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Home My WebLink AboutROOF TRUSSESLumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss desi i ns rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 72005 �� L9� �� A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: COASTAL CONSTRUCTION AND DESIGN, INC. Project Name: LANDERS Lot/Block: Model: LANDERS Address: 4582 OCEAN DR., JENSEN BEACH, FL Subdivision: City: County' St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: James Bushouse License #: 20311 Address: 1176 SW 4th Court City: Boca Raton, FL 33432 General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 180 Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 91 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design (Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0117193 A01AG 5/3/18 13 A0117205 IA07A 5/3118 25 A0117217 A13A 5/3/18 2 A0117194 A01 G 5/3/18 14 A0117206 I A08 5/3/18 26 A0117218 A14 5l3/18 3 A0117195 A02 5/3/18 15 A0117207 A08A 5/3/18 27 A0117219 A14A 5/3118 4 A0117196 A02A 5/3118 16 A0117208 A09 513/18 28 A0117220 A15 5l3/18 5 A0117197 A03 5/3/18 17 A0117209 A09A 513118 29 A0117221 A16 5/3/18 6 A0117198 A03A 5/3/18 18 A0117210 I A10 513118 30 A0117222 A17 5/3/18 7 A0117199 A04 5/3/18 19 A0117211 I A10A 5/3/18 31 A0117223 A18 5/3/18 8 A0117200 A05 5/3/18 20 A0117212 I Al l 5/3/18 32 A0117224 Al9G 5/3/18 9 A0117201 A05A 5/3/18 21 A0117213 A11A 5l3/18 33 A0117225 B01G 5/3/18 10 A0117202 A06 5/3/18 22 A0117214 I Al2 5/3/18 34 A0117226 B02 5/3/18 11 A0117203 1 A06A 5/3/18 1 23 A0117215 Al2A 5l3/18 35 A0117227 B03 5/3/18 12 A0117204 1 A07 5/3/18 24 A0117216 I A13 5/3/18 36 1 A0117228 B04G 5/3/18 The truss drawings) referenced have been prepared by M7ek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE.The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. I The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/TPl-1 Sec. 2. The Truss Design Draw!ng(s)(TDD[s)) referenced have been prepared basedion the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Delegated Engineering Documents) are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional pntl�gny T. engineering responsibility for the design of the single Truss depicted on the TDD only-. e Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. 3BBCA22100 0060 004C1287DF (Page 1 of 2 Lumber design values are in accordance with ANSI(TPI 1-2007 section 6.3 A-1 ROOF hese truss designs rely on lumber values established by others. TRUSSES 9 A FLORIDA CORPORATION RE: Job 72005 No. Seal # Truss Name Date No. Seal # Truss Name -Date 37 A0117229 C01 G 5/3/18 75 A0117267 J713 5/3/18 38 A0117230 CO2 5/3118 76 A0117268 MHV10 5/3/18 39 A0117232 CJ1 5/3/18 77 A0117269 MHV12 5/3/18 40 A0117231 CJ1-3 5/3/18 78 A0117270 MHV14 5/3/18 41 A0117233 CJ1C 5/3/18 79 A0117271 MHV16 5/3/18 42 A0117235 CJ3 5/3/18 80 A0117272 MHV2 5/3/18 43 A0117234 CJ3-3 5/3/18 81 A0117273 MHV8 5/3/18 44 A0117236 CJ3A 5/3/18 82 A0117274 MV10 5/3/18 45 A0117237 CJ3C 513/18 83 A0117275 MV2 5/3/18 46 A0117239 CJ5 5/3/18 84 A0117276 MV26 5/3/18 47 A0117238 CJ5-3 5/3/18 85 A0117277 MV4 5/3/18 48 A0117240 CJ5A 5/3/18 86 A0117278 MV6 513118 49 A0117241 D01 G 513/18 87 A0117279 MV8 5/3/18 50 A0117242 D02 5/3/18 88 A0117280 V12 5/3/18 51 A0117243 EB01 5/3/18 89 A0117281 V16 5/3/18 52 A0117244 EB02 5/3118 90 A0117282 V4 5/3/18 53 1 A0117245 G01 G 5/3/18 91 A0117283 V8 5/3/18 54 A0117246 G02 5/3/18 92 STDL01 STD. DETAIL 5/3118 55 A0117247 G03 5/3118 93 STDL02 STD. DETAIL 5/3/18 56 A0117248 G04 5/3/18 94 STDL03 STD. DETAIL 5/3/18 57 A0117249 G05 5/3/18 95 STDL04 STD. DETAIL 5/3/18 58 A0117250 G06G 5l3/18 96 STDL05 STD. DETAIL 5/3/18 59 A0117251 HC3 5/3/18 97 STDL06 STD. DETAIL 5/3/18 60 A0117252 HC5 5/3/18 98 STDL07 STD. DETAIL 5/3/18 61 A0117253 HJ27-3 5/3/18 99 STDL08 STD. DETAIL 5/3/18 62 A0117254 HJ36 5/3/18 100 STDL09 STD. DETAIL 5/3/18 63 A0117255 HJ5 5/3/18 101 STDL10 STD. DETAIL 5/3/18 64 A0117256 HJ5A 5/3/18 102 STDL11 STD. DETAIL 5/3/18 65 A0117257 HJ5C 5/3/18 103 STDL12 STD. DETAIL 513/18 66 A0117259 HJ7 5/3/18 104 STDL13 STD. DETAIL 5/3/18 67 A0117258 HJ7-3 5/3/18 105 STDL14 STD. DETAIL 5/3/18 68 A0117260 HJ7A 5/3/18 106 STDL15 STD. DETAIL 5/3/18 69 A0117261 J5 5/3/18 107 STDL16 STD. DETAIL 5/3/18 70 A0117262 J5A 5/3/18 71 A0117263 J5C 5/3/18 72 A0117265 J7 5/3/18 73 A0117264 J7-3 5/3/18 74 A0117266 J7A 5/3/18 Page 2 of 2 Job Truss Truss Type Qty Ply A0117193 72005 A01AG Half Hip Girder 1 1 s Job.Reference o tional Al Rbof Trusses, Fort Pierce, FL 34946, design@altruss.com 4-1 5.00 12 3x8 2 1 5x10 8.1 ZU S Nov I ZU1 r Mr I eK inausineS, inc. r nu May o uu:"I o:u4 zu-i n rage l I D: n KM LCG99vHyLG9 D 5?YIAEyzKd3P-5Oug LWfoi IpNOrP50bxEi bogYSecsmi224 RD3 BzKG Wb -9 , 21-3-2 3x8 II Dead Load Dei). =1/16 in Sx8 = u 9 20 21 8 22 7 23 24 25 6 3x4 = 10 5x6 = 4x6 = 4x10 = 3x6 II 3x6 11 1-9-8 1 8 7-0-0 14-1-9 20-11-10 2- -2 1-9-8 -4-0 4-10-8 7-1-9 6-10-1 0-3-8 Plate Offsets (X Y)— [5:0-3-4 0-2-12] [6:Edge 0-3-8] [7'0-1-12 0-2-01 [10:0-4-8 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL ' 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.16 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.16 7-9 >999 240 - BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 143 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except` Wl: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-7-2 oc bracing: 7-9. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 1510/Mechanical 10 = 165210-8-0 (min.0-1-15) Max Horz 10 = 264(LC 8) Max Uplift 6 = -1319(LC 5) 10 = -1350(LC 4) Max Grav 6 = 1510(LC 1) 10 = 1652(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2083/1814, 3-14=-2425/2205, 14-15=-2425/2205, 15-16=-2425/2205, 4-16=-2425/2205, 4-17=-2425/2205, 17-18=-2425/2205, 18-19=-2425/2205, 5-19=-2425/2205,5-6=-1393/1302 BOT CHORD 9-10=-353/129, 9-20=-1719/1828, 20-21=-1719/1828,8-21=-1719/1828, 8-22=-1719/1828, 7-22=-1719/1828 WEBS 2-10=-1.491/1265, 2-9=-1533/1744, 3-9=-202/324, 3-7=-552/690, WEBS 2-10=-1491 /1265, 3-9=-202/324, 3-7 4-7=-1076/1173,! NOTES- 1) Unbalanced roc for this design. 2) Wind: ASCE 7-' Vasd=139mph; TC Cat. II; Exp D; Enc cantilever left exp( DOL=1.60 3) Provide adequa ponding. 4) This truss has t: chord live load nor loads. 5) ` This truss has 20.Opsf on the bot rectangle 3-6-0 tal bottom chord and 6) Refer to girder(: 7) Provide mechar to bearing plate ca at joint 6 and 135C 8) Hanger(s) or otl provided sufficient lb down and 459 It lb up at 9-0-12, 1' 112 Ito down and and 208 lb up at 1 up at 17-0-12, am 19-0-12 on top ch( 7-0-0, 37 lb down and 28 lb up at 11 13-0-12, 37 lb dou lb down and 28 lb 40 lb up at 19-0-1 design/selection o responsibility of of 9) In the LOAD C/ face of the truss ai 533/1744, live loads have been considered ); Vult=180mph (3-second gust) )L=5.Opsf; BCDL=5.Opsf; h=39ft; , GCpi=0.18; MWFRS (envelope); ;ed ; Lumber DOL=1.60 plate grip drainage to prevent water en designed for a 10.0 psf bottom :oncurrent with any other live )een designed for a live load of rm chord in all areas where a by 2-0-0 wide will fit between the ny other members. I for truss to truss connections. cal connection (by others) of truss )able of withstanding 1319 lb uplift lb uplift at joint 10. er connection devices) shall be o support concentrated load(s) 220 up at 7-0-0, 112 lb down and 208 2 lb down and 208 lb up at 11-0-12 108 lb up at 13-0-12, 112 lb down i-0-12, and 112 lb down and 208 lb 122 lb down and 230 lb up at 'd, and 135 Ib down and 79 lb up at nd 28 lb up at 9-0-12, 37 lb down 0-12, 37 lb down and 28 lb up at i and 28 lb up at 15-0-12, and 37 p at 17-0-12, and 57 lb down and Ion bottom chord. The such connection device(s) is the E(S) section, loads applied to the noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 6-11=-20 Concentrated Loads (lb) Vert: 3=-150(F) 9=-18(F) 14=-83(F) 15=-83(F) 16=-83(F)17=-83(F) 18=-83(F) 19=-113(F) 20=-1 8(F) 21=-18(F) 22=-18(F)23=-18(F) 24=-18(F) 25=-47(F) Job Truss Truss Type Oty Pty 72005 A01G HIP GIRDER 1 2 A0117194 Job Reference o tional Al Koor i russes, ton tierce, tL 34u4b, oesignLaitruss.com o 4x8 ! 5x6 = 4x6 = 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:11 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-ONpJpvkB3uhNkwRSIZZuU4brX6zu?? 14ffd5pHzKGW U 41-16'-6 5x8 = 4x8 = 5x8 = Dead Load Defl. =114 in M 11 r - 0 m 1 5x6 = 4x8 II 4x6 = 41-6-8 1-9-82r3,8 7-0-0 i 11-8-13 16-3-15 i 20-11-0 i 25-6-1 30-1-3 34-10-0 i 3M8 4p-0-8 4110-0 1-&80-6'0 4.8-8 ' 4.3 ' 4i7-1 ' 4-7-1 4-7-1 4-7-1 4-8-13 4-8-8 0 011-8 1-6-0 Plate Offsets LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0' Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP 240OF 1.8E BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. REACTIONS. (lb/size) 22 = 2943/1-0-0 (min. 0-1-12) 12 = 2943/1-0-0 (min. 0-1-12) Max Horz 22 = 97(LC 8) Max Uplift 22 = -4318(LC 4) 12 = -4173(LC 4) Max Grav 22 = 2943(LC 1) 12 = 2943(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-306/485, 2-3=4120/6445, 3-29=-6410/10121, 29-30=-6410/10121, 4-30=-6410/10121, 4-31=-7964/12507, 31-32=-7964/12507, 5-32=-7964/12507, 5-33=-8490/13323, 33-34=-8490/13323, 6-34=-8490/13323, 6-35=-8490/13323, 35-36=-8490/13323, 7-36=-8490/13323, 7-37=-7964/12521, 37-38=-7964/12521, 8-38=-7964/12521, 8-39=-6410/10148, 39-40=-6410/10148, 9-40=-6410/10148, 9-10=4120/6491, 10-11=-306/620 BOT CHORD 1-22=-460/306, 21-22=-488/306, 21-41=-5736/3667, 4142=-5736/3667, 20-42=-5736/3667, 20-43=-9925/6410, 19-43=-9925/6410, 19-44=-9925/6410, 1844=-9925/6410, 1845=-12311/7964, 4546=-12311/7964, 17-46=-12311/7964, 17-47=-12325/7964, 4748=-12325/7964, Continued on page 2 CSI. DEFL. in (loc) I/deft Ud TC 0.98 Vert(LL) 0.88 17 >508 360 BC 0.73 Vert(CT) 0.80 17 >562 240 WB 0.67 Horz(CT) -0.15 12 n/a n/a Matrix -MS BOT CHORD 1-22=460/306, 21-22=-488/306, I21-41=-5736/3667, 41-42=-5736/3667, 20-42=-5736/3667, 20-43=-9925/6410, '19-43=-9925/6410, 19-44=-9925/6410, 18-44=-9925/6410, 18-45=-12311/7964, 45-46=-12311/7964, 17-46=-12311/7964, 17 47=-12325/7964, 47-48=-12325/7964, 16-48=-12325/7964, 16-49=-9952/6410, 15-49=-9952/6410, 15-50=-9952/6410, �14-50=-9952/6410, 14-51=-5782/3667, 51-52=-5782/3667, 13-52=-5782/3667, 12-13=-576/306, 11-12=-576/306 WEBS 12-22=-2701/3851, 2-21 =-5445/3507, 13-21=-740/804, 3-20=-4980/3282, 4-20=-1654/2261,4-18=-2864/1871, 5-18=-920/1176, 5-17=-980/640, 6-17=-586/656, 7-17=-963/640, 7-16=-920/1167,8-16=-2848/1871, 8-14=-1654/2251, 9-14=-4958/3282, 9-13=-739/780, 10-13=-5369/3507, 10-12=-2701 /3782 'NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. - Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 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; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 578 Ib FT = 10% 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 4x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4318 lb uplift at joint 22 and 4173 lb uplift at joint 12. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 456 lb up at 7-0-0, 107 lb down and 199 lb up at 9-0-12, 107 lb down and 199 lb up at 11-0-12 , 107 lb down and 199 lb up at 13-0-12, 107 lb down and 199 lb up at 15-0-12, 107 lb down and 199 lb up at 17-0-12, 107 lb down and 199 lb up at 19-0-12, 107 lb down and 199 lb up at 20-11-0, 107 lb down and 199 lb up at 22-9-4, 107 lb down and 199 lb up at 24-9-4, 107 lb down and 199 lb up at 26-9-4, 107 lb down and 199 lb up at 28-9-4, 107 lb down and 199 lb up at 30-9-4, and 107 lb down and 199 lb up at 32-9-4, and 204 lb down and 456 lb up at 34-10-0 on top chord, and 207 lb down and 336 lb up at 7-0-0, 30 lb down and 147 lb up at 9-0-12, 30 lb down and 147 lb up at 11-0-12, 30 lb down and 147 lb up at 13-0-12 , 30 lb down and 147 lb up at 15-0-12, 30 lb down and 147 lb up at 17-0-12, 30 lb down and 147 lb up at 19-0-12, 30 lb down and 147 lb up at 20-11-0, 30 lb down and 147 lb up at 22-9-4, 30 lb down and 147 lb up at 24-9-4, 30 lb down and 147 lb up at 26-9-4, 30 lb down and 147 lb up at 28-9-4, 30 lb down and 147 lb up at 30-9-4, and 30 lb down and 147 lb up at 32-9-4, and 207 lb down and 336 lb up at 34-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-9=-90, 9-11=-90, 23-26=-20 Job Truss Truss Type Qty P1Y A0117194 72005 A01G l HIP GIRDER 1 � a Job Reference (optional) Al Rbof Trusses, Fort Pierce, Fl_ ;3494ti, aesignLal truss.wm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-129(B) 9=-129(B) 21=27(B) 17=-11(B) 6=-71 (B) 13=27(B) 29=-71 (B) 30=-71 (B) 31 =-71 (B) 32=-71(B) 33=-71(B) 34=-71 (B) 35=-71 (B) 36=-71 (B) 37=71(B) 38=-71(B) 39=-71(B) 40=-71(B) 41=-11(B) 42=-11(B) 43=-11(B) 44=-11(B)45=-11(B)46=-11(B) 47=11(B) 48=-11(B) 49=-11(B) 50=-11(B) 51=-11(B) 52=-11(B) o- l4V s rvuV IL GV I / IYII I GIB II WUMI IGJ, 111- I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-ONpJpvkB3uhNkwRSIZZuU4brXGzu??14ffd5pHzKGWU Job Truss Truss Type Qty Ply 72005 A02 Hip 1 1, A0117195 Job Reference (optional) ... ....... ............. . ..... ......e, ..�..�.., .....