only wHh MTekconnedor ""tladgn Labased oNyrpon p«amefersshown and bforan indivldud bWtivlg component. N� Appllcobllity of tlesign parameters antl proper Incorporation or component is responsibAity of bulltlhg de9gner-nottnus tlesigner. BmGrx7 shown h forloi«al support of Indivitlual web members aNy. Atltlitional temporary bracing to Invae stabJity tluNg coruhuclion isthe resporxtib9lify of the MiTek' erector. Ad,t nelpermonenibadvgofftreoverdlstructureBlheresponvb0lryofineG9tlhgdevgner.forgeneralgrudanceregardng faMcaVon quality canhol. sf«age, delivery. erection orW bradng, aorwlt ANSI/rP1I Oudity Cdfe4a. 0.5a-a9 and SCSI Bu7ding Component 6904 Parke East BMA. smeN IntormaHon avoioWe hom T. Plate IrutiMe. 781 N. Lee Sheet SUJe 312 Nexantlrl¢ VA 12314. It SouMem Pine (SP) lumber is specifietl, Me design values are Mote eRective 06/Ol/2013 by ALSO Tampa, FL 336104115 71046 T4173713 30 = LOADING (pso SPACING 2-0-0 CS] DEFL in Doc) Vdefl Vd TCLL 30.0 Plates Increase 1.25 TC 0.13 Verl LL). -0.00 2 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(FL) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 Na Na BCDL 5.0 Code FBC2010fFPI2007 (Matrbc) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS (lb/size) 3=2/1ifiechanical,2=156/0-9-8 (min. 0-1-8),4=5/Mechanical Max Horz 2=86(LC 7) Max Uplift 3= 45(LC 7). 2=-194(LC 8) Max Grav 3d5(LC 4), 2=187(LC 2), 4=26(LC 3) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. Scale = 1:9.8 PLATES GRIP MT20 244/190 Weight: lob FT=O% BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MlTek 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL--3.Opsf; M-15ft; B=45ft; L=50f ; eave=loft; Cat. II; Exp D; 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 chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 b upl'dt at joint 3 and 194 Ile uplift at joint 2. 6) Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 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=1.25 Uniform Loads (pit) Vert: 1-5= 75 Trapezoidal Loads (pit) Vert: 5=0(F=38, B=38)-to-3= 53(F=11, B=11). 2= 1(Fd, B=5)-to-4=7(F=1, 13=1) ♦♦♦♦♦�P� GIE N N 68182 9.'• T F '•u/� in<4� NALE%%``♦ nintn�`` FL Cert. 6634 March 28,2013 Q WARRING- Verify deign Pattrmd andREAD N07ES ON7E1SAND INCLUDED N17IXREPP,RRNCEPAGB1117.7473 BEFORE USE. Delignvolld for useonly vrilh Mirekcorinectom This design@based anlynponporcmetersshowrt and htcran indrAdual budd'ug component. npplcaUlfy de9ai Incorporation of porametersand proper of component bresponvbllty of buOdug designer -nouns designer. &acing shown hfor lateral support of bdividual web members only. Addit mitemporarybracingto Inouesiabitydungcomtmctiontitherespn aliyofthe erector. Addmonol permanent brockg of the overall struchrelithe responvblRy of the building desgner. For general guidance regarding MiTek' fabrication qudlly control, storage, delivery, erection and brarng,corcuff ANSUFP11 Quality Crileda, DSB-89 and BCSI BUBdmg Component 69" Parke Sect BAN. Safely Infoonation avaiable from Trutt Plate kutide, 781 N. Lee Street Ai1.312 Rexandda, VA 22314. If Southem Pine (SP7lumtwrisspeeiffedr Me design values are those effective OG/01/2013 try ALSC Tampa, FL 33610-4115 71D48 T4778714 3x4 1, (2)-16d (0.131-x3.5a) toenails Scale = 1:7.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase I,25 TC 0.07 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010rTP12007 (Matra) Weight:5 lb FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (lb/size) 1=59/2-0-0 (min. 0.1-8), 2=52/2-0-0 (min. 0.1-8), 3=72-0-0 (min. 0.1-8) Max Horz 1S7(LC 8) Max Uplift 1=-28(LC 8), 2=-58(LC 8) Max Grav 1=71(LC 13), 2=73(LC 13), 3=21(LC 3) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. Stmcturel wood sheathing directly applied or 2-0-0 oc puriins 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8= 45ft; L=5011; eave=6ft; Cat. II; Ecp D; Encl., GCpi=0.18; MWFRS (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 pet bottom chord live load nonconcurent 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. 