+y..vu...uoo.w... 1 C ' D IVVV 11 4U I I IVII IUR IIIUU5U1e5, Inc. . nu may a uJ:-ia:"Iz Zulu rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-sZNhOFlpgCgEL40esH471 H88ygYHkNUDuJNeLjzKGWT 9-0-0 15-0-1 20-11-0 26-9-15 32-10-0 39-4-8 a 0-0 62-3-8 6 8-8 6-0-1 5 10-15 5-10-15 6-0-1 6-0 8 Dead Load Defl. = 3116 in 7x10 MT20HS- 7x10 MT20HS= 4x4 = 7x10 MT20HS= 4x4 = 5.00 FiT 3 4 5 6 7 4x6 = 4x10 = 5x8 = 4x8 = 5x8 = 6x10 = 5x8 11 3x8 MT20HS I i 4x6 = 4x6 = LIMP LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) , I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.65 13-14 >679 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.57 13-14 >768 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) -0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 275 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2, W2: 2x4 SP No.2 W7: 2x8 SP 2400F 1.8E BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-5 oc bracing. WEBS 1 Row at midpt 7-12, 3-14, 6-13, 4-13 2 Rows at 113 pts 2-16, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17 = 2287/1-0-0 (min. 0-2-11) 9 = 2015/0-8-0 (min. 0-2-6) Max Horz 17 = 190(LC 12) Max Uplift 17 = -2499(LC 8) 9 = -2251(LC 8) Max Grav 17 = 2287(LC 1) 9 = 2015(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-351/800, 2-3=-3228/6548, 3-4=-4346/9200,4-5=-4805/10151, 5-6=-4805/10151, 6-7=-4291/9078, 7-8=-3100/6298, 8-9=-1932/3843 BOT CHORD 1-17=-797/404, 16-17=-962/404, 15-16=-5820/2848, 14-15=-5820/2848, 13-14=-8828/4346, 12-13=-8706/4291, 11 - 1 2=-5591/2747, 10-11=-5591/2747, 9-10=-772/359 WEBS 2-17=-2102/3974, 2-16=4920/2478, WEBS 2-17=2102/3974, 2-16=-4920/2478, 3-16=-289/291,7-10=-372/349, 8-10=-4918/2439, 7-12=-3717/1925, ' 3-14=-3590/1871, 6-12=-934/1429, 4-14=-901/1353,6-13=-1284/668, 4-13=-1138/602, 5-13=-523/718 'NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2499 lb uplift at joint 17 and 2251 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117196 72005 A02A Half Hip 1 1 q Job Referenceo tional Al KOOi busses, rOn r-jerce, rL J4y40, aesIgn((Ld I❑uss.WnI 5.00 F12 2 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LIx4EbmRaWyi zDbgQ_cMaVgDF4ebTxwN7z6CuAzKGWS 15-1-9 21-3-2 5x10 3x6 11 $ftdioad Defl. = 1 /16 in 3 4 5 10 9 Us= 4x16 11 2x4 ill 1-9-8 8 7 4x6 = 6 3x10 = 3x6 11 -9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.13 7-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.16 7-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1031/Mechanical 10 = 1295/0-8-0 (min. 0-1-8) Max Horz 10 = 339(LC 12) Max Uplift 6 =-652(LC 9) 10 =-741(LC 8) Max Grav 6 = 1031(LC 1) 10 = 1295(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1048/638, 2-3=-1366/1244, 3-4=-1191/1283, 4-5=-119111283, 5-6=-980/1118 BOT CHORD 1 -1 0=-756/1111, 9-1 0=-1 294/1111, 8-9=-1286/1110, 7-8=-128611110 WEBS 4-7=-656/849, 5-7=-1505/1396, 2-10=-925/1502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 Vasd=139mph; TC Cat. II; Exp D; Encl and C-C Exterior(2 for members and b shown; Lumber DC 3) Provide adequal ponding. 4) This truss has b chord live load non loads. 5) ` This truss has 20.Opsf on the bott rectangle 3-6-0 tall bottom chord and r 6) Refer to girder(s 7) Provide mechan to bearing plate ca. joint 6 and 741 lb L LOAD CASE(S) Standard Vult=180mph (3-second gust) iL=5.Opsf; BCDL=5.Opsf; h=39ft; GCpi=0.18; MWFRS (envelope) zone; cantilever left exposed ;C-C ces & MWFRS for reactions =1.60 plate grip DOL=1.60 drainage to prevent water designed for a 10.0 psf bottom current with any other live een designed for a live load of m chord in all areas where a iy 2-0-0 wide will fit between the iy other members. for truss to truss connections. :al connection (by others) of truss able of withstanding 652 lb uplift at lift at joint 10. PLATES GRIP MT20 244/190 Weight: 138 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 A03 Hip 1 1 A0117197 Job Reference (optional) Root I cusses, Fort Pierce, FIL 34946, design@aitruss.com 1 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:14 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pyVSRxn3Lp4ybNAOzh7b6iDMrLrOtClf WMdsIQczKGWR 0 Q 0 6 9A 11-0-0 17-7-15 24-2-1 30-10-0 35-0-12 39 4-8 0- 6 6-9 4 4-2-12 6-7-15 6-6-3 6-7-15 %-12 4-3-12 7x10 MT20HS= -nnFiq 3x6 II 7x10 MT20HS WB= 6x6 = 7x10 MT20HS= Dead Load Defl. =1/8 in 4x6 = 7x8 = 4x4 = 5x8 = 4x8 = 4x4 = 5x8 = 4x4 = 8x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.52 14-15 >855 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.46 14-15 >966 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.17 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 283 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W2,W6: 2x4 SP No.2, W1: 2x6 SP No.2 W7: 2x8 SP 240OF 1.8E OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-3-13 oc bracing. WEBS 1 Row at midpt 3-18, 8-14, 4-15, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18 = 2287/1-0-0 (min.0-2-11) 11 = 2015/0-8-0 (min.0-2-6) Max Horz 18 = 218(LC 12) Max Uplift 18 = -2453(LC 8) 11 = -2205(LC 8) Max Grav 18 = 2287(LC 1) 11 = 2015(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-240/661, 2-3=-357/996, 3-4=-3141/6667, 4-5=-3873/8315, 5-6=-3873/8315, 6-7=-3873/8315, 7-8=-3848/8255, 8-9=-3068/6503, 9-10=-367/880, 10-11=-333/679 BOT CHORD 1-18=-598/248, 17-18=-5249/2582, 16-17=-5812/2851, 15-16=-5812/2851, 14-15=-7765/3848, 13-14=-5654/2780, 12-13=-5654/2780, 11-12=-4851/2409 BOT CHORD 1-18=-598/248, 17-18=-5249/2582, 116-17=-5812/2851, 15-16=-5812/2851, 14-15=-7765/3848, 13-14=-5654/2780, j 12-13=-5654/2780, 11-12=-4851/2409 'WEBS 3-17=-653/482, 4-17=-434/151, 8-12=-307/187, 3-18=-2817/5376, 2-18=-534/831, 8-14=-2586/1410, 4-15=-2466/1357, 7-14=-695/862,, 5-15=-621/820, 9-11=-2676/5220, 9-12=-943/596 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2453 lb uplift at joint 18 and 2205 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type City Ply A0117198 72005 A03A Half Hip 1 1 Job Reference (optional) Al Keor I cusses, rorr Ylerce, r"L AU1+0, aes,gn((Ld I UU55.WF11 ID:nKMLCG99vHyLG;D5?YIAEy iZd3P-pyVSRxn3Lp4ybNAOzh7b6iDNnU1xClaWMdslQczKGWR 16-1-9 21-3-2 _ J 5-1-9 5-1-9 Dead Load Defl. =1/8 in 6x6 = 3x8 = 4x16 I 3x8 = 2r1r8 11-0-0 20-11-10 1 9 8 0-4-0 8-10-8 9-11-10 0-3-8 Plate Offsets (X Y)— [7.0-3-0 0-4-8] [10.0-0-15 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.12 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.20 7-9 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 143 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1031/Mechanical 10 = 1295/0-8-0 (min.0-1-8) Max Horz 10 = 413(LC 12) Max Uplift 7 = -646(LC 9) 10 = -701(LC 8) Max Grav 7 = 1031(LC 1) 10 = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-997/695, 2-3=-1377/1314, 3-4=-1174/1128, 4-5=-1053/1190 BOT CHORD 1-10=-840/1107,9-10=-1495/1107, 8-9=-965/805, 7-8=-965/805 WEBS 3-9=-153/350, 2-1 0=-1 089/1567, 5-9=-309/376, 5-7=-1082/1315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 Vasd=139mph;TC Cat. II; Exp D; Enc' and C-C Exterior(2 for members and fi shown; Lumber DC 3) Provide adequal ponding. 4) This truss has b chord live load nor loads. 5) * This truss has 20.Opsf on the bott rectangle 3-6-0 tall bottom chord and: 6) Refer to girder(s 7) Provide mechar to bearing plate ca joint 7 and 701 lb L LOAD CASE(S) Standard Vult=180mph (3-second gust) iL=5.Opsf; BCDL=5.Opsf; h=39ft; GCpi=0.18; MWFRS (envelope) zone; cantilever left exposed ;C-C ces &MWFRS for reactions =1.60 plate grip DOL=1.60 drainage to prevent water designed for a 10.0 psf bottom current with any other live :n designed for a live load of chord in all areas where a 2-0-0 wide will fit between the other members. r truss to truss connections. connection (by others) of truss le of withstanding 646 lb uplift at t at joint 10. Job Truss Truss Type Qty Ply 72005 A04 Half H,ip 2 1 A0117199 Job Reference (optional) r i Ruin "ubses, roar rien:e, rL awawo, uesignLa-icross.com - 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:15 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-H83geHnh67CpCXIDXPegfwmZLtMd3xskgaHbJylzKG WQ 0 Q 0 10-1-6 13-0-0 21-3-2 a 0: 6 10-1-6 2-10-10 8-3-2 5x8 = 3x6 11 Dead Load Deft. = 3116 in 4x16 11 3x4 = 4x6 = 6x6 = 3x8 = $1T8 10-1-6 13-0-0 20-11-10 21-3-2 1-9-R n_d-n 7-11-1d 9_1 rL1n 7 4� 4n Plate Offsets (X,Y)— (6:0-3-0,0-4-81, (9:0-0-15,Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.14 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.32 6-8 >717 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 140 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5=9-10 oc bracing. WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1031/Mechanical 9 = 1295/0-8-0 (min. 0-1-8) Max Horz 9 = 488(LC 12) Max Uplift 6 = -637(LC 9) 9 = -689(LC 12) Max Grav 6 = 1031(LC 1) 9 = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1001/490, 2-3=-1380/1150, 3-4=-1224/1463, 5-6=-343/463 BOT CHORD 1-9=-652/1109, 8-9=-1 426/1109, 7-8=-1113/875, 7-13=-1113/875, 13-14=-1113/875, 6-14=-1113/875 WEBS 2-9=-1086/1636, 3-8=-387/782, 4-8=-679/627, 4-6=-1020/1315 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.0psf. 5) Refer to girder(s).for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 6 and 689 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type I Qty Ply A0117200 72005 A05 Half Hip 1 1 y Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 2-1-8 , 4-7.8 8.120 s Nov 12 2017 MiTek Industries,- Inc. Thu May 3 09:16:16 2018 Page 1 ivLG9D5?YIAEvzKd3P-IKdCscoKtRKaahKP5693B711c1 HfKaCvaaxLsU UzKGW P Io 0 3x4 = 6x6 = 2x4 11 2x4 I I 3x6 11 4x6 = 2a-11-10 Dead Load Defl. = 1/16 in Plate Offsets (X Y)— [4:0-3-0 Edae] [8:0-4-8 0-1-8] [13:0-3-0 0-4-8] [14:0-5-8 0-2-81 [17:0-3-0,04-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.14 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.14 13-14 >999 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 164 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except` B2,B6: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-3 oc bracing. Except: 6-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 3-13, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8 = 1040/Mechanical 17 = 1304/0-8-0 (min.0-1-9) Max Horz 17 = 562(LC 12) Max Uplift 8 = -621(LC 9) 17 = -686(LC 12) Max Grav 8 = 1040(LC 1) 17 = 1304(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-396/83, 2-3=-2064/2435, 3-4=-1509/1324, 4-5=-1375/1344, 5-6=-1493/1837, 8-10=-1015/1226, 7-10=-263/354 BOT CHORD 1-17=-42/423, 16-17=-338/213, 13-14=-3290/2352, 13-21 =-1 043/812, 21-22=-1043/812, 11-22=-1043/812, 10-11=-1048/807 WEBS 2-17=-1 001 /1344, 3-13=-1109/1662, WEBS 2-17=-1 001 /1344, 3 13=-1109/1662, 5-13=-667/1164, 6-13=-1421/1126, 6-10=-1052/1370, 114-17=-310/68, 2-14=-2503/1917 1 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl.I GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)�zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 6) Refer to girder(s) ifor truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 8 and 686 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type City Ply A0117201 72005 A05A ATTIC 1 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 10-1-6 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 0r9:15:17 2018 Dead Load Defl. =114 in 4x4 = 3x8 11 7x6 = 3x8 11 8x8 = 1-9-8 2r1r8 10-1-6 18-4-14 20-11-121 0,-$-2 1-9 8 0 IL 7-11-14 8-3-8 2 6 12 0 3 8 Plate Offsets (X,Y)— [1:0-1-15,Edge], f2:0-2-12,0-4-4], f3:0=3-O,Edge], [5:Edge,0-6-31, [8:0-3-0,0-4-0], [9:Edge,0-4-8], [11:0-3-0,0-4-12], [12:04-9,0-1-71, [14:0-6-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.53 11-12 >433 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.52 11 >442 240 BCLL 0.0 ' Rep Stress Incr YES i WB 0.79 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.15 10-11 694 360 Weight: 161 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T3: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 'Except' B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' W4: 2x4 SP No.2, W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-10 oc bracing. WEBS 1 Row at midpt 5-14, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 1333/0-8-0 (min. 0-1-9) Max Horz 12 = 562(LC 12) Max Uplift 9 = -563(LC 9) 12 = -653(LC 12) Max Grav 9 = 1194(LC 2) 12 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-657/406, 2-3=-1307/690, 3-4=-1138/698, 4-18=-1060/875, 5-18=-957/896, 5-6=-1825/1419, 6-7=-1851/1457, 7-8=-2052/1599, 8-9=-906/749 BOT CHORD 1-12=-566/734, 11-12=-1458/1033, 10-11 =-1 113/1049, 9-1 0=-1 087/1015 WEBS 2-11=-98/531, 4-11=-134/393, 10-14=-501/884, 7-14=-1123/1414, WEBS 2-11=-98/531, 4-11 =- 134/393, 10-14=-501 /884, 7-14=-1123/1414, 5-13=2444/2987, 13-14=-2424/2964, 2-12=-1108/1524, 8-14=-1656/2125, 9-14=2478/2656 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 9 and 653 lb uplift at joint 12. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117202 72005 A06 Half Hip 1 1 � Job Reference (optional) Al KOot I cusses, t-ori vierce, rL 14y40, aesignLa ni uss.Wui 0-0-02-1-8 , 4-7.8 6x6 4 4x8 4x8 3 G9D5?YIAEyzKd3P-hjlzH IgaP2aN3?ToCXBXHY05E5LP8506GFgzZNZKGWN 5x8 = 2x4 11 6 7 Dead Load Defl. = 1/16 in 5.00 12 3x8 I I 5 14 1 �-101 1 13 rT- '��{� 4x4 = Io 21 22 .- _ - 17 16 ILIJ 15 7x8 = 9 8 12 3x6 II 6x6 = 2x4 11 2x4 11 3x4 = Sx10 MT20HS= 19-2-0 21-3-2 1-9.8 2 1 8 4-3-0 4 7 8 12-5-10 1-9-8 0-4-0 2-2-8 7-10.2 1 17-0-0 - 18-10-8 20-11-1 U 4.6.6 1-10-80-3-81-9.100-3-8 Plate Offsets (X Y)— [4.0 3 0 Edgel [8-0-4-8 0-1-8] [13.0-3-0 0-4-8] [14.0-5-12 0-2-8] [17.0-3-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.15 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.14 13-14 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 167 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except` B2,B6: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. Except: 6-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 7-8, 3-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 8 = 1040/Mechanical 17 = 1304/0-8-0 (min.0-1-9) Max Horz 17 = 637(LC 12) Max Uplift 8 =-649(LC 12) 17 =-677(LC 12) Max Grav 8 = 1040(LC 1) 17 = 1304(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-404/83, 2-3=-2065/2460, 3-4=-1508/1258, 4-5=-1374/1278, 5-6=-1513/1806, 8-1 0=-1 016/1284 BOT CHORD 1-17=-42/430, 16-17=-353/219, 13-14=-342812409,13-21=-719/529, 21-22=-719/529, 11-22=-719/529, 10-11=-721 /521 WEBS 2-17=-1001/1361, 3-13=-1139/1741, WEBS 1 2-17=-1001/1361, 3-13=-1139/1741, 5-13=-701/1231, 6 13=-1691/1309, 6-10=-937/1297, 14-17=-342/104, 2-14=-2532/1918 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encll, GCpi=0.18; MWFRS (envelope) and C-C Exterior(21 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO�=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are M I u plates unless otherwise indicated. 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, with BCDL = 10.Opsf. 7) Refer to girder(s) � for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 8 and 677 lb uplift at joint 17. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 A06A ATTIC 1 1 A0117203 Job Reference (optional) A i Ruui i russes, ran Pierce, FL 34946, aesign@aitruss.com , 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:19 2018 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-9vILUegCAMiEh82 mFimpmwDKVeStboFVvZW5F AN0-4 a 10-1-6 17-0-0 18-4-14 21-3-2 — i 10-1� s 10 10 1-4-1a z-10-4 5x6 ; 3x8 II 6x6 = Dead Load Defl. = 3/16 in 4x4 = 3x8 11 7x6 = 2x4 11 8x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.45 11-12 >502 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 10-11 >486 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 ! Matrix -MS Attic -0.14 10-11 720 360 Weight: 165 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-9, 5-13, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 1333/0-8-0 (min. 0-1-9) Max Horz 12 = 637(LC 12) Max Uplift 9 = -591(LC 12) 12 = -644(LC 12) Max Grav 9 = 1194(LC 2) 12 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-591/360, 2-3=-1348/660, 3-4=-1171/668,4-17=-10611793, 5-17=-958/814, 5-18=-1737/1296, 6-18=-1711/1349,6-7=-2083/1647, 7-8=-2059/1625, 8-9=-1096/896 BOT CHORD 1-12=-513/697, 11-12=-1524/1035, 10-11=-1192/1077, 9-1 0=-1 181/1065 WEBS 2-11=-47/570, 4-11=-39/267, 10-13=-266(714, 7-13=-409/565, 5-13=-2271/2757,2-12=-1228/1634, 8-13=-1866/2363, 9-13=-2507/2777, WEBS 2-11=-47/570, 4-11=-39/267, 10-13=-266/714, 7-13=-409/565, 5-13=-2271/2757, 2-12=-1228/1634, 8-13=-1866/2363, 9-13=-2507/2777, 6-13=-578/751 r NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.OpsF, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 lb uplift at joint 9 and 644 lb uplift at joint 12. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117204 72005 AO7 Half Hip 1 1 v Job Reference o tional Al KDOT i NSSes, ton: vierce, rL 0 tKU, oesign(aa I uuss.wrn ` 7 16 15 3x4 = 6x6 = 2x4 11 ID:nKMLCG99vHyLG9D5?YIAEyzd5sjiVrgxfg5JldAKyE?IzTNwu2hc41PkZJ4dGzKGWL 21-3.2 4x6 11 4x6 11 5.00 12 6 7 'f 6x6 5 6x6 4 W6 4x6 3x8 !:�- 3 1r '�'}�-8510j'I 4x6 13 �-yx4-�-=' 7x6 = 12 9 8 220;111-AX6nn Dead Load Defl. =1116 in 02 1-9-10 Plate Offsets (X Y)— [4:0-3-0 Edge] [5:0-3-0 0-4-01 f7:Edge 0-3-8] [8:0-4-8 0-1-8] [13:0-3-0,0-4-81, [14:0-5-8,0-2-81, [17:0-3-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.15 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.14 13-14 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) -0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1621b FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* WEBS B2,B6: 2x4 SP No.3 2-17=-1029/1418, 3-13=-1013/1546, WEBS 2x4 SP No.3 *Except` 5-13=-79/455, 14-#=-416/170, W1: 2x6 SP No.2 2-14=-2414/1837,-10=-1465/2004 BRACING - TOP CHORD NOTES - Structural wood sheathing directly applied, except end 1) Unbalanced roo live loads have been considered verticals. for this design. BOT CHORD 2) Wind: ASCE 7-1 • Vult=180mph (3-second gust) Rigid ceiling directly applied or 3-10-8 oc bracing. Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Except: Cat. II; Exp D; Encll�, GCpi=0.18; MWFRS (envelope) 6-0-0 oc bracing: 14-16 and C-C Extedor(2) zone; cantilever left exposed ;C-C WEBS for members and forces & MWFRS for reactions 1 Row at midpt shown; Lumber DOL=1.60 plate grip DOL=1.60 7-8, 3-13, 5-10 3) Provide adequate drainage to prevent water iTek recommends that Stabilizers and required ponding. [crossbracing be installed during truss erection, in 4) All plates are M 20 plates unless otherwise ccordance with Stabilizer Installation guide. indicated. 5) This truss has been designed for a 10.0 psf bottom REACTIONS. (lb/size) chord live load nonconcurrent with any other live 8 = 1040/Mechanical loads. 17 = 1304/0-8-0 (min. 0-1-9) 6) . This truss has been designed for a live load of Max Horz 20.Opsf on the bottom chord in all areas where a 17 = 712(LC 12) rectangle 3-6-0 tall �y 2-0-0 wide will fit between the Max Uplift bottom chord and any other members. 8 =-734(LC 12) 7) Refer to girder(s) for truss to truss connections. 17 =-658(LC 12) 8) Provide mechanical connection (by others) of truss Max Grav to bearing plate capable of withstanding 734 lb uplift at 8 = 1040(LC 1) joint 8 and 658 lb uplift at joint 17. 17 = 1304(LC 1) FORCES. (lb) LOAD CASE(S) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Standard when shown. TOP CHORD 1-2=-406179, 2-3=-2005/2372, 3-4=-1556/1253, 4-5=-1298/1273, 8-10=-1013/1343, 7-10=-309/474 BOT CHORD 1-17=-33/422, 16-17=-336/207, 13-14=-3376/2359, 11-13=-1836/1341, 1 10-11=-186511344 WEBS 2-17=-1029/1418,3-13=-1013/1546, 5-13=-79/455, 14-17=-416/170, Job Truss Truss Type Qty Ply 72005 A07A ATTIC 1 1 A0117205 Al Rnnf T-- Pnrf Pi- r=i aeons ae..,,.,..,..,....__ -,._ I Job Reference o tional o. 1zu s Ivov iz zu1 f rim I eK Industries, Inc. Thu May 3 09:15:20 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-d5sji_rgxfg5J IdAKyE?MzTO4u_lc?UPkZJ4dGzKGWL 0- 0 10-4 18-4-14 1 - 021-3-2 •�- 0 1 10.1-6 8-3-8 7- 2-3-2 4x6 = 6x6 = 3x8 I I 5.00 12 I 6 7 8 3id10 = .1 7x10 MT20HS- 2x4 II 17 4 i 6x6 Dead Load Dell. = 3/16 in o 12 11 10 9 3x8 11 7x6 = 2x4 11 10x10 = 4x4 = 2-1-8 2132 1 -9-8 10-1.6 18-4-14 20-11-10 1-9-8 1-11-14 838 8 04-0 Plate Offsets (X Y)-- (1:0-2-3 Edge] [2:0-2-12 0-4-4]f3.0-5,0 Edge]f5.0-2-1 0-0-01 f7.0-3-0 0-0-41 f11.0 3 0 0-4 81 f12.0-4 10 0 1 51 f13.0 2 12 0 1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.46 11-12>494 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.47 10-11 >481 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES 1 WB 0.99 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.14 10-11 711 360 Weight: 165 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-9, 9-13 JOINTS 1 Brace at Jt(s): 13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 133310-8-0 (min. 0-1-9) Max Horz 12 = 712(LC 12) Max Uplift 9 = -676(LC 12) 12 = -625(LC 12) Max Grav 9 = 1194(LC 2) 12 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-590/355, 2-3=-1344/565, 3-4=-1 166/573, 4-17=-1 057/695, 5-17=-954/715, 5-18=-1776/1259, 6-18=-1 750/1331, 6-7=-1 355/1075, 7-8=-1507/1184, 8-9=-1165/942 BOT CHORD 1-12=-506/701, 11-12=-1635/1077, 10-11 =-1 22111072, 9-1 0=-1 207/1050 WEBS 2-11=-76/569, 4-11=-39/265, 10-13=-271/718, 6-13=-718/1024, 5-13=-2164/2693,2-12=-1228/1596, WEBS 2-11=-76/569, 4-11=-39/265, 10-13=-271/718, 6-13=-718/1024, 5-13=-2164/2693, 2-12=-1228/1596, 8-13=-1601/2037, 9-13=-2536/2911 1NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) , Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,3) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift at joint 9 and 625 lb uplift at joint 12. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117206 72005 A08 Half Hip 4 1 Job Reference (optional) Al K6or I cusses, port Fierce, M s4a4c, oesignLa_irruss.wrn �. <� •�• <<� •,"��•• .. .. �, . _-.- . -_- . I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-61Q5vKsSizyywSCNuglEuB?YgIMYLXGYzD2dAizKGW K 2-1-8 21-3-2 2-1-8 04-2 5.00 12 6 6x6 5 6x6 W6 4x6 14 `" 3x8 O 3 1 3 12 1 4x4 = o d 5x10 M 16 15 14 7x6 = 11 8 7 3x4 = 6x6 = 2x4 I I Us € € 2x4 II 2x4 11 2-1-8 20-1'120-3-2 . -aa.. a-&ne.7-11 1a-10-a 10,2-020-11,10 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TIC 0.99 BC 0.77 WB 0.70 Matrix -MS DEFL. in (loc) I/defl Vert(LL) 0.15 12-13 >999 Vert(CT) -0.14 12-13 >999 Horz(CT) -0.10 7 n/a Ud 360 240 n/a LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except` WEBS B2,B6: 2x4 SP No.3 2-16=1028/1421, 3-12=-1036/1624, WEBS 2x4 SP No.3 `Except` 5-12=-100/458, 13-I1I6=-517/207, W1: 2x6 SP No.2 2-13=-2415/1839, 5-9=-1494/2059 BRACING - TOP CHORD NOTES - Structural wood sheathing directly applied, except end 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) verticals. Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; BOT CHORD Cat. II; Exp D; Encl 1, GCpi=0.18; MWFRS (envelope) Rigid ceiling directly applied or 3-9-11 oc bracing. and C-C Exterior(2)I1I zone; cantilever left exposed ;C-C Except: for members and forces & MWFRS for reactions 6-0-0 oc bracing: 13-15 shown; Lumber DOL=1.60 plate grip DOL=1.60 WEBS 2) All plates are MT20 plates unless otherwise 1 Row at midpt 6-7, 3-12, 5-9 indicated. MiTek recommends that Stabilizers and required 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. loads. 4) ` This truss has been designed for a live load of REACTIONS. (lb/size) 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 7 = 1040/Mechanical bottom chord and a y other members. 16 = 130410-8-0 (min. 0-1-9) Max Horz 5) Refer to girder(s)lfor truss to truss connections. 16 = 789(LC 12) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at Max Uplift 7 =-834(LC 12) joint 7 and 627 lb uplift at joint 16. 16 =-627(LC 12) Max Grav 1040 LC 1 LOAD CASE(S) 16 = 1304(LC 1) Standard FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=416/79, 2-3=-2007/2363, 3-4=-1557/1150,4-5=-1299/1170, 7-9=-1022/1422, 6-9=-307/533 BOT CHORD 1-16=-35/432, 15-16=-352/213, 12-13=-3481 /2395, 10-12=-1863/1354, 9-10=-1868/1342 WEBS 2-16=-1028/1421, 3-12=-1036/1624, 5-12=-100/458, 13-16=-517/207, 2-13=-2415/1839, 5-9=-1494/2059 j Dead Load Defl. = 1116 in PLATES GRIP MT20 244/190 MT20HS . 187/143 Weight: 163 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 A08A ATTIC 1 1 A0.117207 Job Reference (optional) Ruin i pusses, run Pierce, rL owawo, oesign@a-iEruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:22 2018 Page 1 I D: nKM LCG99vHyLG9D5?YIAEyzKd3 P-aU_T6 gt4TH4pYcnZRNGTROS'kiife4xji BtoAi8zKG WJ 0 0 10-1-6 18-4-14 z1-0-oz1 2 ^1S 0 6 10-1-6 8-3-8 2-7-2 0- 2 5.00112 ->,4 11 4x4 = 3x8 11 7x6 = 2x4 11 10x10 = Dead Load Defl. = 3116 in 2-1-8 1-0-8 1-m 04-0 10-1-6 7-11-14 18-4-14 8-3.8 21-3-2 20-11-10 2-&12 048 Plate Offsets (X,Y)— [1:0-2-3,Edgel, [2:0-2-12,0-4-4] [3:0-5-0 Edge] [5:0-2-1 0-0-01 [10:0-3-0 0-4-8] [11:0-4-9 0-1-8] [12.0-2-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.47 10-11 >480 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.48 9-10 >475 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 I Matrix -MS Attic -0.14 9-10 704 360 Weight: 168 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-8, 5-12, 8-12 JOINTS 1 Brace at Jt(s): 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1093/Mechanical 11 = 133310-8-0 (min.0-1-9) Max Horz 11 = 789(LC 12) Max Uplift 8 = -776(LC 12) 11 = -594(LC 12) Max Grav 8 = 1194(LC 2) 11 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589/349,2-3=-1342/451, 3-4=-1 165/459,4-16=-1057/579, 5-16=-954/600, 5-17=1965/1345, 6-17=-193911417, 6-7=-171611318, 7-8=-1115/909 BOT CHORD 1 -11 =-496/703, 10-11=-1748/1117, 9-10=-1238/1071, 8-9=-1223/1050 WEBS 2-1 0=-1 10/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340/547, 'WEBS 12-1 0=-1 10/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340/547, 5-12=-2211/2768, 2-11=-1223/1541, ' 7-12=-1896/2421, 8-12=-2535/2951 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 3) All plates are MT20 plates unless otherwise indicated. 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 foe 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 776 lb uplift at joint 8 and 594 lb uplift at joint 11. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117208 72005 A09 Monopitch 2 1 Job Reference (optional Al ROW I cusses, 1-ort Fierce, rL 34u4b, cesignLaiiruss.com 2-1-8 2-1-8 3x8 1111 u� 0 9 3x8 = 3x6 11 2-1-8 o. i<va is ". 1. ..1ma, an.. �n.. �.�oy ., ..... ...«. �.. .. y.. I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-aU_T6gt4TH4pYcnZRNGTROYIDiga4w01BtoAiBzKG WJ 5.00 12 5 Ll'�� x6 4x6 �q 3 8 7 6 4x6 = 6x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.16 6-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.33 6-8 >699 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 240OF 2.0E `Except' T1: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 1 Row at midpt 5-6, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1295/0-8-0 (min.0-1-8) 6 = 1031/Mechanical Max Horz 9 = 789(LC 12) Max Uplift 9 =-632(LC 12) 6 =-839(LC 12) Max Grav 9 = 1295(LC 1) 6 = 1031(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1175/487, 2-3=-1473/963, 3-4=-1217/992, 4-5=-292/126, 5-6=-4211709 BOT CHORD 1-9=-560/1224, 8-9=-1811/1295, 7-8=-1811/1295,6-7=-1811/1295 WEBS 2-9=-875/1230, 4-8=0/374, 4-6=-1380/1932 NOTES- 1) Wind: ASCE 7-11 Vasd=139mph; TCI Cat. 11; Exp D; Encl, and C-C Exterior(2) for members and fc shown; Lumber DO 2) This truss has be chord live load non( loads. 3)' This truss has I 20.Opsf on the bott( rectangle 3-6-0 tall bottom chord and a 4) Refer to girders; 5) Provide mechani to bearing plate car joint 9 and 839 lb ul LOAD CASE(S) Standard I; Vult=180mph (3-second gust) )L=5.Opsf; BCDL=5.Opsf, h=39ft; GCpi=0.18; MWFRS (envelope) zone; cantilever left exposed ;C-C �ces & MWFRS for reactions 1.60 plate grip DOL=1.60 en designed for a 10.0 psf bottom oncurrent with any other live m designed for a live load of chord in all areas where a 2-0-0 wide will fit between the other members. r truss to truss connections. connection (by others) of truss le of withstanding 632 lb uplift at t at joint 6. Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 141 lb FT = 10% Job Truss Truss Type city Ply 72005 A09A ATTIC 1 1 A0117209 Job Reference (optional) I'll -oo I russes, ro,L Merce, rL J9946, uesignLa-Ih 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu 5.00 12 �— u 11 10 9 8 4x4 = 3x8 II 7x6 = 2x4 II 10x10 = 21-3-2 3 09:15:23 2018 Page 1 Dead Load Defl. = 3/16 in Plate Offsets (X,Y)— [1:0-2-3,Edgel,[2:0-2-12 0-4-4][3:0-5-0 Edge] [5:0-2-1 0-0-0] [10:0-3-0 0-4-81 [11.0-4-9 0-1-81 [12.0-2-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.47 10-11 >480 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.48 9-10 >475 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.14 9-10 704 360 Weight: 168 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-8, 5-12, 8-12 JOINTS 1 Brace at Jt(s): 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1093/Mechanical 11 = 1333/0-8-0 (min. 0-1-9) Max Horz 11 = 789(LC 12) Max Uplift 8 = -776(LC 12) 11 = -594(LC 12) Max Grav 8 = 1194(LC 2) 11 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589/349, 2-3=-1342/451, 3-4=-1165/459, 4-16=-1057/579, 5-16=-954/600, 5-17=-1965/1345, 6-17=-1939/1417, 6-7=-1716/1318, 7-8=-1115/909 BOT CHORD 1 -11 =-496/703, 10-11=-1748/1117, 9-10=-1238/1071,8-9=-1223/1050 WEBS 2-1 0=-1 10/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340/547, WEBS '2-1 0=-1 10/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340l547, 5-12=-2211/2768, 2-11=-1223/1541, 1 7-12=-1896/2421, 8-12=-2535/2951 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 3) All plates are MT20 plates unless otherwise indicated. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 776 lb uplift at joint 8 and 594 lb uplift at joint 11. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117210 72005 A10 Monopitch 1 1 1 r Job Reference (optional) Al Floor Trusses, rOrr coerce, rL 34V40, Oe519f1(C0 IU U55.00111 2-1-8 3x8 11 0 9 3x8 = 3x6 II 2-1-8 1-M . ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-2gYsK0ujEaCgAmMI?4ni-c5wz60ppNGrQXXkEazKGWI 3x6' 11 5.00 F12 5 6x6 4x6 4 4 3 c& W3 $2.. — .....'......_... LU 8 ? 2x4 114x6 = 6 6x6 = Dead Load Deff. = 3/16 in Plate Offsets (X Y)- [4.0-3-0 0-4-0] [5.0-4-4 0-0-0] [6:0-3-0 0-4-plate Offsets Y)- -3 0-4 0-0 [6:0-3 0-4-8]f9:0-4-8 0-1-81-4-8 0-1 81 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.16 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.33 6-8 >699 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 141 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP 2400F 2.0E "Except` T1: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING- - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 1 Row at midpt 5-6, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) 9 = 1295/0-8-0 (min. 0-1-8) 6 = 1031/Mechanical Max Horz 9 = 789(LC 12) Max Uplift 9 = -632(LC 12) 6 = -839(LC 12) Max Grav 9 = 1295(LC 1) 6 = 1031(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1175/487, 2-3=-1473/963, 3-4=-1217/992, 4-5=-292/126, 5-6=-4211709 BOT CHORD 1-9=-560/1224, 8-9=-1811/1295, 7-8=-1811/1295, 6-7=-1811/1295 WEBS 2-9=-875/1230, 4-8=0/374, 4-6=-1380/1932 NOTES- 1) Wind: ASCE 7-1 Vasd=139mph; TC Cat. 11; Exp D; Encl and C-C Exterior(2 for members and f( shown; Lumber DC 2) This truss has b chord live load non loads. 3) ' This truss has 20.Opsf on the bott rectangle 3-6-0 tall bottom chord and r 4) Refer to girder(s 5) Provide mechan to bearing plate ca joint 9 and 839 lb L LOAD CASE(S) Standard Vult=180mph (3-second gust) L=S.Opsf; BCDL=5.Opsf, h=39ft; GCpi=0.18; MWFRS (envelope) gone; cantilever left exposed ;C-C :es & MWFRS for reactions =1.60 plate grip DOL=1.60 :n designed for a 10.0 psf bottom mcurrent with any other live :n designed for a live load of chord in all areas where a 2-0-0 wide will fit between the other members. r truss to truss connections. connection (by others) of truss le of withstanding 632 lb uplift at t at joint 6. Job Truss Truss Type Qty Ply 72005 A10A ATTIC 1 1 A0117211 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:24 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Wt6EXLuL?uKXnwxxZolxWpd4CWL6YrD fBHHmlzKGWH 21-3-2 — 4 0-b-6 10.1-6 18-4-14 20-10-0� s-3-s 2-5-2 as2 4x6 5.00 12 2x4 II 7 111 10 9 8 4x4 = 3x8 11 7x6 = 2-1-8 2x4 II 10x10= 21-3-2 co Dead Load Deff. = 3/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.47 10-11 >480 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.48 9-10 >475 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.14 9-10 704 360 Weight: 168 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-8, 5-12, 8-12 JOINTS 1 Brace at Jt(s): 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1093/Mechanical 11 = 1333/0-8-0 (min. 0-1-9) Max Horz 11 = 789(LC 12) Max Uplift 8 = -776(LC 12) 11 = -594(LC 12) Max Grav 8 = 1194(LC 2) 11 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589/349, 2-3=-1342/451, 3-4=-1165/459, 4-16=-1057/579, 5-16=-954/600, 5-17=1965/1345, 6-17=-1939/1417, 6-7=-1716/1318, 7-8=-1115/909 BOT CHORD 1-11=-496/703, 10-11=-1748/1117, 9-10=-1238/1071,8-9=-1223/1050 WEBS 2-10=-110/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340/547, WEBS 2-1 0=-1 10/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340/547, 5-12=-2211/2768, 2-11=-1223/1541, 7-12=-1896/2421, 8-12=-2535/2951 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C j for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j 2) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 3) All plates are MT20 plates unless otherwise indicated. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 776 lb uplift at joint 8 and 594 lb uplift at joint 11. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply AO117212 72005 A11 Half Hip 1 1 r Job Reference (optional) Al Moot irusses, t-onvierce, r-L -Auqu, oesrgn(Na-r[russ.wrn — .� 1........—...... ..— I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-_3gclhvzmCSOP3W87VpA31 AIXvmOH KZ8trOgJTzKGWG 0-02-1-8 10-4-1 1 18-10-0 21-3-2 0- 2-1-8 8-2-9 8-5-15 2-5-2 3x8 = 2x4 II 46 = 7x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.14 7-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.32 7-9 >714 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1031/Mechanical 10 = 1295/0-8-0 (min.0-1-8) Max Horz 10 = 706(LC 12) Max Uplift 7 = -731(LC 12) 10 = -664(LC 12) Max Grav 7 = 1031(LC 1) 10 = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1086/424, 2-3=-1424/986, 3-4=-1169/1014, 4-5=-323/25 BOT CHORD 1 -1 0=-550/1164, 9-1 0=-1 669/1223, 8-9=-1669/1223, 7-8=-1669/1223 WEBS 2-10=-982/1452, 4-9=0/381, 5-7=-544/871, 4-7=-1166/1545 NOTES- 1) Wind: ASCE 7-1 Vasd=139mph; TC Cat. II; Exp D; End and C-C Exterior(2 for members and f( shown; Lumber DC 2) Provide adequal ponding. 3) This truss has bi chord live load non loads. 4) ` This truss has 20.Opsf on the bott rectangle 3-6-0 tall bottom chord and 5) Refer to girder(s 6) Provide mechan to bearing plate cal joint 7 and 664 lb u LOAD CASE(S) Standard Vult=180mph (3-second gust) =5.Opsf; BCDL=S.Opsf, h=39ft; GCpi=0.18; MWFRS (envelope) !one; cantilever left exposed ;C-C :es & MWFRS for reactions =1.60 plate grip DOL=1.60 drainage to prevent water designed for a 10.0 psf bottom -urrent with any other live ;n designed for a live load of chord in all areas where a 2-M wide will fit between the other members. r truss to truss connections. connection (by others) of truss le of withstanding 731 lb uplift at t at joint 10. PLATES MT20 Dead Load Defl. = 3/16 in GRIP 2441190 Weight: 150 Ib FT = 10% Job Truss Truss Type Qty ply 72005 A11A ATTIC 1 I 1 A0117213 Job Reference (optional) M Ruui i n usses, run rieice, rL r+awo, 0esignLa itruss.cwm 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:26 2018 Page 1 ID:nKMLCG99vHyLG9D57YIAEyzKd3P-SFDy1 wbXVaF1 DSKgDKPbEjQaJ1!n0lnH6VmOrvzKGWF O-Q-0 10-1-6 18-4-14 1810-0213-2 oos 1o•1s 838 osz 2-5-2 5-On 4x6 = 6x6 = 6 7 8 4x4 = 3x8 II 7x6 = 2x4 II 10x10 = 21-3-2 Dead Load Deb. = 3/16 in LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.46 11-12 >500 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 10-11 >486 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.14 10-11 717 360 Weight: 165 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` W4: 2x4 SP No.2, W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-9, 9-13 JOINTS 1 Brace at Jt(s): 13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I] REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 1333/0-8-0 (min. 0-1-9) Max Horz 12 = 706(LC 12) Max Uplift 9 = -669(LC 12) 12 = -627(LC 12) Max Grav 9 = 1194(LC 2) 12 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-588/354, 2-3=-1346/576, 3-4=-1168/584, 4-17=-1058/705, 5-17=-955/725, 5-18=-1792/1276, 6-18=-1 766/1348, 6-7=-1 356/1078, 7-8=-1537/1207, 8-9=-1 176/951 BOT CHORD 1-12=-504/698, 11-12=-1623/1071, 10-11 =-1 222/1074, 9-1 0=-1 207/1052 WEBS 2-11=-70/570, 4-11=-37/266, 10-13=-266/715, 6-13=-735/1043, 5-13=-2187/2722, 2-12=-1 230/1602, 'WEBS 2-11=-70/570, 4-11=-37/266, 10-13=-266/715, 6-13=-735/1043, 5-13=-2187/2722, 2-12=-1230/1602, 8-13=-1612/2052, 9-13=-2541/2914 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=S.Opsf; BCDL=5.Opsf, h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 9 and 627 lb uplift at joint 12. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117214 72005 Al2 Half Hip 1 1 Job Reference (optional) Al KOor I cusses, tort tierce, M 34u4b, aesignLa-irrus5.com o. icy a -mow � c cu � i rvu�cn inuuauica,-n- I— way u..o. ...�.. �.. ...oy.., ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-SFD_r1wbXVaF1 D5KgDKPbEjSMJ740pdH6VmOrvzKGWF 16-10-0 1 21-3-2 5x8 - 5.00 12 5 3x8 11 5x6 � 1 4 , 2x4 11 Dead Load Deft. = 3116 in 6 y 3 wl 4x16 II 2 NQ 0 10 9 8 14 15 7 3x8 = 3x4 = 4x6 — 6x6 = 1-9-82T1r8 10-4-1 20-11-10 21r$ 2 1-9 80-4-0 B-2-9 1 10-7-9 0- -8 Plate Offsets (X Y)— [2.0-0-1 1-11-14] [7:0-3-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.19 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.37 7-9 >620 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 146 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 1 Row at midpt 5-9, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1031/Mechanical 10 = 1295/0-8-0 (min.0-1-8) Max Horz 10 = 631(LC 12) Max Uplift 7 =-647(LC 12) 10 =-683(LC 12) Max Grav 7 = 1031(LC 1) 10 = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1035/420, 2-3=-1398/1028, 3-4=-1220/1056, 4-5=-1344/1535 BOT CHORD 1-10=-573/1131, 9-1 0=-1 574/1173, 8-9=-661/467, 8-14=-661/467, 14-15=-661/467, 7-15=-661/467 WEBS 2-10=-1044/1571, 4-9=-626/1177, 5-9=-1357/1072, 5-7=-890/1282 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl .1, GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)lzone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 647 lb uplift at joint 7 and 683 lb upi ift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 Al2A ATTIC 1 1 A0117215 Job Reference (optional) r. rwui i usses, rui r riciuc, FL .rr�o, uesiynud 11rU55.wrn 8.12u s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:27 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-wSn MANxDHpj6eNfW Ewse8SFbljN71DtRL9VxNMzKGWE 0 Q 0 10-1� 16-10-0 18� 14 21-3-2 ' A 0 0� 10-1� 6 8 10 1-6-14 2-10 4 5x6 = 3x8 11 6x6 = Dead Load Deft. = 3/16 in 4x4 = 3x8 11 7x6 = 2x4 11 8x8 = Plate Offsets (X,Y)— [1:0-2-3,Edgel, [2:0-2-12,0-4-4] [3:0-5-0 Edge] [5:0-2-1 0-0-0] [9:Edge 0-4-12] [1.1.0-3-0 0-4-8] [12.04-10 0-1-71 [13.0-5-0 0-2-9) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.45 11-12 >501 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 10-11 >486 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Attic -0.14 10-11 719 360 Weight: 164 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-9, 5-13, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 1333/0-8-0 (min. 0-1-9) Max Horz 12 = 631(LC 12) Max Uplift 9 = -584(LC 12) 12 = -645(LC 12) Max Grav 9 = 1194(LC 2) 12 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-592/360, 2-3=-1348/667, 3-4=-1171/674, 4-17=-1061/800, 5-17=-958/821, 5-18=-1716/1284, 6-18=-1690/1336, 6-7=-2146/1698, 7-8=-2115/1672,8-9=-1081/884 BOT CHORD 1-12=-514/698, 11-12=-1515/1032, 10-11 =-1 188/1076, 9-1 0=-1 17811066 WEBS 2-11=46/570, 4-11=40/269, 10-13=-267/714, 7-13=-412/567, 5-13=-2267/2744, 2-12=-1228/1636, 8-13=-1899/2403,9-13=-2499/2758, WEBS 2-11=-46/570, 4-11=-40/269, 10-13=-267014, 7-13=-412/567, 5-13=-2267/2744, 2-12=-1228/1636, 8-13=-1899/2403, 9-13=-2499/2758, 6-13=-617/797 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.0Ib AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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-M wide will fit between the bottom chord and any other members. 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 584 lb uplift at joint 9 and 645 lb uplift at joint 12. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply A0117216 72005 A13 Half Hip I 1 1 >• Job Reference (optional) Al KDOr i fusses, rorr Fierce, rL 34V40, ❑eslgn((La I lrussdJVrn 0-0-0 2-1-8 ID:nKMLCG99vHyt- 5?YIAEyzK, 31-ZnMANxDHpj6eNfWEwseBSFcTjTgIJeRL9VxNMzKGWE 14-10-0 21-3-2 4-5-15 & 2 5x8 5.00 12 5 3x6 11 5x6 3 I 2x4 11 Dead Load Defl. = 3116 in 6 4x12 II 2 VV/ N n 1 o , 10 9 8 14 15 7 3x4 = 46 = 6x6 = 3x8 = 1-9-82T1r8 10-4-1 20-11-10 21,- -2 1-9-80-4-0 8-2-9 1 10-7-9 0-3-8 Plate Offsets X Y -- 2:0-0-1,1-11-14 , :0-3-0,0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.17 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.33 7-9 >686 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) -0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 142 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 NOTES- BOTCHORD 2x6 SP No.2 `Except' 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) WEBS 2x4 SP No.3 Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; W1: 2x6 SP No.2 Cat. II; Exp D; Encl 1, GCpi=0.18; MWFRS (envelope) BRACING- and C-C Exterior(2)Izone; cantilever left exposed ;C-C TOP CHORD for members and forces & MWFRS for reactions Structural wood sheathing directly applied or 4-7-10 oc shown; Lumber DOL=1.60 plate grip DOL=1.60 purlins, except end verticals. 2) Provide adequate drainage to prevent water BOT CHORD ponding. + Rigid ceiling directly applied or 5-9-0 oc bracing. 3) This truss has been designed for a 10.0 psf bottom EBS 1VRow chord live load nonconcurrent with any other live at midpt 5-9, 5-7 loads. MiTek recommends that Stabilizers and required 4) This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = REACTIONS. (lb/size) 10.0psf. 7 = 1031/Mechanical 5) Refer to girder(s) for truss to truss connections. 10 = 1295/0-8-0 (min. 0-1-8) 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 627 lb uplift at 10 = 556(LC 12) joint 7 and 691 lb uplift at joint 10. Max Uplift " 7 =-627(LC 9) 10 =-691(LC 12) LOAD CASE(S) Max Grav Standard 7 = 1031(LC 1) 10 = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1004/438, 2-3=-1382/1074, 3-4=-1203/1102, 4-5=-1281/1503, 6-7=-264/357 BOT CHORD 1-10=-607/11 11, 9-10=-1489/1130, 8-9=-902/673, 8-14=-902/673, 14-15=-902/673, 7-15=-902/673 WEBS 2-1 0=-1 082/1644, 4-9=-519/994, 5-9=-1012/848, 5-7=-929/1263 Job Truss Truss Type City Ply 72005 A13A ATTIC 1 1 A0117217 Job Reference (optional) 1�001 IIUDDCJ, VU1L MCI UU, rL J ZF40, UCSlyn(Wd l iFU55.COM 1 6.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:28 2018 Dead Load Defl. =114 in 3x8 11 7x6 = 3x8 11 8x8 = 4x4 = Plate Offsets (X,Y)— [1:0-1 -1 5,Edge], [2:0-2-12,0-4-4], [3:0=5-0,Edge], f13:0-1-9,0-0-12j j14:0-5-9 0-1-11] [5:Edge,0-6-3], [7:0-4-10,0-1-8], [8:0-3-0,0-4-0], [9:Edge,0-4-8], [11:0-3-0,0-5-0], [12:0-4-9,0-1-5], 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.54 11-12 >423 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.53 11-12 >431 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Attic -0.15 10-11 676 360 Weight: 159 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T3: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 `Except` 82: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' W4: 2x4 SP No.2, W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. WEBS 1 Row at midpt 5-14, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 1333/0-8-0 (min. 0-1-9) Max Horz 12 = 556(LC 12) Max Uplift 9 = -565(LC 9) 12 = -653(LC 12) Max Grav 9 = 1194(LC 2) 12 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-666/412, 2-3=-1301/687, 3-4=-1132/695, 4-18=-1059/877, 5-18=-956/897, 5-6=-1820/1423, 6-7=-1861/1472, 7-8=-2080/1626, 8-9=-869l723 BOT CHORD 1-12=-576/741, 11-12=-1458/1037, 10-1 1=-1 101/1044,9-10=-1074/1009 WEBS 2-1 1=-110/525,4-11=-143/403, 10-14=-522/901, 7-14=-1127/1414, ! WEBS i 2-11=-110/525, 4-11=-143/403, 10-14=-522/901, 7-14=-1127/1414, j 5-13=-2459/2990, 13-14=-2435/2962, 2-12=-1098/1515, 8-14=-1673/2140, 9-14=-2465/2625 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 i apart. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 9 and 653 lb uplift at joint 12. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117218 72005 A14 Half Hip 1 1 a Job Reference (optional) Al Hoot I russes, fort Tierce, rL 64&4b, aesignLarrruss.com a "U. �— -< " ��u—,'.— .— . ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-tgv7a3yTpQzquhpvM Lu6DtLyaX9W DAvkoS_2SEzKG WC 0- -0 2-1-8 10-4-1 12-10-0 21-3-2 0- -6 2-1-8 8-2-9 2-5-15 8-5-2 5x8 a 4x6 11 Dead Load Defl. = 1/8 in 3x8 = 3x4 = 4xb = 6x6 = 2r1r8 10-4-1 20-11-10 1-9-8 0�10 8-2-9 10-7-9 0-3-8 Plate Offsets (X Y)_- [2.0-0-1 1-11-14] [5:Edge 0-3-81 [6:0-3-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.13 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.29 6-8 >778 240 BCLL 0.0 " Rep Stress Incr YES WB 0.53 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Weight: 140 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 NOTES- BOT CHORD 2x6 SP No.2 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) WEBS S"Except" Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Wl: 2xx6 SP No.2 W1SP Cat. 11; Exp D; Encl �, GCpi=0.18; MWFRS (envelope) BRACING- and C-C Extedor(2)Izone; cantilever left exposed ;C-C TOP CHORD for members and forces & MWFRS for reactionsshown; Structural woad sheathing directly applied or 2-2-0 oc Lumber DOL=1.60 plate grip DOL=1.60 purlins, except end verticals. 2) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 5-10-9 oc bracing. 3) This truss has been designed for a 10.0 psf bottom WEBS chord live load nonconcurrent with any other live 1 Row at midpt 4-6 loads. MiTek recommends that Stabilizers and required 4) " This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottoI rn chord in all areas where a accordance with Stabilizer Installation quide. I rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = REACTIONS. (lb/size) 10.0psf. 6 = 1031/Mechanical 5) Refer to girder(s) Ifor truss to truss connections. 9 = 1295/0-8-0 (min. 0-1-8) 6) Provide mechanical connection (by others) of truss Max Horz to bearing plate capable of withstanding 638 lb uplift at 9 = 482(LC 12) joint 6 and 688 lb uplift at joint 9. Max Uplift 6 =-638(LC 9) 9 =-688(LC 12) LOAD CASE(S) Max Grav Standard 6 = 1031(LC 1) 9 = 1295(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-991/476, 2-3=-1373/1150, 3-4=-1207/1466, 5-6=-349/472 BOT CHORD 1-9=-648/1101, 8-9=-1412/1101, 7-8=-1 131/898, 7-13=-1 131/898, 13-14=-1131/898, 6-14=-1131/898 WEBS 2-9=-1096/1672, 3-8=-393l791, 4-8=-678/619, 4-6=-1036/1320 I Job Truss Truss Type Qty Ply 72005 A14A ATTIC 1 1 A0117219 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8! 120 s Nov 12 2017 MiTek Industries, Inc. Thu 4x4 = 3x8 11 7x6 = 3x8 11 7x6 = 3 09:15:29 2018 Pagel (6i4D31 koS-2SEzKGWC J- Dead Load Deft. = 3/16 In 1-5-a 171 rti 10-1-6 18-4-14 20-11-10 21-$-2 1-9-8 04-0 7-11-14 8-3-8 2 6 12 0-3-8 Plate Offsets (X,Y)— [2:0-2-12,0-4-41,[4:Edge,0-6-31 [5:0-3-14 0-2-151 [6:04-9 0-1-81 [7:0-3-0 0-3-12] [8:0-3-0 0-4-8] [10.0-3-0 04-81 N 1.04-10 0-1-81 [13.0-3-12 0-1-121 i LOADING (psf) TCLL 30.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.77 DEFL. in (loc) Vert(LL) 0.43 10-11 I/deft >527 L/d 360 PLATES MT20 GRIP 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.42 10-11 >537 240 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.13 9-10 806 360 Weight: 158 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 1 Row at midpt 4-13, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1093/Mechanical 11 = 1333/0-8-0 (min. 0-1-9) Max Horz 11 = 482(LC 12) Max Uplift 8 = -576(LC 9) 11 = -651(LC 12) Max Grav 8 = 1194(LC 2) 11 = 1333(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-583/338, 2-3=-1378/850, 3-4=-1136/1026, 4-5=-885/593, 5-17=-933/649, 6-17=-933/649, 6-7=-1179/832, 7-8=-677/558 BOT CHORD 1 -11 =-447/645, 10-11=-1212/894, 9-10=-1148/1133,8-9=-1120/1095 WEBS 2-10=0/655, 3-10=-148/404, 9-13=-488/883, 6-13=-1161/1389, 4-12=-1683/2091, 12-13=-1676/2081, 2-11=-1079/1526, 7-13=-852/1209, WEBS 2-10=0/655, 3-10=-148/404, 9-13=-488/883, 6-13=-1161/1389, 4-12=-1683/2091, 12-13=-1676/2081, 2-11 =l 079/1526, 7-13=-852/1209, 8-13=-2361 /2416 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 100.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 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) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 9-10 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 576 lb uplift at joint 8 and 651 lb uplift at joint 11. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117220 72005 A15 Common L 2 1 � Job Reference (optional) Al Rbof Trusses, Fort Pierce, FL 34946, design@altruss.com 5.00 12 3x8 = 4xl6 11 2x4 �� 6.i20 s Nov i2 2017 Mi Iek industries, Inc. Thu May a Va: IO:OV 20 io raye i I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-L1 TVoPz6ak5gWrO5v2PLm4tEMwVJyaCti 6kb_gzKGWB 5x6 = 6x8 = 4x6 5 20-11-10 4x4 i1 6 7 6x6 = Dead Load Defl. = 1/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.11 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.13 7-8 >999 240 BC LL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.02 7 n/a n/a BC DL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 138 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.OE *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1,W5: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1291/0-8-0 (min. 0-1-8) 7 = 1026/Mechanical Max Horz 9 = 223(LC 12) Max Uplift 9 = -717(LC 12) 7 = -553(LC 13) Max Grav 9 = 1291(LC 1) 7 = 1026(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1004/811, 2-3=-1371/1490, 3-4=-1 097/1300, 4-5=-1 141/1344, 5-6=-338/394, 6-7=-324/465 BOT CHORD 1-9=-980/1103, 8-9=-1133/1103, 7-8=-1240/1149 WEBS 3-8=-223/402, 4-8=-374/411, 2-9=-1056/1718, 5-8=-274/542, 5-7=-1097/1228 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl.� GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)lzone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonc'oncurrent 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 6y 2-0-0 wide will fit between the bottom chord and ar?y other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate cap ble of withstanding 717 lb uplift at joint 9 and 553 lb up�ift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 A16 Hip 2 1 A0117221 Job Reference (optional) 1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:31 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pD1 t?I_kL2DX7-zlTmwal IQGQKr5hOWOGmT9W°p 7zKG WA 0-10-6-0 55 21-3_2 0-0-0 10-6-0 2-0 5&5-5-13 5x6 � 5x6 = axo — 4x16 II 2x4 II 4x6 = 3x4 = 6x6 = 21-3-2 1-9-8 1 10-&0 13-1-0 20-9-10 20- - 0 1-9-8 -4- 874-8 2-7-0 7-8-10 p- -0 0-3-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.09 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.13 7-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 134 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1,W5: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1291/0-8-0 (min. 0-1-8) 7 = 1026/Mechanical Max Horz 11 = 206(LC 12) Max Uplift 11 = -703(LC 8) 7 = -534(LC 13) Max Grav 11 = 1291(LC 1) 7 = 1026(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-953/589, 2-3=-1320/1321, 3-4=-1054/1405, 4-5=-1198/1454, 5-6=-338/390, 6-7= 332/483 BOT CHORD 1-11=-786/1052, 10-11=-939/1052, 9-10=-932/1051, 8-9=-932/1051, 7-8=-1227/1163 WEBS 4-8=-378/312, 2-11=-1054/1817, 5-8=-270/460, 5-7=-1118/1223 NOTES-, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom I 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 11 and 534 lb uplift at joint 7. LOAD CASE(S) Standard Job Truss Truss Type city Ply A0117222 72005 A17 Hip 2 1 Job Reference (optional) Al KDor I rUsseS, tort F'Ierce, r-L o4u4o, Deslgn(ga-Itruss.DOm 6-4-8 5x10 2x4 11 ... -J I- IL GV I/ IV ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pDl t?I_kL2DX7_zlTmwal IciIIKnGh2ZOGmT9W7zKGWA 15-1-0 21-1-8 6-7-0 6-0-8 4x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.13 7-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.16 7-9 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.65 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1289/0-8-0 (min.0-1-8) 15 = 990/0-3-0 (min.0-1-8) Max Horz 10 = 187(LC 12) Max Uplift 10 =-747(LC 8) 15 = 495(LC 9) Max Grav 10 = 1289(LC 1) 15 = 990(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1068/775, 2-3=-1364/1346, 3-4=-1209/1472, 4-5=-1410/1442 BOT CHORD 1-10=-864/1117,9-10=-1038/1117, 8-9=-1028/1115, 7-8=-1028/1115, 6-7=-431 /371 WEBS 2-10=-868/1417, 4-7=-1221254, 5-7=-746/865, 5-15=-1067/1147 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10,; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl.,1 GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO LI=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 a Iy other members. 6) Bearing at joints) 15 considers parallel to grain value using ANSIlfPI 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 747 lb uplift at joint 10 and 495 lb uplift at joint 15. LOAD CASE(S) Standard II I i I I I 20-10-0 Dead Load Defl. =1116 in v 15 Iop 0 2x4 II PLATES GRIP MT20 244/190 Weight: 133 lb FT = 10% Job Truss Truss Type city Ply 72005 A18 Hip 2 1 A0117223 Job Reference (optional) o. l zu s rvov i z zu i i mi i eK mcusmes, inc. i nu May 3 ug:1 b:32 2u1 a Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-HPbFD5 M6LLO18YU1TRprVzRuk54QZOAUQDi2ZzKGW9 0-p-0 2-1-8 7-0-0 16-7-0 — 21-1-8 0 -6 2-1-8 4-10-8 9-7-0 4-6-8 5x10 = 5x6 ..., r..- 3 4 2x4 II 3x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 10 TC 1.00 Vert(LL) 0.17 7-9 >999 360 TCDL 15.0 Lumber DOL 1.25 SC 0.93 Vert(CT) -0.23 7-9 >966 240 BCLL 0.0 ' Rep Stress.lncr YES WB 0.42 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 1 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except` W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 128910-8-0 (min.0-1-8) 15 = 990/0-3-0 (min.0-1-8) Max Horz 10 = 166(LC 12) Max Uplift 10 = -782(LC 8) 15 = -531(LC 9) Max Grav 10 = 1289(LC 1) 15 = 990(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1184/930, 2-3=-1423/1361, 3-4=-1315/1501, 4-5=-1458/1479 BOT CHORD 1 -1 0=-936/1197, 9-1 0=-1 109/1197, 8-9=-1093/1193, 7-8=-1093/1193, 6-7=-311 /273 WEBS 3-9=-69/330, 4-7=-185/398, 5-7=-1009/1099, 2-10=-719/1068, 5-15=-1050/1102 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing atjoint(s) 15 considers parallel to grain value using ANSI/TPI 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 782 lb uplift at joint 10 and 531 lb uplift at joint 15. LOAD CASE(S) Standard Dead Load Defl. = 118 in u c 15 m 2x4 11 20-10-0 21-1-8 4-3-0 0-3-8 PLATES GRIP MT20 244/190 Weight: 133 Ib FT = 10% Job Truss Truss Type Qty Ply A0117224 72005 A19G Roof Special Girder 2 1 � Job Reference (optional) Al Rbof Trusses, Fort Pierce, FL 34s4e, designLaltruss.com o. I/u b rvuv Ic cu I i 1w I CR 11-bu ICJ, n 1- 1 I1u may a ao. L . as la I aU. 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-h_GOr61 EPGjzccH3ic?WT8bl ax97duycBORMfuzKGW6 0- -0 5-0 0 10-4-0 11-9-8 13-3-0 18-7-0 21-1-8 0- -6 2-1-8 2-10-8 5-4-0 1-5-8 1-5-8 5 4-0 2-6-8 3x8 11 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 15 = 1219/0-8-0 (min. 0-1-8) 20 = 964/0-3-0 (min. 0-1-8) Max Horz 15 = 158(LC 8) Max Uplift 15 = -1018(LC 4) 20 = -789(LC 9) Max Grav 15 1219(LC 1) 20 = 964(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-880/772, 2-3=-1090/1002, 3-21=-2216/1634,21-22=2216/1634, 4-22=-2216/1634, 4-23=-2472/1852, 5-23=-2433/1857, 5-24=-2369/1770, 6-24=-2408/1767, 6-25=-2166/1562, 25-26=-2166/1562, 7-26=-2166/1562, 7-8=-1173/968 BOT CHORD 1-15=-729/889, 14-15=-887/889, 14-27=-870/869, 27-28=-870/869, 13-28=-870/869, 13-29=-1258/1822, 12-29=-1258/1822, 12-30=-1258/1822, 11 -30=1 258/1822, 11-31=-845/1052, 31-32=-845/1052, 10-32=-845/1052, 9-10=-219/263 5x8 = 20-10-0 Dead Load Defl. = 1116 in CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.59 Vert(LL) 0.1513-14 >999 360 MT20 244/190 BC 0.75 Vert(CT) -0.1813-14 >999 240 WB 0.56 Horz(CT) 0.01 20 n/a n/a Matrix -MS Weight: 143 lb FT = 10% BOT CHORD 1-15=-729/889, 14-15=-887/889, 14-27=-870/869, 27L 28=-870/869, 13-28=-870/869, 13L29=-1258/1822, 12-29=-1258/1822, (12-30=-1258/1822, 11-30=-1258/1822, 11-31=-845/1052, 31-32=-845/1052, 10-32=-845/1052, 9-10=-219/263 WEBS 3-14=-330/273,3-13=-826/1464, 4-13=-1222/1007,5i13=-828/953, 5-11=-675/844, 6-11=-1154/938, 7-11=-739/1211, 7-10=416/391, 8-10=-755/946, 2-15=-641/566, 8-20=-1019/835 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10 Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl.,IGCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequatedrainageto prevent water ponding. 1 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) Bearing atjoint(s) 20 considers parallel to grain value using ANSI/TPI 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 1018 lb uplift at joint 15 and 789 Ib',uplift at joint 20. 