5)Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 and 58 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r fV/ -z IN . ENg�.F�'�: #TF 2 .;UJN�� FL Cert. 6634 March 28,2013 Q WBRNING - yerffrj design pd. and READ N07= 0Ar7RISMLE) IN UDED M178KREPERBNCB PAGEMD-7473 BEFORE USE. Dedgn valid for use My with MTek connectors. Thb design lsbosed My upon parametems ovm and is foran induidual bUding component. Applcabparameters and of design parameteand proper Incorporation of componentbilly respons of binding designer -not true designer. Bracing s wn ■ �� b forlateral support of hdividual web members My. Additional temporary bracing to Iravae stabs lty during construction is the responsibility of Me Additional the MiTek° erector. permanent bracing of overall structure lathe renporabilty of the butchig clsgr»r.For genemlg ldanceregarding fabdcallon quality control, storage, delivery, erection aunt bracing, roradt ANSIRPII Quality C iterlo. DMIlif and Best Building Component ItZ.V lot.. K.n available from Tana Plate kutifute, 781 N. Lee Sheet, Bute 312. Alexandria VA 22314. If 6authem Pine (SP) lumberisspecified, the design values are those effective06/01/2013 by ALSC ON Parke East Blvd. Tampa, FL 33610-0118 7104.6 IMVA IVALLEY It I 1 I T4778715 3.50 FIT 3x4 213 11 Scale = 1:13.1 2x3 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) VdeO L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC OAS Ven(LL) n/a - n1a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.52 Ven(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 Na n/a BCDL 5.0 Code FBC2010/rP12007 (Matrbc) Weight: 21 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS gb/size) 1=2428-10-5 (min. 0-1-8), 3=242/6-10-5 (min. 0-1-8) Max Hom 1=122(LC 8) Max Uplift 1=150(LC 8), 3=-186(LC 8) Max Grav 1=285(LC 2), 3=285(LC 2) FORCES (m) - Max. CompdMax. Ten. -All forces 250 (69) or less except when shown. TOP CHORD 2-3=-256/203 Structural wood sheathing direly applied or 6-10-5 oc purims, 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=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=5011; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; 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 nonconcunent 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 m uplift at joint 1 and 186 lb uplift at joint 3. 6) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard CLG(E NfV FfF �, lZI N 68182 :9 T F FL Cert. 6634 March 28,2013 Q WARNING-Verj(y dmiyn pmxanefers and READ ARDM OIll AIM INCLUDED M17EKREFERENCEFBGE3111.7473 BEFORE USE. Dedgn valid for use only with MBek connectors.Itis design is based only upon parametersshow%and is for an individual building component. �� Applicability of design porametersand proper incorporation of component is respor"Ity, of bu lding designer -not truss designer. Bracing drown is for [Ward support of individual web members only. AddMorwltempaorybracngio Inurestobhhyduringcomtr Noniatherespon4btlityofthe Welk' erector. Additional permanent braccinagg of the overall structure Is mly e respo of the "ding designer. For general guidance regarding fdMcafl qudhy control, storage. delNery, erection eM brachg. consult ANSIRPII Quality Criteria,DSB-89 and BCSl Building Component sdery Infmmabon waloble from Trim Plate fro le, 781 N. Lee Sheet. S lle 312 Alexaudde, VA 22314. 6904 Parke Eost Blvd. Tampa, FL 33610-4115 If5aoul Pine(SP) lumberisspecified, the deztgm valuesare Nose effective 06/01/2013 by ALSG 71046 IMVa IVALLEY 12 I 1 I T4778716 (2)-16d (0.131'x3.5') toenails Scale = 1:7.7 3x4 LOADING (psf) SPACING 2b0 CSI DEFL in Doc) Udell Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.23 Verl(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(fL) Na - n/a 999 BCLL 0.0' Rep Stress Ina YES WB 0.00 Hoa(TL) -0.00 2 nfa We BCDL 5.0 Code FBC2010/TPI2007 (Matra) Weight: 9lb FT=O/ LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=10213-5-2 (min. 0-1-8).2=90/3-5-2 (min. 0-1-8),3=12/3-5-2 (min. 0-1-8) Max Hom 1=52(LC 8) Max Uplift 1— 64(LC 8), 2=-86(LC 8) Max Grey 1=120(LC 2), 2=108(LC 2), 3=36(LC 3) FORCES (BI) - Max. CompJMaei. Ten. -All forces 250 (b) or less except when shown. structural wood sheathing directly applied or 3-5-2 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required areas bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B115ft; Ld011; eave=60; Cat. II; Exp D; 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 noneoncunent 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. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 1 and 86 Ib uplift at joint 2. 7)'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 March 28,2013 Q WARMING- Verifg design parmneters and R N07ES ON THIS AND1AFCLIR)SD 1167EKR FJ?ENC6 PAGE DI1-7473 BEFORS UST. ■■■■ Design valid far use only will MTek conneclars This design is based orgy Won parameters shown arM is for an lndlMdual buildhg component. Applicability of design paameters and proper incorporation of component to respomb60us y of building designer -not truss designer. Bracing shown Is for lateral support of Ir dividual web members only. AddBional temporary bracing to insure stobuty during construction is the resporwbility, of the Additional the building Welk' erector. permanent Mac'rg of the overall structure islhe responvb00y of desigrx r. For general guidance regarding fabrication qudlly aronfrd, storage, J. very. erection and lxadh corsalt ANSIRI'll Quality Criteria, MB-69 and frMt Building Camponenl I'm 1.1...tlon wailabte from Truss Plate 4uAtute, 781 N. Lee Street Sure 312 Alexarldde. VA 22314. ItSauMo. Pine (SP) lumber is specified, the design values are the. effective 06/01/2013 by AISC 6904 Parke East BIvE. Tampa, FL 33610.4115 7104B IWGE (VALLEY I I r I T4T/8717 Scale: 1'=1- 3x4 i 2x3 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/fP12007 CSI TC 0.36 BC 0.12 WB 0.00 (Matrix) DEFL in Vert(LL) n/a Vert(FL) Na Horz(TL) 0.00 (lot) Vdefl Ud - Na 999 - Na 999 Na Na PLATES GRIP W20 244/190 Weight: 12lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc pudins, except BOTCHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 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 guide. REACTIONS Qb/size) 1=124/3-8-1 (min. 0-1-e), 3=124l3-&1 (min. 0-1-e) Max Horz 1=107(LC 8) Max Uplift 1= 59(LC 8), 3= 113(LC 8) Max Grav 1=150(LC 13), 3=168(LC 13) FORCES (m) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; 8=45ft; L=50ft; eave=6ft; Cat. II; Fxp D; Encl., GCpi=0.18; MWFRS (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 ntmconcunent 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 m uplift at joint 1 and 113 lb uplift at joint 3. 6)'Semi-rigid pitchbreaks including heels° Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard EN 0 N 68182 T OF pi�SS' N ALE�.��`. FL Cert. 6634 March 28,2013 0 WARMNG- Vero dmign parmncl and READ NO TES ON IEIS A11m TNCLUDEO AHTEK REFERENCE PAGE MU-7473 EEPORE LASE. Design valid for use oNy with MTek cornectois lh5 design b based oNy upon paam etersshown and b fa an lritlNltluol bwld'ng component. Applkatiliry of tleslgn ppaaamofers antl proper bcorpaalion olcomponeM is resparetxllty o1 bWdi�g designer-notLuss designer. a'acing shown is forloterol s]ppon of hd'rvldual web members onry. Atlditional temporary hating to lr�surestoWilydur'urg comlruchonuMeresponvb0li of ttre erector. Additiorwl permanent hacmg of the overall shuaMehmeresporc�lBy ollhebWtlug designer. For gerreral gultlance regardnB MiTek' tob-IcaAon qudily control, storage, delNery, erecton ark hatlrxl, cowJt ARSIRPII Ououi CYiteria, DS&89 and BCSI BuBdng Componanl Svlety Intortnalion wadable ttan Th R=Plate hsstiMe, ]61 N. Lee Sheet. Site 312 Alezandtla VA 71314. 6904 Parke East BN4. It7iauthem Pine (Sp) lumber is specified, Ne design vaiuezare those eRacLve 06/Ol/1013 by ALSO Tampa, FL 336104115 71048 T477a718 3x4 11 4x5 = on wb3 JX4= --- 3x4 = 64-0 13-4-0 20.40 f 6-4-0 7-0-0 7 O Scale = 1:41.0 Plate Offsets KY): [4:0-0-130-1-81 f6:0-2-OEdoe119:0-3-00.0.41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) I/de8 L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.04 6-8 >999 360 Mf20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(FL) -0.08 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 128lb FT=O% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (lb/size) 2=280/0-8-0 (min. 0.1-8), 10=944/0-8-0 (min. 0-1-8), 6=648/0-B-0 (min. 0-1-8) Max Harz 2= 325(LC 6) Max Uplift 2= 268(LC 8), 10=-649(LC 8), 6=-521(LC 8) Max Gmv 2=369(LC 19). 10=1109(LC 2), 6=789(LC 14) FORCES (01) - Max. Comp./Max. Ten. -All forces 250 (@) or less except when shown. TOP CHORD 3-4= 26/303, 4-5= 745/501, 5.6=-1008/556 BOT CHORD 9-10=0/323, 8-9=0/323, 6-8= 342/801 WEBS 3-10=-532/403, 4-10=-798/410, 4-8= 305/552, 5-8= 505/389 Structural wood sheathing directly applied or 6-0-0 oc pudirls 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-1.2psf; BCDL=3.Opsf; h=15ft; B=15ft; LdOft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the tmss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-G-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This buss 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 In uplift at joint 2, 649 lb uplift at joint 10 and 521 lb uplift at joint 6. 9) 'Semi -rigid pitchbreaks including heels' Member end fudty model was used in the analysis and design of this truss. LOAD CASE(S) Standard U 1 N 11.. N 68182 CC NA1-E`;.