1 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 250 lb up at 5-0-0, 92 lb down and 137 lb up at 7-0-12, 99 lb down and 106 lb up at 9-0-12, 39 lb down and 33 lb up at 11-0-12, 39 lb down and 33 lb up at 12-6-4, 99 lb down and 106 lb up at 14-6-4, and 92 lb down and 137 lb up at 16-6-4, and 187 lb down and 231 lb up at 18-7-0 on top chord, and 110 lb down and 209 lb up at 5-0-0, 18 lb down and 32 lb up at 7-0-12, 20 lb down at 9-0-12, 21 lb down at 11-0-12, 21 lb down at 12-6-4, 20 lb down at 14-6-4, and 18 lb down and 32 lb up at 16-6-4, and 81 lb down and 142 lb up at 18-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-5=-90, 5-6=-90, 6-7=-90, 7-8=-90, 9-17=-20 Concentrated Loads (lb) Vert: 3=95(B) 7=63(B) 14=101(B) 10=69(B) 21=-32(B) 22=39(13) 25=-39(B) 26=-32(B) 27=-18(B) 28=-12(B)29=-14(B) 30=-14(B) 31=-12(B) 32=-18(B) Job Truss Truss Type Qty Ply 72005 B01 G Hip Girder 1 3 A0117225 Job Reference (optional) i -01 Muaoes, run rierce, rL .r+ayo, uesignLa iu 5.00 V2 5x10 = 5x6 = 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 19.- 18 17 - co io 15m 14 z/ zo 1.3 `12 n1 az 33 11 10 4x10 II 7x6 = 6x6 = 6x6 = 6x8 = 6x6 = 7x6 = 3x8 II 15:38 2018 Pagel Bg2tMgl4GDzKGW3 Dead Load Defl. = 1/8 in 53-2 53.2 3x6 = 11-3-9 16-5-10 19-4-6 6-0-7 52-1 2-10.12 5x6 = 2 -r 52-1 30-6-14 6-0.7 33-0-5 32-8-13 2-1-15 0-3-8 Plate Offsets (X,Y)- [5:0-3-15,0-2-13], [9:0-2-0,0-1-12], [10:04-12,0-2-14], [12:0-3-0,04-8], [14:0-4-0,0-4-0], [15:0-2-8,0-1-8], [16:0-2-15,Edge], [17:0-3-0,0-4-0], [19:0-5-1 ,0-1-21 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.23 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.25 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 908 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6. SP 240OF 2.0E 'Except* B2: 2x6 SP No.2 WEBS 2x4 SP No.3 `Except* W1,W10: 2x8 SP 240OF 1.8E W2,W9: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 19 = 10357/0-8-0 (min.0-2-14) 10 = 10449/Mechanical Max Horz 19 = 289(LC 8) Max Uplift 19 = -7260(LC 8) 10 = -6997(LC 9) Max Grav 19 = 10357(LC 1) 10 = 10449(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11436/8146, 2-3=-12479/9157, 3-4=-12408/9173, 4-5=-10521/7778, 5-6=-9589/7167, 6-7=-10424/7656, 7-8=-10668/7512,8-9=-5735/3862, 1-19=-9108/6528, 9-10=-10235/6877 BOT CHORD 19-20=-664/564, 20-21=-664/564, 18-21=-664/564,18-22=-7692/10449, 22-23=-7692/10449, 17-23= 7692/10449, 17-24=-8455/11453, 24-25=-8455/11453, 16-25=-8455/11453, 15-16=-8455/11453, 15-26=-6984/9672, 14-26=-6984/9672, 14-27=-6735/9775, 27-28=-6735/9775, 28-29=-6735/9775, 13-29=-6735/9775, 13-30=-6735/9775, 12-30=-6735/9775, 12-31=-3488/5188, 31-32=-3488/5188, BOT CHORD 19-20=-664/564,20-21=-664/564, 18-21=-664/564, 18-22=-7692/10449, 22-23=-7692/10449, 17-23=-7692/10449, 17-24=-8455/11453, 24-25=-8455/11453, 16-25=-8455/11453, 15-16=-8455/11453, 15-26=-6984/9672, 14-26=6984/9672, 14-27=-6735/9775, 27-28=-6735/9775, 28-29=-6735/9775, 13-29=-6735/9775, 13-30=-6735/9775, 12-30=-6735/9775, 12-31 =-3488/5188, 31-32=-3488/5188, 32-33=-3488/5188, 11-33=-3488/5188, 11-34=-186/274,10-34=-186/274 WEBS 2-18=-1519/1321,2-17=-1094/1270, 4-17=-1977/2598, 4-15=-3055/2477, 5-15=-3249/4052, 5-14=-463/479, 6-14=-2737/3583, 7-14=-556/231, 7-12=-134/444, 1-18=-7708/10842, 8-12=-4070/5632, 8-11=-5330/3945, 9-11=-6180/9198 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 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; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss 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 = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7260 lb uplift at joint 19 and 6997 lb uplift at joint 10. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1011 lb down and 657 lb up at 1-3-4, 1020 lb down and 641 lb up at 3-3-4, 1020 lb down and 669 lb up at 5-3-4, 1020 lb down and 754 lb up at 7-34, 1020 lb down and 854 lb up at 9-3-4, 1020 lb down and 854 lb up at 11-3-4, 1020 lb down and 854 lb up at 13-34, 1020 lb down and 854 lb up at 15-34, 1011 lb down and 859 lb up at 17-34, 1011 lb down and 859 lb up at 19-3-4, 1011 lb down and 859 lb up at 19-8-12, 1011 lb down and 751 lb up at 21-8-12, 1011 lb down and 667 lb up at 23-8-12, 1011 lb down and 647 lb up at 25-8-12, 1011 lb down and 658 lb up at 27-8-12, and 1006 lb down and 573 lb up at 29-8-12, and 1006 lb down and 554 lb up at 31-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-90, 5-6=-90, 6-9=-90, 10-19=-20 Concentrated Loads (lb) Vert: 18=-1020(F) 17=-1020(F) 14=-1011(F) 20=-1011(F) 21=-1020(F)22=-1020(F) 23=-1020(F) 24=-1020(F)25=-1020(F)26=-1011(F) 27=-1011(F) 28=-1011(F)30=-1011(F)31=-1011(F)32=-1011(F) 33=-1006(F)34=-1006(F) Job Truss Truss Type Qty PIY A0117226 72005 B02 Roof Special 2 1 Job Reference (optional) Al Root I russes, tort Fierce, rL J4`J4b, cesignLa nruss.cwm 6-0-7 4x6 6x6 - 3 2 4x8 1 14 13 3x10 II 4x4 = ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-alWvhU41TVDP5DagxR3Sd_IhGZdCZgwC5OPaofzKGW2 7-11-0 1 24-6-7 , 31-8-8 5x6 = 5.00 12 5 5x6 4 6x6 6 12 17 11 10 18 9 3x4 = 4x6 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.11 12 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.12 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WI 0.69 Horz(CT) 0.11 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2, W9: 2x4 SP No.2 OTHERS 2x8 SP 240OF 1.8E BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. WEBS 1 Row at midpt 4-10, 5-10, 6-10, 1-13, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 1719/0-8-0 (min.0-2-0) 16 = 1661/0-5-1 (min. 0-1-8) Max Horz 14 = 352(LC 12) Max Uplift 14 = -933(LC 12) 16 = -857(LC 13) Max Grav 14 = 1719(LC 1) 16 = 1661(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1962/2143, 2-3=-2110/2460, 3-4=-1921/2475, 4-5=-1647/2148, 5-6=-1651/2154, 6-7=-1611/1863, 1-14=-1657/1878 BOT CHORD 13-14=-404/173,12-13=-2110/1736, 12-17=-2085/1859,11-17=-2085/1859, 10-11=-2085/1859,10-18=-155111425, 9-18=-1551/1425, 8-9=-312/265 WEBS 2-13=-631/845, 4-10=-719/1010, 5-10=-852l702, 6-10=-213/283, WEBS I. 2-13=-631/845, 4-10=-719/1010, 5-10=-852/702, 6-10=-213/283, 6-9=-649/92411-13-1896/1805, 7-9=-1474/1380,7-16=-1713/1936 NOTES- 1) Unbalanced roof ive loads have been considered for this design. 2) Wind: ASCE 7-1q; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl.,1 GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces R MWFRS for reactions shown; 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joints) 16 considers parallel to grain value using ANSI/TP,I 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 933 lb uplift at joint 14 and 857 lb uplift at joint 16. LOAD CASE(S) Standard 8 4x4 11 PLATES GRIP MT20 244/190 Weight: 263 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 B03 Roof Special 6 1 A0117227 Job Reference (optional) �� • •�� • U W,=1.• 11 I o. ILu 5 1vuv 1c zu 1 i mi i eK muustnes, inc. i nu may h ue:"1 o:4u zul i1 rage i I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-2y4Hug5N EpLGiN90V9bhABltcylT17CLKg97L5zKGW 1 541-2 11-3 9 17-11-0 24 6 7 31 8-8 3-2 6-0 7 6-7-6 6-7-7 7-2-1 5x6 = 5.00 F12 5 4x 0 14 13 12 11 10 itt 9 8 3x10 11 44 = 3x4 = 4x6 = 3x8 = 3x4 = 4x4 11 24-6-7 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.70 BC 0.36 WB 0.69 Matrix -MS DEFL. in (]cc) I/deft L/d Vert(LL) 0.11 12 >999 360 Vert(CT) -0.12 10-12 >999 240 Horz(CT) 0.10 16 n/a n/a PLATES GRIP MT20 244/190 Weight: 263 lb FT = 10W LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 2-13=-629/843, 4-1 0=-720/1 011, W1: 2x6 SP No.2, W9: 2x4 SP No.2 5-10=-845/696, 6-10=-205/278, OTHERS 2x8 SP 2400F 1.8E 6-9=-654/930, 1-13=-1891/1800, BRACING- 7-9=-1493/1397, 7-16=-1706/1927 TOP CHORD Structural wood sheathing directly applied or 4-11-10 cc i NOTES- purlins, except end verticals. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 5-14 cc bracing. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) WEBS Vasd=139mph; TCDL=S.Opsf; BCDL=5.Opsf; h=39ft; 1 Row at midpt Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) 4-10, 5-10, 6-10, 1-13, 7-9 ! and C-C Exterior(2) zone;C-C for members and forces MiTek recommends that Stabilizers and required MWFRS for reactions shown; Lumber DOL=1.60 cross bracing be installed during truss erection, in plate grip DOL=1.60 accordance with Stabilizer Installation guide. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live REACTIONS. (lb/size) loads. 14 = 1715/0-8-0 (min. 0-2-0) 4) * This truss has been designed for a live load of 16 = 1665/0-6-12 (min. 0-1-8) 20.Opsf on the bottom chord in all areas where a Max Horz rectangle 3-6-0 tall by 2-0-0 wide will fit between the 14 = 352(LC 12) bottom chord and any other members, with BCDL = Max Uplift 10.Opsf. 14 =-931(LC 12) 5) Bearing at joint(s) 16 considers parallel to grain 16 =-859(LC 13) value using ANSlfTPI 1 angle to grain formula. Max Grav Building designer should verify capacity of bearing 14 = 1715(LC 1) surface. 16 = 1665(LC 1) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 931 lb uplift at FORCES. (lb) joint 14 and 859 lb uplift at joint 16. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD LOAD CASE(S) 1-2=-1957/2138, 2-3=-2103/2452, Standard 3-4=-1915/2468, 4-5=-1639/2140, 5-6=-1643/2146, 6-7=-1598/1848, 1-14=-1653/1874 BOT CHORD 13-14=-404/172, 12-13=-2105/1732, 12-17=-2078/1853, 11-17=-2078/1853, 10-11=-2078/1853, 10-18=-153611412, 9-18=-1536/1412; 8-9=-281/237 WEBS 2-13=-629/843, 4-1 0=-720/1 011, 5-10=-845/696, 6-10=-205/278, Job Truss Truss Type Qty Ply A0117228 72005 B04G Hip Girder 1 Job Reference o tional Al Rbof Trusses, Fort Pierce, FL 34946, design@altruss.com b.7ZU S NOV 7Z ZUl / mi r eK Inausmes, inc. I nu may a u21: 1 u.+a zu io raga i I D: nKMLCG99vHyLG9D5?YIAEyzKd3P-SXIPW r7G WjkgZrubAH80ngwSFArLVSgnOeNnxQzKGW_ lq-" , 24-6-7 30-6-14 , 33-0-5 5 00 12 I 5x10 = 5x6 = 3x4 a3� 3x Sx8 i 1 UJ 19 20 21 18 22 23 24 17 25 A 27 4x10 11 7x6 = 6x6 = -121,_ 10j .0-4-1 3x4 7 4x4 8 5x6 9 16 15 128 29 30 13 312 33" 34 3511 36 10 6x6 = 6x8 = 6x6 = 7x6 = 3x8 II 3x6 = 5x6 = 33-0-5 4:0-4-0,0-3-121, [1 Dead Load Defl. = 1/8 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.22 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.27 15-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Harz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 908 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E *Except* BOT CHORD B2: 2x6 SP No.2 19-20=-741/604, 20 21=-741/604, WEBS 2x4 SP No.3 *Except* 18-21=-741/604, 18i 22=-6961/10662, W1,W10: 2x8 SP 240OF 1.8E 22-23=-6961/10662, 23-24=-6961/10662, W2,W9: 2x4 SP No.2 17-24=-6961/10662y 17-25=-7255/11867, BRACING- 25-26=-7255/11867,, 26-27=-7255/11867, TOP CHORD 16-27=-7255/11867, 15-16=-7255/11867, Structural wood sheathing directly applied or 6-0-0 oc 15-28=-5990/10068f 14-28=-5990/10068, purlins, except end verticals. CHORD 14-29=-5788/101501 29-30=-5788/10150, 30-31=-5788/10150[ 13-31=-5788/10150, BOT Rigid ceiling directly applied or 10-0-0 oc bracing. 13-32=-5788/101% 12-32=-5788/10150, 12-33=-3075/5296, 33-34=-3075/5296, REACTIONS. (lb/size) 34-35=-3075/5296, �11-35=-3075/5296, 19 = 1035210-8-0 (min. 0-2-14) 11-36=-163/275, 10r36=-163/275 10 = 10484/Mechanical WEBS Max Horz 2-18=-18231797, 2-17=-519/1682, 19 = 289(LC 8) 4-17=-1620/2770,4-15=-3220/2137, 5-15=-3061/4728, 5i14=-994/716, Max Uplift 19 = -6731(LC 8) 6-14=-2298/3729, 7 1 14=-686/357, 10 = -6185(LC 9) 7-12=-270/483, 1-18=-6821/11032, Max Grav 8-12=-3414/5958, 8111=-5549/3364, 19 = 10352(LC 1) 9-11=-5452/9398 10 = 10586(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1 166817351, 2-3=-1 2915/7857, 3-4=-12856/7872, 4-5=-10920/6704, 5-6=-9844/6104, 6-7=-10679/6513, 7-8=-11061/6485, 8-9=-5856/3407, 1-19=-9278/5853, 9-10=-10457/6065 BOT CHORD 19-20=-741/604, 20-21=-741/604, 18-21=-741/604,18-22=-6961/10662, 22-23=-6961/10662, 23-24=-6961/10662, 17-24=-6961 /10662, 17-25=-7255/11867, 25-26=-7255/11867, 26-27=-7255/11867, 16-27=-7255/11867, 15-16=-7255/11867, 15-28=-5990/10068, 14-28=-5990/10068, 14-29=-5788/10150, 29-30=-5788/10150, 30-31=-5788/10150, 13-31=-5788/10150, 13-32=-5788/10150, 12-32=-5788/10150, 12-33=-3075/5296, 33-34=-3075/5296, NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 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; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss 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 = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6731 lb uplift at joint 19 and 6185 lb uplift at joint 10. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1490 lb down and 1339 lb up at 2-3-4, 1011 lb down and 672 lb up at 4-3-4, 1011 lb down and 666 lb up at 6-3-4, 1011 lb down and 657 lb up at 8-3-4, 1174 lb down and 583 lb up at 10-3-4, 1174 lb down and 611 III up at 12-3-4, 1174 lb down and 696 lb up at 14-3-4 , 1174 Ib down and 796 Ib up at 16-3-4, 1174 lb down and 796 lb up at 17-8-12, 1174 lb down and 796 lb up at 19-8-12, 1174 lb down and 689 lb up at 21-8-12, 1174 lb down and 604 lb up at 23-8-12, 1174 lb down and 585 lb up at 25-8-12, 1174 lb down and 596 lb up at 27-8-12, and 1006 lb down and 573 lb up at 29-8-12, and 1006 Ib down and 554 lb up at 31-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=-90, 5-6=-90, 6-9=-90, 10-19=-20 Concentrated Loads (lb) Vert: 16=-1073(B) 20=-1490(B) 21=-1011(B) 22=-1011(B) 23=-1011(B) 24=-1073(B)25=-1073(B) 27=-1 073(B) 28=-1 073(B) 29=-1 073(B) 30=-1 073(B) 32=-1 073(B) 33=-1 073(B) 34=-1 073(B) 35=-1 006(B) 36=-1006(B) Job Truss Truss Type City Ply 72005 C01 G Hip Girder 1 1 A0117229 i Job Reference (optional) m r r%uor r russes, ruri rierce, rL 34946, design Cwalrruss.com 8.120 s Nov 12 2017 MITek Industries, Inc. Thu May 3 09:15:45 2018 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PvtAxX9W2L_Yp82_IiAstF?f9zcvzRT4Uysu 3x10 11 3x6 = — 3x10 = 3x10 11 17-3-4 -0-Q-12 4-1 1-4 12-3-4 16-110 17-2n8 Ub12 4-11.4 74-0 4-7-12 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.23 8-10 >882 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.21 8-10 >954 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(CT) -0.02_ 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 I Matrix -MS Weight: 150 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' W1: 2x8 SP 240OF 1.8E OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 44-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-10 oc bracing. WEBS 1 Row at midpt 2-10, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1471/0-8-0 (min.0-1-12) 7 = 1470/0-8-0 (min.0-1-12) Max Horz 11 = -220(LC 32) Max Uplift 11 = -2537(LC 4) 7 = -2363(LC 4) Max Grav 11 = 1471(LC 1) 7 = 1470(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1333/2678, 3-14=-1145/2558, 14-15=-1145/2558, 15-16=-1145/2558, 4-16=-1 145/2558,4-5=-1331/2701, 2-11=-1435/2498, 5-7=-1433/2379 BOT CHORD 10-17=-2283/1148, 17-18=-2283/1148, 9-18=228311148, 8-9=-2283/1148 WEBS 3-10=-370/55, 4-8=-379/53, 2-10=-2628/1290, 5-8=-2527/1286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live I 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 2537 lb uplift at joint 11 and 2363 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 308 lb down and 495 lb up at 4-11-4, 113 lb down and 181 lb up at 7-0-0, 113 lb down and 181 lb up at 8-7-4, and 113 lb down and 181 lb up at 10-2-8, and 308 lb down and 495 lb up at 12-3-4 on top chord, and 63 Ib down and 767 lb up at 4-11-4, 64 lb down and 252 lb up at 7-0-0, 64 lb down and 252 lb up at 8-7-4, and 64 lb down and 252 lb up at 10-2-8, and 63 lb down and 767 lb up at 12-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-90, 2-3=-90, 3-4=-90, 4-5=-90, 5-6=-90, 7-11=-20 Concentrated Loads (lb) Vert: 3=-195(F) 4=-195(F) 9=-26(F) 10=-10(F) 8=-10(F) 14=-72(F) 15=-72(F) 16=-72(F) 17=-26(F) 18=-26(F) Truss Truss Type Qty Ply A0117230 r72005 CO2 Hip 1 1 ' Job Reference (optional) Al ftaot r fusses, fort fierce, rL d4V40, 0es19nLa i IrLSS-WIT) „ t6��•I �, ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-RY9t98pe6PQIcArQh5PSYxYN1 hiwNEiccSXlzKGVx 5-9-13 9-1-13 1 14-11-10 _ 5x6 � 5x6 = 5.00 12 2 3 5x6 ' 10 1 V. I1FA 8 t 6 53x8 II 3x8 II 3x4 — 3x4 = 5-9-13 , 9-1-13 14-8-2 4-, 111-10 5 9-13 3�3-0 5-6-5 0-3-8 Plate Offsets (X Y)- [1.0-2-4 0-2-12] [4.0-2-4 0-2-12] [5:0-4-12 0-2-4] [8:0-4-12 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 115 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 2) Wind: ASCE 7-10; VUlt=180mph (3-second gust) BOT CHORD 2x6 SP No.2 Vasd=139mph; TC , L=5.Opsf, BCDL=5.Opsf; h=39ft; WEBS 2x4 SP No.3 `Except` Cat. ll; Exp D; Encl.l, GCpi=0.18; MWFRS (envelope) W1: 2x6 SP No.2 and C-C Exterior(2)Izone; porch left exposed;C-C for BRACING- members and forces 8 MWFRS for reactions shown; TOP CHORD Lumber DOL=1.60 plate grip DOL=1.60 Structural wood sheathing directly applied or 6-0-0 oc 3) Provide adequate drainage to prevent water purlins, except end verticals. ponding. BOT CHORD 4) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 5-10-1 oc bracing. chord live load nonconcurrent with any other live WEBS loads. 1 Row at midpt 1-7, 4-6 5) `This truss has been designed for a live load of MiTek recommends that Stabilizers and required 20.Opsf on the bottom chord in all areas where a cross bracing be installed during truss erection, in rectangle 3-6-0 tall 0 2-0-0 wide will fit between the accordance with Stabilizer Installation guide. bottom chord and ay other members, with BCDL = 10.Opsf. REACTIONS. (lb/size) 6) Provide mechani I connection (by others) of truss 8 = 798/0-10-9 (min. 0-1-8) to bearing plate capable of withstanding 816 lb uplift at 5 = 798/0-10-9 (min. 0-1-8) joint 8 and 818 Ib up)ift at joint 5. Max Horz 8 = -77(LC 13) Max Uplift LOAD CASE(S) 8 =-816(LC 8) Standard 5 =-818(LC 8) Max Grav 8 = 798(LC 1) 5 = 798(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-724/1792, 2-3=-572/1815, 3-4=-724/1792, 1-8=-737/1689, 4-5=-737/1689 BOT CHORD 6-7=-1466/572 WEBS 1-7=-1415/564, 4-6=-1415/564 NOTES- 1) Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply 72005 CA Corner Jack 30 1 A0117232 Job Reference (optional) • • •""• • •"""`-", • `�, • • "-•`^" • '- `�""�"h `��"J"l_.�'�'�+��•�^+�'� 0. 1ZU D IVVV 14 zu l / IWI I eK Inousines, Inc. I nu May d utcio:4/ zuiu rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LI?wMDAmayEG2SBM P7DKyg4EKnPdRReNxGM?3BzKGVw 0-6 1-0-0 a' 0-TO-6 1-0-0 5.00 F12 2 4x4 = 3 3x4 = 0-8-8 1-0-0 , 0-8-8 0-3-8 Plate Offsets (X,Y)— r1:0-0-11,0-0-71, rl:Edge,0-3-11 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 6 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 6 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = -0/Mechanical 3 = 112/Mechanical Max Horz 2 = 109(LC 1) 3 = 117(LC 8) Max Uplift 3 =-109(LC 8) Max Grav 3 = 112(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/100 BOT CHORD 1-3=-109/379 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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.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 109 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117231 72005 CJ1-3 Corner Jack I 6 1 ? Job Reference o tional A] KDor trusses, rorc rlerce, rL J4y40, uesiyuLa a uaa.ww ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LI?wMDAmayEG2SBMP7DKyg4CwnKERReNxGM?3BzKGVw 3.00 F12 2 1 Ti B1 3 U4L STRAP TOP AND BOTTOM CHORD WITH LSTA12 STRAP LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 6 n/r 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.00 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a • n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 3 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- . LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = -O/Mechanical 3 = 115/Mechanical Max Horz 2 = -130(LC 8) 3 = 154(LC 8) Max Uplift 3 = -136(LC 8) Max Grav 3 = 115(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-347/119 BOT CHORD 1-3=-124/406 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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.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 136 lb uplift at joint 3. Job Truss Truss Type Oty Ply 72005 CAC CORNER JACK 4 1 A0117233 Job Reference o tional -- --• - - - -- --• ----� �-.- ----•--••• �. <u a 1- ,L GU, / ,v,11 Cn InOU5lne5, InG. r nu May J U`J:10:4b ZU1S Vage 1 I D: n KM LCG99vHyLG9 D5?YIAEyzKd3 P-pUZ1aZBOLGM7g cmZzgkZUtdGq bj2AUtXAw5YcezKG Vv 2-0-12 0-111 -A:2-0-12 0-114 5.00 12 7vfi 11 9 Plate Offsets (X,Y)— [2:0-4-6 0-1-81 1 LOADING(psf) SPACING- 2-6-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.00 ' 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MR Weight: 19 lb FT =10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 205/0-8-0 (min. 0-1-8) 3 = -0/Mechanical 4 = 139/Mechanical Max Horz 5 = 183(LC 9) 3 = 134(LC 1) Max Uplift 5 = -153(LC 8) 4 = -156(LC 8) Max Grav 5 = 205(LC 1) 4 = 139(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-326f756 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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 153 lb uplift at joint 5 and 156 lb uplift at joint 4. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117235 72005 CJ3 Corner Jack 16 1 Job Reference o tional Al Rbof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MI Fek Industries, Inc. I Mu May s ua:1 b:aa ZU1 a rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Hh6hnvCO6ZU_HmLIXYFol5AX1 b2rvKbgPar684zKGVu 0- -6 3-0-0 0- -6 j 3-0-0 3 T U6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. 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 quide. REACTIONS. (lb/size) 3 = -108/Mechanical 4 = -162/Mechanical 5 = 597/0-8-0 (min. 0-1-8) Max Horz 5 = 111(LC 12) Max Uplift 3 _ -108(LC 1) 4 = -162(LC 1) 5 = -507(LC 8) Max Grav 3 = 79(LC 8) 4 = 111(LC 8) 5 = 597(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-306/780 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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 t 20.Opsf on the bottc rectangle 3-6-0 tall bottom chord and a 4) Refer to girder(s) 5) Provide mechani to bearing plate car joint 3, 162 lb uplift LOAD CASE(S) Standard en designed for a live load of 1 chord in all areas where a 12-0-0 wide will fit between the / other members. or truss to truss connections. iI connection (by others) of truss ble of withstanding 108 lb uplift at : joint 4 and 507 lb uplift at joint 5. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 10% Job Truss Truss Type Qty Ply 72005 CJ3-3 Comer Jack 4 1 A0117234 Job Reference (optional) ., 1 — 11 ubb—, rui t rju—, — �avo, uublgll(w-d ILIubb.wlII 1 0.1 Zu s rvov lZ ZUl / MI r eK Inausines, Inc. I nu May 3 09:1b:49 MIS Page 1 I D: nKM LCG99vHyLG9D5?YIAEyzKd 3P-H h6hnvCO6ZU_H m LIXYFo 15AXYt4?ovL7gPa r684zKG Vu 0 Q-3 3-0-0 a 0-d-3 1 3-0-0 3.00 V2 1 4 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) -0.00 4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. 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 = -35/Mechanical 3 = -298/Mechanical 4 = 658/0-8-0 (min. 0-1-8) Max Horz 4 = 66(LC 8) Max Uplift 2 = -36(LC 3) 3 =-298(LC 1) 4 =-743(LC 8) Max Grav 2 = 41(LC 8) 3 = 316(LC 8) 4 = 658(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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 36 lb uplift at joint 2, 298 lb uplift at joint 3 and 743 lb uplift at joint 4 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 15 lb FT = 10% Job Truss Truss Type Qty Ply A0117236 72005 CJ3A Corner Jack 4 1 Job Reference (optional) Al KDor I NSSes, ron Ylerce, M J4y40, 0e519f1((La IQU55.WI I 0 3x4 = 0 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Itg3?ECfttcrvvwx4Fm1 alih7_NGenUpdEafgWzKGVt 3x6 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.25 BC 0.33 WB 0.12 Matrix -MP DEFL. in (loc) I/deft Vert(LL) -0.00 5 >999 Vert(CT) 0.00 5 >999 Horz(CT) 0.01 3 n/a L/d 360 240 n/a LUMBER - TOP CHORD 2x6 SP No.2 3) ` This truss has been designed for a live load of BOT CHORD 2x6 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x6 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING - bottom chord and arty other members. TOP C 4) Refer to girder(s) for truss to truss connections. Structural wood sheathing directly applied or 3-0-0 oc St St 5) Provide mechanical connection (by others) of truss r to bearing plate capable of withstanding 178 lb uplift at BOT CHORD joint 3, 246 lb uplift at joint 4 and 618 Ib uplift at joint 5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) - accordance with Stabilizer Installation quide. Standard REACTIONS. (lb/size) 3 = -178/Mechanical 4 = -246/Mechanical 5 = 750/1-0-0 (min. 0-1-8) Max Horz 5 = 111(LC 12) Max Uplift 3 =-178(LC 1) 4 =-246(LC 1) 5 =-618(LC 8) Max Grav 3 = 136(LC 8) 4 = 204(LC 8) 5 = 750(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-370/960 I NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom j chord live load nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 10% Job Truss Truss Type Qty Ply 72005 CJ3C Corne'rJack 4 1 A0117237 Job Reference (optional) • • • • --•�• � •-• . -•• • •�• , •- -'-� , ��y„Vo • uu�o••••,,, . IGV D l- 1 v I / Iv111 uh 111uublr1vs, Inc. i nu may o utv is vu to -Its rage i i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Itg3?ECfttcrvvwx4Fm1 alicG_NVeoNpdEafgWzKGVt -2-0-12 2-11-4 x 2-0-12 2-11-4 5.00 F12 3 r` c? M 6x6 11 2-7-12 2 11 2-7-12 -3- Plate Offsets (X,Y)— [2:0-3-0,0-2-8),[5:0-4-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.01 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MR Weight: 28 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. 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) 5 = 426/0-8-0 (min.0-1-8) 3 = 51/Mechanical 4 = 12/Mechanical Max Horz 5 = 244(LC 9) Max Uplift 5 = -342(LC 8) 3 = -126(LC 9) 4 = -142(LC 9) Max Grav 5 = 426(LC 1) 3 = 51(LC 1) 4 = 46(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-386/716 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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 342 lb uplift at joint 5, 126 lb uplift at joint 3 and 142 lb uplift at joint 4. j LOAD CASE(S) Standard Job Truss Truss Type Qty PIY A0117239 72005 CJ5 Corner Jack 2 1 Job Reference (optional) Al r2oof Trusses, Fort Pierce, FL 34946, design@altruss.cc rt 8.I 20 s Nov i2 2017 Mi I eK Inuusines, mu. 1 nu may a UU: i 5- i cu 1 o rage 1 '-D3ERCaDHeBkiX3V8ezHG6W FsUOm7NEOzstKDCzzKGVs m N Plate Offsets (X Y)— 15.0-4-4 0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. 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 quide. REACTIONS. (lb/size) 3 = 74/Mechanical 4 = -10/Mechanical 5 = 483/0-8-0 (min.0-1-8) Max Horz 5 = 185(LC 12) Max Uplift 3 = -118(LC 12) 4 = -10(LC 1) 5 = -327(LC 8) Max Grav 3 = 74(LC 1) 4 = 34(LC 10) 5 = 483(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-406/143 BOT CHORD 1-5=-145/401 WEBS 2-5=-336/822 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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 ( 20.Opsf on the bottc rectangle 3-6-0 tall bottom chord and a 4) Refer to girder(s; 5) Provide mechani to bearing plate car joint 3, 10 lb uplift a LOAD CASE(S) Standard een designed for a live load of m chord in all areas where a iy 2-0-0 wide will fit between the iy other members. for truss to truss connections. zl connection (by others) of truss able of withstanding 118 lb uplift at joint 4 and 327 lb uplift at joint 5. Job Truss Truss Type Qty Ply 72005 CJ5-3 Corner Jack 4 1 A0117238 Job Reference (optional) .. � ' —i o. i cu b rvuv i A cu t i mi r ere inuustnes, inc. r nu may s up: i a:a i zuia rage r I D: n KM LCG99vHyLG9D 57YIAEyzKd3P-D3 E RCaDHeB kiX3V8ezHG6 W FrwOi UN FdzstKDCzzKGVs 0-Q-3 5-0-0 0- 3 5-0-0 3.00 � 2 1 9 rn ci I 1-10 8 ,2-2-8, 1-10-8 0-4-0' 4-8-8 2-6-0 5 0-Q 0 Plate Offsets (X,Y)-- [1:0-1-15,0-0-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 3-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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 = 91/Mechanical 3 = -40/Mechanical 4 = 494/0-8-0 (min. 0-1-8) Max Horz 4 = 111(LC 8) Max Uplift 2 = -103(LC 12) 3 = -81(LC 20) 4 = -560(LC 8) Max Grav 2 = 91(LC 1) 3 = 44(LC 12) 4 = 494(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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 103 lb uplift at joint 2, 81 lb uplift at joint 3 and 560 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type QtY PIY A0117240 72005 CJSA Corner Jack I 4 1 R Job Reference o tional Al Koor I rUSses, rOn f'lerce, rL ,wa-+U, uesiynLwa ui Ubb—I II ID:nKMLCG99vHyLG965?YIAEyzKd3P-hFapPwEvPUsZ8D4KCgoVfjolKo5v6hM65X3mlPzKGVr 5-0-0 rtn-n 5.00 12 3x4 = 5 3x6 I I 3 4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.20 BC 0.25 WB 0.10 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) 0.00 4-5 >999 360 Vert(CT) 0.00 4-5 >999 240 Horz(CT) 0.01 3 n/a n/a LUMBER - TOP CHORD 2x6 SP No.2 2) This truss has been designed for a 10.0 psf bottom BOT CHORD 2x6 SP No.2 chord live load non concurrent with any other live WEBS 2x6 SP No.2 loads. i 3) ` This truss has been designed for a live load of TOP CHORD 20.Opsf on the bottom chord in all areas where a Structural wood sheathing directly applied or 5-0-0 oc rectangle 3-6-0 tall py 2-0-0 wide will fit between the . purlinsBOT bottom chord and any other members. CHORD 4) Refer to girder(s) for truss to truss connections. Rigid ceiling directly applied or 10-0-0 oc bracing. 