���. nnuull� FL Cert. 6634 March 28,2013 Q WARWNG- Von& drsiyn parameters and RSa0 M3 S OAFIMShclm lNCLUDS08STFXRBPEPJLV SPAGE b01-74M BSPORS USG. ■ Deslgnvdid for use oNy with MBek connectom fib dadgnis based ordy upon paametersstwwn aid is for on lMMdual balding component. Appllcablity of design Parameters and proper Incorporation of componentlsna,00nsUl,ly of loOdmg deigner- rwt trus designer. &acing shown bforlalerd support of Individual web members orly. Adcifi n itempmarybrachgiohmvedabllllydungconshuction Lsttrerespontlbhlilyofthe MiTek' erector. Additional permanent bacng of the overall sln c re is the respareb0ily at the budding dedgnw. For general gutlonce regarding fabrication qualify control,storage, delNery. erection aW breclg, conalt ANSI/rP11 Quality criteria.DS&BP and Bat Suildng Component 69N Parke East 8W. se" Information maYable from True Plate trufitule.781N. Lee Street Slue 312 Alexandre, VA 22314. lrsauthem Wine (Sp) lumberisspecified, the designiralues are Naze effective O6/01/2D13 by ALSO Tampa, FL 33610-1116 71046 6-3.8 i 8-38 - 13-M 5-3-858 3.0.0 I 5.0-0 4x4 = 3x4 7 6 5 3x4 3x4 11 3x4 11 3x4 11 Scale = 1:25.5 83-e 5-0-0 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) Vast Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.82 Vert(LL) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Ved(TL) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 50to FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MtTek recommends that Stabilizers and required cross to be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 13-3-8. (lb) - Max Horz 7=186(LC 7) Max Uplift All uplift 100 Ib or less at ioint(s) 6 except 7= 249(LC 8), 4=-144(LC 8), 5= 334(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4 except 7=362(LC 13), 6=269(LC 2). 5=517(LC 14) FORCES (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-338263, 1-2=-262/217, 2-3=-270261, 3-4=-334/185 BOT CHORD 6-7=-166258, 5-6= 166258, 4-5=-166258 WEBS 3-5-457/338 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=3.0psh h=151t; B--75ft; Ls50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 m uplift at joint(s) 6 except (jt=lb) 7=249,4=144,5=334. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ♦♦♦J♦Pf f (�U I N liF� ENS�.F�'.. N 68182 T OF #fill 11 FL Cert. 6634 March 28,2013 QWdRNlNG-Vcgry dsignP dera and READ NOTES ON711IS AND LNOLUDEDAITPKREFERENCEPAG13MI-7473 BEPORS UER Dedgnvolld for use only with MBek comectom This dedgn is booed only Wm parametemdho end is for an intlMdud bWdhg component. ■ Applicability of design paromefersand proper hcorporaflon of component is respowboly Inks dedgner. bLOdng dedgner -trot Indedgner. Bracing shown hforlotwda pWofndvidualvrebmemberseNy. Adcktf n itemporarybracingtoinvaestabiiyduringcomhuctiontstherespombiliyofthe Addinonc! bracing the bWdmg MiTek' erector. permanent oflhe overall shuchae u the respondb0y of dedgner. For general guidance regarding fabrication. quality control, siwage, delivery, erection and bracing, convlt ANSVrPII Quality Criteria, DSM9 and BC51 Buddng Canponenl 6W4 Parke Ease Blvd. Salary Information avoiloble from Tns Nate truhhde, 781 N. Lee Sheet, Sute 312 Alexandria VA 22314. IFSouMem Pine (SP) lumberis specified, the design valuesare urose effective 06/01/2013 by AtSC Tampa, FL 33610.41 i5 71046 T4M72o 05 = 3x4 Scale = 1:19.7 5 4 3x4 II 3x4 II 3x4 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Udell Ud TCLL 30.0 Plates Increase 1.25 TC 0.97 Vert(LL) Na - Na 999 TCDL 15.0 Lumber Increase 1.25 BC 0.35 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 HOrz(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2010/TPI2007 (Matra) LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 5=171/10-1-8 (min. 0-1-8),3=230/10-1-8 (min. 0-1-8),4=394/10-1-8 (min. 0-1-8) Max Hom 5=138(LC 7) Max Uplift 5= 160(LC 8), 3=-187(LC 8), 4= 206(LC 8) Max Grav 5=253(LC 13), 3=272(LC 2), 4=504(LC 14) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (m) or less except when shown. TOP CHORD 2-3=-265/144 WEBS 2-4=-416M4 PLATES GRIP MT20 2441190 Weight: 35 lb FT=O% Structural wood sheathing direly applied, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required areas bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. NOTES 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: VuIt=170mph (3-second gust) Vasd=132mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; Lr50ft; eave=6ft; Cat. I I; Exp D; Encl., GCp60.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOl~7.60 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at join(s) except (jt=1b) 5=160, 3=187, 4=206. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %% kJ 1 N L i N 68182 9 T F ' u/ ALEN�`�. I list FL Cert. 6634 March 28,2013 0WARMNO-Verify design pa eee and1U3ADN0MSONTTQSBNDINCLUDEDN7ENREPERENCEPAGB1211-7473SEP01ZSUSE Des gn volid for use only witty MBek connectors This deugn is based oMY Won parametenshown. and is for on incMdual balding component. Applicability of design parameters and proper incorporallon of component rs rasporsbilky of bWdmg designer- nott%cs designer. Bracing shown is for lateral supporter Individual vreb members only. Addiflonal temporarybracing tc Inca stabfliy during conhucflon istns resporc&Aiy of the MiTek' erector. Additional permarem Ixackv of the overdi structure Is Ina responsibfity of the truRcring designer. For gemmi g'Adonce regarding fabdcoan, qudity central, storage, ddNery, erection anal bmC g. Conedt A SIAPII Quality Criteria, DSO-89 and BCSI Building Coerporenl 6eo4 Parke E.%Blvd. If=them Pine(SP)lumberlsspecfied, the Plate design values are those781 N. Lee Street, SJm e ecti e06/ 1/20n by AL5C Tempe, FL 3361 a-4115 71046 Ivc IVALLEY I I 1 I T4778721I 4x4 = 2x3 II 3x4 Scale = 1:14.5 6-11-8 LOADING (psr) SPACING 2-0-0 CS' DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.59 Vert(-L) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.1-9 Ved(TL) n/a - Na 999 BCLL 0.0 Rep Stress lncr YES WE0.11 Horz(TQ -0.00 3 n/a rita BCDL 5.0 Code FBC2010rTP12007 (Matra) Weight: 23lb FT=O% LUMBER TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS Qb/size) 3=3416-3-11 (min. 0-1-e),4-505/6-3-11 (min.0-1-8) Max Hom 4=98(LC 7) Max Uplift 3=-62(LC 19), 4=-351(LC 8) Max Gmv 3=117(LC 20), 4=5g4(LC 2) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 182/355, 2-3= 176/329 BOTCHORD 1-4=290215 WEBS 2-4=-549/371 BRACING TOP CHORD Structural wood sheathing directly applied or6-11-8 oc puffins. BOT CHORD Rigid ceiling direly applied or 6-0-0as bracing. MTek recommends that Stabilizers and required cross bmcing 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: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLA.2psf; BCDL=3.Opsf; hall 5ft; B=451t; L=50ft; eave=61f; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonwricunent 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3 and 351 lb uplift at joint 4. 6) Non Standard bearing condition. Review required. 7) "Semi -rigid pitchbreaks including heats' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard v- 0.0I N I IVFZ �!e.. N 68182 FL Cert. 6634 March 28,2013 Q WARNLNG-perijg design Parmndera and REAn NOTES OMMIS AND LIVMUDED 1Vn7EKRPPERPJ9C8 PAGE ANI.7473 EEPORS OSE. ■■ Design valid for use only with MTek eonneclors Kris deign is based only upon paametersshowrt and 6 for an inc[Mdud building component. Applicabilityof design parameters and proper carprwboi oratlon of component Is respoty, of bW d'sg designer - not taus designer. Brocing shown bforlateral support of individual web member a*. Additional tam Poraq bracing to Inoue stgbility during cars ton is the responvbilllty of the MiTek' erector. Additional permanent bra"bra"n fobitsmam qudily control. storage, delHery, of the overall simchve is the re4sorwbility of Me bulding designer. For general gudance regarding erection and Gang. consult ANSIRPII Quality Criteria, DSB-69 and BCSI Building Canponent lefery Interim Non avarmlefrom TnesPlate institute,781 N. Lee Sheet Stile3ffi Alesandda VA22314. 69N Palle East BNd. Tampa,FL33610-1115 if Southern Pine (SP) lumber is specified, Me design values are those effective 06/01/2013 by ALSO 71046 T4778722 1.9.8 3.9.8 1-9-8 2-0-0 , 3x8 = Scale = 1:7.6 2 3x4 ss 3x4 1 Plate Offsets (X Y): 12:03-0 Edgel LOADING (par) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ld PLATES GRIP TCLL 30.0 Plates Increase 1.25 TO 0.08 Vert(LL) Na - Na 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Vert(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 Na Na BCDL 5.0 Code FBC2010rrP12007 (MauiJK) Weight: 1081 FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 1=11713-9-8 (min. 0-1-8), 3=117/3-9-8 (min.0.1-8) Max Horz 1=-40(LC 6) Max Uplift 1=-82(LC 8), 3= 82(LC 8) Max Grev 1=138(LC 2), 3=138(LC 2) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Stmctuml wood sheathing directy applied or 3-9-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 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; Vult=170mph (3-second gust) Vasd=132mphf TCDL--1.2psf; BCDL=3.Opsf; h=151t; B=151t; L=50ft; eave=6ft; Cat. II; E-V D; 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 par bottom chord live load nonconcunent 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 any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 1 and 82 lb uplift at joint 3. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %%0. G!E tiN 68182' FL Cert. 6634 March 28,2013 Q{YARNING - Verify design par ncfe andREAD N07W ONMISAND INCLUDED lm EKPPPERENCE PAGE WI.7473 BEPORE USE. ■ Designvalid for use only w Mrek cornecton. This design is based only upon parametersshown and is for an individual buldhnt. g compared. AppLcoUlity of design parameters and proper incorporation of component isresponvbillly of btdtlhg designer- not tress designer. &acing shown bforlaterd,%p dofhdividuolwebmembersordy. Additional temporary bracing to lruwe stobflily duMgcorssbucflon is the responsibility of the Addriorwipem,anentbach MiTek' erector. fltreoverall structueisthe rasponWaiyof" bufldingderigner.ForgenoralgUcanceregardig fabrkofion qud',ly contrd, storage, de NOM, wecfion a brodrg, corwlt ANSI/rPll Oudiy Cdteria, DSB-89 and BCSI B.Hdhg Canponenl Safety Informalfon melanin from Truss Plate 11 M e, 781 N. Lea sheet, S,Re 312 Alexontlda VA 22314. If SouMem Pine ISPI lumber is specified, the design values are Nose effective 06/01/2013 by ALSO 6904 Parke Ea5 BW. Tampa. FL 33610-4116 71046 VALLEY Tsrir 3 4x5 = 5 4 3x8 11 2x3 II 3x4 J Scale = 1:18.3 &1-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase I,25 TO 0.73 Ver1(LL) rda - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.27 Ved(TL) Na - Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Hom(TL) 0.00 3 Na n/a BCDL 5.0 Code FBC2010rrP12007 (Malrbo Weight: 326 FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD BOTCHORD REACTIONS Qb/size) 5=165/9-1-11 (min. 0-1-8),3=208/9-1-11 (min. 0-1-8),4=339/9-1-11 (min. 0-1-8) Max Horz 5=124(LC 7) Max Uplift 5=151(LC 8), 3=-171(LC 8), 4= 173(LC 8) Max Gmv 5=235(LC 13), 3=245(LC 2), 4=127(LC 14) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. WEBS 2-4=-051/179 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 cross bracing 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; Vult=170mph (3-second gusl) Vasd=132mph; TCDL--1.2psf; BCDL=3.0psf; h=15ft; B.15ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; 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 rwncencurrent 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 any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 5, 171 lb uplift at joint 3 and 173 lb uplift at joint 4. 7) 'SemFrfgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �\&* N 68182 �9 T OF �r) c 4t4/� `% n;1 Its FL Cert. 6634 March 28,2013 Q WARNING - Verify dsignpa aers and READ NOTES ONlEISMtO INCLUDED Nr3rWKEPP.RENCBPAGEM1-7473 BEFORE US& DelInvalid foruseadywilh Walk ooarectors. ThisdeAgnisbosed onlyuponpmometenshow and is foranindvidual bWdhg component. Applicabilityof design parameters and proper Incorporation of componentkresponsbilliy of bW ding de9gner-not Imss designer. &acing shown is fwlateralarppodofhduMk lwebmemberody. erector. Additional peanonenibrocff g faMcalon gtralfty control, storage, delNery, Additional temporary bracing to InurestabOBy dLdng construction is the resporwbJlity of the offhwb e ovwdl structurelstraresparflily ofthe burdhg dedrsw g. For general guidance regarding erection ad brachg, caodt MSI/TPll Quality Criteria, DSB.89 and SCSI BuBdmg Component MiTek' Bdety IntormaHon adogatxe tom Tnat Plate Institute, 781 N. Lee sheet 9dle 312. Alexwidda. VA 22314. Irs=em Pine ISP) lumber is specified, titre designarth values e ose effective 06/01/2013 by AISC 6W4 Parke East BW. Tampa, FL 3361ed115 IVALLEY I1 1 I T477e724 71048 IVF 2x3 11 4x4 = Scale = 1:14.5 3x4 7-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.60 Vert(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 'Lumber Increase 1.25 BC 0.15 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Hom(TL) -0.00 3 Na Na BCDL 5.0 Code FBC2010/rP12007 (Matra) Weight: 23111 FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 3=2916-4-8 (min. 0-1-8),4=516/6A-8 (min. D-1-8) Max Horz 4=98(LC 7) Max Uplift 3= 68(LC 19), 4-359(LC 8) Max Grav 3=115(LC 20), 4=607(LC 2) FORCES (b) - Max. CompJMax. Ten. -All forces 250 (b) or less except when shown. TOP CHORD 1-2=-189/368, 2-3=-185/342 BOT CHORD 1-4— 304Y223, 3-4=-258/223 WEBS 2-4=561/378 BRACING TOPCHORD Structural wood sheathing directly applied or 7-0-5 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. M7ek recommends that Stabilizers and required cross bracing 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; VuIt=170mph (3-second gust) Vasd=132mph; TCDIr4.2psh BCDI--3.Opsf; h=15ft; B--15ft; Ld011; eave=6ft; Cat. II; Exp D; Encl., GCpk0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 will fit between the bottom chord and arty other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 b uplift at joint 3 and 359 Ib uplift at joint 4. 6) Non Standard bearing condition. Review required. 7)'Semi-rigid pitchbreaks including heals° Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .`�`,P� C.. N rV F4F �" N 68182 T F :4/: �0 Et%%` �. nnfru�A� FL Cer . 6634 March 28,2013 Q WARMNG - Vexlfy design Parmnelers and READ NOTES ONnUSd7m INCLUDED M 7EKREFERENCEPAGEMlh7473 BEFORE USG. Deslgnva0tl for use oNy with M7ek cornettors.7 clevgn lsbased onN rpon parameters.Ytown antl is loran lrWNidual bruldvrg component. Pppllcabi" of desgn paamelers and proper IncorporaApn of comportentlsraywrwblllynf bultlur9 dertgner-not huts tle98ner. &acing #iovm is forlataal u4xrxort of 6Wividual web members only. Addtlbnal femporay bracurg to Irwve stab0ih7 tluring condnrctton tithe resporwb�liN of the Idtli1anoi brac'rg bWtlug MiTek' erector. permanent of the overdl slruckae blheresporeblAy of the dev�er. Far general grritlonce regard'mg fobiication quallly c.n' #aage, delMery erecfbn aid vamrg, conWt ANSI/rPll Guvliy Qiteria, DS&89 and BC51 Buidng Canpmenl 6904 parka East Blvd. 3ofoN lnto�m4fionavaioble hom Truss Plate trutiRRe.781N. Lee Sheel.SWe 312 AlexaMda VA T231q. byA�C Ir Southern Pine 15P} lumber isspacified' Me designvalues are those e8ective OS/Ol/2013 Tampa, FL 338104118 I 71048 Y ,9 T4n8726 3x4 i 3x6 2 M.241 3x4 C Scale = 1:7.6 Plate Offsets (X Y): r2:0-3-0 Eddel LOADING (psf) SPACING 2-0-0 CSI DEFL in (Joe) VdeO L/d PLATES GRIP TCLL 30.0 Plates Increase 1.25 TC 0.08 Vert(LL) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.12 Ven(TL) n1a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 5.0 Code FBC2010/TPI2007 (Matra) Weight: 10m FT=O% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD ZA SP No.3 REACTIONS (lb/size) 1=117r310-5 (min. 0-1-8),3=117/3-10.5 (min.0-1-8) Max Horz 1=40(LC 6) Max Uplift 1= 82(LC 8), 3=-82(LC 8) Max Gmv 1=138(LC 2), 3=138(LC 2) FORCES (b) - Max. Cor. p./Max. Ten. -All forces 250 (b) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or3-10-5 oc puffins. BOT CHORD Rigid ceiling direly 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170r ph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsr; h=15fl; B=458; LSOft; eave=6h; Cat. II; Exp D; 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 par 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 any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821b uplift at joint 1 and 82 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels• Member end furity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %%%t 01 f 01 N VF� FL Cert. 6634 March 28,2013 0 WARMIYU-Y deign pma crs and READ NOTES 0N7WS AND INCLUDED ZWEKREPERENCS PAGS1111-7473 SEPORS USS. Desgnvolidfor use orly with MTek carnectom This design is based only upon raametersshown and it for an individual buldng component. tot Applwability of design parameters and proper hcorporation of component is resporwblity of building designer -not taus desgner. Bracing drown is for lateral supped of individual web members orgy. AddMX ltemporaybachgto Inuaeslabl0yduringwmtuctonistherespor L%Ulityofthe erector. ACdiflonal bra ttre urine bulling MTek• permanent of overall shuckae responvbYity of the designer. For general guidance regarding fabrication quality control, storage, delNery, erection and bracing, ca sx t ANSI/TPll Quality CTiteda NMI? and BCSI Buildng Cwnpmenl Salety Infaneallon waUcial. from Teas Plate institute, 781 N. Lee sheet ANe 312 Mexa dria. VA 22314. If SouMann Pine ISP) lumber is specified. Me desM values are those effective 06/01/2013 by ALSC 6904 Parke East BW. Tampa, R 33610-4115 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y J4-1offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ld' For 4 x 2 orientation, locate plates 0-1/4 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. PLATESIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by Text in the bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TP11: 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 I 6-4-8 I dimensions shown in sixteenths scale) (Drawings not to scale) I 2 3 TOP CHORDS Q af O x U 0- 0 r- 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-135Z 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 © 2012 MITek®All Rights Reserved ram Nil MiTek 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 orX-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 atjoint locations are regulated by ANSI/TPI T. 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 fimeof 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 size, 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. IS. Connections not shown are the responsibility of others. 16, Do not out or alter buss 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 I Quality Criteria. TESTING APPLICATION STANDARD (TAS) No. 106 2010 FLORIDA BUILDING CODE FIELD VERIFICATION OF THE BONDING OF MORTAR OR ADHESIVE SET TILE SYSTEMS AND MECHANICALLY ATTACHED, RIGID, DISCONTINUOUS ROOF SYSTEMS GENERAL INFORMATION: Job Name: Project Number: Job Address: Roofing Contractor: Area Tested: 931 Waters 931 Waters Mager Construction Entire Roof Date Tested: 4/9/2014 Report Number: 1 SCABNNED St. Lucie County TESTING AGENCY/EQUIPMENT INFORMATION: Note: The undersigned acknowledges that all testing has been conducted and results have been reported in compliance with TAS No. 106. Testing Agency Name: GFA International Address: 521 NW Enterprise Drive Port St. Lucie, Florida 34986 RF�F/`FOMq yIg?�1p P:Tmiccts'2014'd4-0853.00931 Watets Edge, Mager ConswctiomTA5106 Tile Uplift Test Template FLORIDA BUILDING CODE - TEST PROTOCOLS HVHZ Page 1 of 5 (TAS) No. 106 TESTING APPLICATION STANDARD (TAS) No. 106 2010 FLORIDA BUILDING CODE PHYSICAL EXAMINATION OF ROOF TILES: One (1) Tile in ten (10) of all components in field area checked for loose tiles. One (1) Tile in five (5) of all tiles in perimeter and corner areas including hip and ridge tiles checked for loose tiles. Less than 3 % of the examined tiles were loose. STATIC UP LIFT TESTS: For roof area less that 5 squares: One ( 1 ) test is required For roof area greater than 5 squares: Y Y VA Total roof area: 2,072 sf Total roof area: 21 Roof Sq. One (1) test for every one (1) squares in the perimeter area Perimeter width: 230 ft. Perimeter area: 1380 sf Perimeter area: 14 Roof Sq. One (1) test for every two (2) squares in the field area Field area: 692 sf Field area: 7 Roof Sq. One (1) test in the comer areas Number of tests: 14 Number of tests: 4 Number of tests: 4 One (1) test per every twenty (20) hip and ridge tiles. Number of tiles: 200 Number of tests: Total number of tests required: ROOF TILE ATTACHMENT AND RESISTANCE LOAD: Product Approval (N.O.A.) number: 12-0222.03 Product Approval (N.O.A.) expiration date: 4/26/2017 Type of attachment (from Product Approval): 2 #8 Screws Mechanically attached tiles: Minimum attachment resistance, M, (from Product Approval): a) Length of tile, I (from Product Approval): b) Distance from head of tile to nail holes (from Product Approval): c) Distance from bottom of tile to nail holes, [(a - b) / 12] Required load for pull test, [0.80M, / c]: 0.80Mr t 5% for mechanically attached tiles, hold load for 5 seconds. Mortar or adhesive set tiles: Required load for pull test: 35.0 t 5 Ibf for mortar or adhesive set tiles, hold load for 5 seconds. P:'Projee1s201414-0853.00931 Waters Edge, Mager ConslmcdonXA5106 Tile Uplift Test Template =119[111 17 in 1.5 in 1.29 ft 31.6 lbf 35.0 Ibf 10 32 FLORIDA BUILDING CODE - TEST PROTOCOLS HVHZ Page 2 of 5 (TAS) No. 106 TESTING APPLICATION STANDARD (TAS) No. 106 2010 FLORIDA BUILDING CODE SAMPLE NO. PLAN IDENTIFIER TEST LOAD (Ibf) LOCATION (Field, Perimeter, Corner, Ridge) Tile breaks or cracks Mortar patty or adhesive separates from underlayment Tile separates from the adhesive or mortar Tile nose deflects more than 2" (mech. attached system) 1 1 35 R N N N N 2 2 35 R N N N N 3 3 35 R N N N N 4 4 35 R N N N N 5 5 35 R N N N N 6 6 35 R N N N N 7 7 35 R N N N N 8 8 35 R N N N N 9 9 35 R N N N N 10 10 35 R N N N N it 11 35 R N N N N 12 12 35 R N N N N 13 13 35 R N N N N 14 14 35 R N N N N 15 15 35 R N N N N 16 16 1 35 R N N N N 17 17 35 R N N N N 18 - 18 35 R N N N N 19 19 35 R N N N N 20 20 35 R N N N N 21 21 35 R N N N N 22 22 35 R N N N N 23 23 35 R N N N N 24 24 35 R N N N N 25 25 35 R N N N N 26 26 35 R N N N N 27 27 35 R N N N N 28 28 35 R N N N N 29 29 35 R N N N N 30 30 35 R N N N N 31 31 35 R N N N N 32 32 35 R N N N N 33 33 34 34 P: Projects201414-0853.00 931 Waters Edge. Mager Construction ?AS 106 Tile Uplift Test Template FLORIDA BUILDING CODE - TEST PROTOCOLS HVHZ Page 3 of 6 (TAS) No. 106 TESTING APPLICATION STANDARD (TAS) No. 106 2010 FLORIDA BUILDING CODE SAMPLE NO. PLAN IDENTIFIER TEST LOAD (Ibf) LOCATION (Field, Perimeter or Corner) Tile breaks or cracks Mortar patty or adhesive separates front underlayment Tile separates from the adhesive or mortar Tile nose deflects more than 2" (mech. attached system) 35 35 Y / N Y / N / (N/A) Y / N / (N/A) Y / N / (N/A) 36 36 37 37 38 38 39 39 40 40 41 41 42 42 43 43 44 44 45 45 46 46 47 47 48 48 49 49 50 50 51 51 52 52 53 53 54 54 55 55 56 56 57 57 58 58 59 59 60 60 61 61 62 62 63 63 64 64 65 65 66 66 67 67 68 68 P9Projects,2014114-0853.00931 Waters Edge. Mager Construction ?AS 106 Tile Uplift Test Template FLORIDA BUILDING CODE - TEST PROTOCOLS HVHZ Page 4 of 5 (TAS) No. 106 TESTING APPLICATION STANDARD (TAS) No. 106 2010 FLORIDA BUILDING CODE SKETCH OF ROOF IS X)5 P: Projects2014 14-0853.00931 Waters Edge. Mager Conswction TAS 106 Tile Uplift Test Template FLORIDA BUILDING CODE - TEST PROTOCOLS HVHZ Page 5 of 5 PN x ,� k (TAS) No. 106 X)5 P: Projects2014 14-0853.00931 Waters Edge. Mager Conswction TAS 106 Tile Uplift Test Template FLORIDA BUILDING CODE - TEST PROTOCOLS HVHZ Page 5 of 5 PN x ,� k (TAS) No. 106