5) Provide mechanical connection (by others) of truss MiTek recommends that Stabilizers and required to bearing plate capable of withstanding 107 lb uplift at cross bracing be installed during truss erection, in joint 3, 72 lb uplift a) joint 4 and 439 lb uplift at joint 5. accordance with Stabilizer Installation quide. REACTIONS. (lb/size) LOAD CASE(S) 3 = 57/Mechanical Standard 4 = -24/Mechanical 5 = 513/1-0-0 (min.0-1-8) Max Horz 5 = 185(LC 12) Max Uplift 3 =-107(LC 12) 4 = -72(LC 20) 5 =-439(LC 8) Max Grav 3 = 57(LC 1) 4 = 14(LC 3) 5 = 513(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-379/143 BOT CHORD 1-5=-145/401 WEBS 2-5=-343/774 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 PLATES GRIP MT20 2441190 Weight: 27 lb FT = 10% Job Truss Truss Type Qty Ply 72005 D01 G Jack -Open Girder 4 1 1 A0117241 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, designLaltruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:53 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-ASMBdGFXAo_QmNfWmOJkBxKD7CS9r9VGKBp. HrzKGVq 0-Q-0 3-8-0 5 8-0 7-0-0 " 0- -6 3-8-0 2-0-0 1-4-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except (jt=length) 8=0-8-0, 7=0-8-0. (lb) - Max Horz 8=185(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 5=-112(LC 8), 8=-373(LC 4), 7=-584(LC 23) Max Grav All reactions 250 lb or less at joint(s) 5, 6 except 8=445(LC 1), 7=405(LC 32) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-251/160 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 2x4 II 2x4 II CSI. DEFL. in (loc) I/defl Ud TC 0.13 Vert(LL) -0.00 7 >999 360 BC 0.12 Vert(CT) -0.00 6-7 >999 240 WB 0.04 Horz(CT) -0.01 5 , n/a n/a Matrix -MP 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 5, 373 lb uplift at joint 8 and 584 lb uplift at joint '7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 293 lb down and 418 lb up at 3-8-0 on top chord, and 253 lb down and 363 Ib'up at 3-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-90, 3-4=-90, 4-5=-90, 6-9=-20 Concentrated Loads (lb) Vert: 3=184(B) 7=191(B) m N PLATES GRIP MT20 244/190 Weight: 39 lb FT = 10% Job Truss Truss Type Qty Ply A0117242 72005 D02 Jack -Open 4 1 t Job Reference (optional) _ _. -_ _ �. .... .. ... ... . ....__ 1 0 4nI .. AI.... 40 nnA7 FA;Ti LL In A,. -riot Inn Tl— RA— 1 n0•15•9.9 7n1A Pena 1 Al Koor Trusses, Pori Pierce, FL 34946, aesigngua iuuss.wm �. �c., s .-- cv.......... ....... ....... ...... .........-Y _ _-.._.__ _,.._ ... _ . ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-ASMBdGFXAo_QmNf WmOJkBxKBoCQGrBcGKBpJHrzKGVq 0- -0 4-1-8 5-8-0 7-0-0 0- -6 4-1-8 1-6-8 1-4-0 4x4 = 4 5 5.00 12 3x811 T2 3 2x4 11 2 1 O � N W2 n 1 B1 E L• L• A• 3x4 = 8 7 g 2x4 11 2x4 11 1-9-8 2-1-0 4-1-8 5-a-0 - _I 6-8-8 7,-0-p 1-9-8 -4- 1 2-0-0 1-6-8 1-0-8 0-3-8 Plate Offsets (X Y)— [4.0-2-0 0-0-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.00 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 39 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 5) ` This truss has been designed for a live load of BOT CHORD 2x6 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x6 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. ORD 6) Refer to girder(s), for truss to truss connections. Structural wood sheathing directly applied or 6-0-0 oc 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at BOT CHORD joint(s) 5 except (jt= b) 8=294, 7=356. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) accordance with Stabilizer Installation quide. I Standard REACTIONS. All bearings Mechanical except Qt=length) 8=0-8-0, 7=0-8-0. (lb) - Max Horz 8= 214(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 5 except 8=-294(LC 8), 7=-356(LC 9) Max Grav All reactions 250 lb or less at joint(s) 5, 6 except 8=386(LC 1), 7=290(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-391/140, 2-3=-271/123 BOT CHORD 1-8=-157/437 WEBS 1 2-8=-153/298, 3-7=-411/775 ; NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type qt Qty ply 72005 EB01 MONOIPITCH 1 A0117243 Job Reference (optional) rvn i cn uiuusuros, mu. i nu may a ua:-io:o4 zuia rage i 7YIAE ID:nKMLCG99vHyLG9D5X 3P-eewagcG9w66HOXEiJ5rzk8tPUcnFacMPYrYtpHzKGVp 0 q-6 1-8-0 0- 1-8-0 5.00 12 2 3x4 = 3 1-10-8 30 II 1-8-0 1-4-8 1-8- 1-4-8 2 0-1-8 Plate Offsets (X,Y)-- 12:0-4-4,0-1-81 f3:0-2-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 6 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 6 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 171/Mechanical 2 = -0/Mechanical Max Horz 3 = 191(LC 8) 2 = 178(LC 1) Max Uplift 3 = -165(LC 8) Max Grav 3 = 171(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-591/208, 2-3=-121/348 BOT CHORD 1-3=-178/618 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 3=165. 7) Gap between inside of top chord bearing and first 'diagonal or vertical web shall not exceed 0.500in. I LOAD CASE(S) Standard Job Truss Truss Type I Qty Ply A0117244 72005 EB02 ROOF SPECIAL GIRDER 4 1 f Job Reference (optional) Al Koot I russes, tort Fierce, rl_ 34ti4o, oesign(Q/,a-i truss.com LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 0/Mechanical 3 = 424/Mechanical Max Horz 2 = 589(LC 1) 3 =-589(LC 1) Max Uplift 3 =-396(LC 4) Max Grav 3 = 424(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-585/647, 2-3=-299/275 BOT CHORD 1-3=-589/585 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; porch left exposed; 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.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) Refer to girder(s) for truss to truss connections. o. .I- - -, ".- " U." ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-6gUy2yGnhPE7?hovtpMCHMQZw?72J3'. nVIQMkzKGVo 3.54 F12 2 3x6 T1 W1 81 I 3M = 3 3x6 11 2-3-9 CSI. DEFL. in (loc) I/deft Ud TC 0.18 Vert(LL) 0.00 6 n/r 90 BC 0.16 Vert(CT) -0.00 6 n/r 8C WB 0.00 Horz(CT) 0.00 n/a n/a Matrix -MP 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=6U) 3=396. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 129 lb up at 1-5-0, and 91 lb down and 129 lb up at 1-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Dead + Roof Lives (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 6=-181(F=-i1, B=-91) PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% Job Truss Truss Ty Qty Ply ie A0117245 72005 G01G Hip Girder 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, 0esignLa11russ.c0m 7x10 II 2x4 G4 L.7 6x8 = O. I Lu S im— , G GV , luuz ,ca a w. , uu ,.,oy a v.a. , —I— . VLG9D5?YIAEyzKd3P-2DbiTel2D1 UrF_rH?DOgMnVgxpl_npMrEpnXQczKGVr -10-0 22-10-0 22-� 0-3 s n 7-0-0 0-1-3 2x4 II Dead Load Defl. =1116 in 7x10 II 1-10-8 28 7-0-0 11-5-0 15-10-0 20-7-8 2 14 822-6-82 1 -0 1-10-8 �l-0 4-9-8 4 5-0 4-5-0 4-9 8 4-0 1-7-0 0-3-8 n r 44 n n n G.A n e .Al rn •n_r;-n n- -Ai rr -n-n_1 9_1_ 31 m-n_r-11 n-n-71 r7•n-d-n n-4-At r1a vuaEl 1 LOADING (psf) _ SPACING- 2-0-0 I_ CSI. _ _ _ - - _ DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.34 7 >811 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.31 7 >885 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 130 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1 = 1556/0-8-0 (min.0-1-8) 5 = 155610-8-0 (min. 0-1-8) Max Horz 1 = 58(LC 34) Max Uplift 1 = -2178(LC 4) 5 = -2045(LC 4) Max Grav 1 = 1556(LC 1) 5 = 1556(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2910/4339, 2-19=-3839/5750, 19-20=-3839/5750, 3-20=-3839/5750, 3-21=-3839/5750, 21-22=-3839/5750, 4-22=-3839/5750, 4-5=-2910/4294 BOT CHORD 1-8=-4086/2741, 8-23=-4091 /2725, 23-24=-4091/2725, 7-24=-4091/2725, 7-25=-4033/2725, 25-26=-4033/2725, 6-26=-4033/2725, 5-6=-4028/2741 WEBS 2-7=-1674/1272, 3-7=-748/735, 4-7=-1737/1272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft-, Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=2178, 5=2045. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 245 lb down and 376 lb up at 7-0-0, 111 lb down and 184 lb up at 9-0-12, 111 lb down and 184 lb up at 11-0-12 , 111 lb down and 184 lb up at 11-9-4, and 111 Ib down and 184 lb up at 13-9-4, and 245 lb down and 376 lb up at 15-10-0 on top chord, and 357 lb down and 329 lb up at 7-0-0, 91 lb down and 132 lb up at 9-0-12, 91 lb down and 132 lb up at 11-0-12, 91 lb down and 132 lb up at 11-9-4, and 91 lb down and 132 lb up at 13-9-4, and 357 lb down and 329 lb up at 15-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 4-5=-90, 9-14=-20 Concentrated Loads (lb) Standard Vert: 2=-174(F) 4=-174(F) 8=67(F) 6=67(F) 19=-93(F)20=-93(F)21=-93(F)22=-93(F) 23=-2(F) 24=-2(F) 25=-2(F) 26=-2(F) Job Truss Truss Type Qty Ply A0117246 72005 G02 Hip 1 1 Job Reference o tional Al goof Trusses, Fort Pierce, FL 34946, design@altruss.com 9-0-0 5x6 11 3.00 F12 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:58 2018 5x6 It 0-0 Dead Load Defl. = 1/16 in 8x10 11 2x4 11 14x6 = 2x4 11 8x10 11 . 4x10 = 1-10-8 2r2�8 9-0-0 13-10-0 20-7-8 20r1j-822-6-822rl" 1-10-8 4-0 6-9-8 4-10-0 6-9-8-0 1-7-0 01318 Plate Offsets (X,Y)-- [1:0-1-15,Edge), [2:0-4-4,0-2-8), [3:0-4-4,0-2-8), [4:0-1-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.25 5-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.23 5-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.06 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 118 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.OE *Except` T2: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-0-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 1258/0-8-0 (min. 0-1-8) 4 = 1258/0-8-0 (min. 0-1-8) Max Horz 1 = 74(LC 12) Max Uplift 1 =-1459(LC 8) 4 =-1296(LC 8) Max Grav 1 = 1258(LC 1) 4 = 1258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2075/4921,2-3=-1933/4883, 3-4=-2075/4921 BOT CHORD 1-7=-4523/1929, 6-7=-4562/1933, 5-6=-4562/1933, 4-5=-4523/1929 WEBS 2-7=-631/183, 3-5=-631/183 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl 1, GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)Izone; cantilever left and right exposed; porch left, exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 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 dy 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 lb uplift at joint(s) except Qt=1b)I 1=1459, 4=1296. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 G03 Common 1 1 A0117247 Job Reference (optional) �_ . ��:y :� a .: ��•u, �: rf.12u s Nov 12 201 t MI I ek Industries, Inc. Thu May 3 09:15:59 2018 I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-_cjTtJJ11eIZU16g6eQ8RCaB5dOCFg28i7Ge\j 0-3 0: 10-0 5x10 MT20HS= 3.00 F12 7x10 11 7x6 5x10 = = 7x10 II 1-10-8 2 8 11-5-0 20-7-8 2Q 11-822 6 22r1p-0 -u 9-2-8 9-2-8 �_n _ nnA Plate Offsets (X,Y)— [1:0-1-1 1,Edge] [1:0-0-1 2-1-31 [3:0-0-1 2-1-31 [3.0-1-11 Edge] [4.0-3-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.23 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.21 4-9 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 116 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No:3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1258/0-8-0 (min. 0-1-8) 3 = 125810-8-0 (min. 0-1-8) Max Horz 1 = 92(LC 12) Max Uplift 1 = -1430(LC 8) 3 = -1262(LC 8) Max Grav 1 = 1258(LC 1) 3 = 1258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1961/4734, 2-3=-1961/4734 BOT CHORD 1-4=-4327/1807, 3-4=-4327/1807 WEBS 2-4=-1201/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 lb uplift at i joint(s) except (jt=1b) 1=1430, 3=1262. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117248 72005 G04 Common 1 1 * Job Reference (optional) Al Koor i russes, ror[ rierce, r.L xa4o, ueslyiiLe 1 u uss.wu 0-0-0 11-5-0 3.00 FIT ID:nKMLCG99vH;LG9D5?YIAEyzKd3P-_cjTtJJ IIeIZU I6g6eQ8RCaBAdO? Fg08i7GeWzKGVk 99-in-n 99-1n-9 6x6 = 2 1 I 1 5x10 = se ; 4 e t 5x10 MT20HSII 7x6 = 5x10 = 5x10 MT20HSII 1-10 8 2 8 11-5-0 20-7-8 2 1-822-6-822 1 1-10-8 4-0 9-2-8 9-2-8 _4 1-7-0 0-3- Plate Offsets (X Y)— [1.0-0-5 2-2-3] [1.0-1-11 Edge] [2.0-3-0 0-4-0] [3.0-1-11 Edgel [3:0-0-5 2-2-3] 4:0-3-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.23 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.21 4-9 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 116 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP 2400E 2.0E 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) BOT CHORD 2x6 SP No.2 Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; WEBS 2x4 SP No.3 Cat. II; Exp D; Encl 1, GCpi=0.18; MWFRS (envelope) WEDGE and C-C Exterior(2)Izone; cantilever left and right Left: 2x4 SP No.3, exposed ; porch left, exposed;C-C for members and Right: 2x4 SP No.3 forces &MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TOP CHORD All plates are MT20 plates unless otherwise All Structural wood sheathing directly applied or 6-0-0 oc i in n puriins. 4) This truss has been designed for a 10.0 psf bottom BOTCHRigid chord live load nonconcurrent with any other live ceilliRD ing directly applied or 3-0-4 oc bracing. loads. MiTek recommends that Stabilizers and required 5) ` This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall dy 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) 6) Provide mechanical connection (by others) of truss 1 = 1258/0-8-0 (min. 0-1-8) to bearing plate capable of withstanding 100 lb uplift at 3 = 1258/0-8-0 (min. 0-1-8) joint(s) except (jt=1b) 1=1429, 3=1262. Max Horz i 1 = 94(LC 12) Max Uplift LOAD CASE(S) 1 =-1429(LC 8) Standard 3 =-1262(LC 8) Max Grav 1 = 1258(LC 1) 3 = 1258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2==,-1937/4670, 2-3=-1937/4670 BOT CHORD 1-4=-4256/1779, 3-4=-4256/1779 WEBS 2-4=-1212/345 NOTES- 1) Unbalanced roof live loads have been considered for this design. I Io Job Truss Truss Type Qty Ply 72005 G05 COMMON 3 1 AO117249 Job Reference (optional) v. j cv a iwv is u i i mi J eK 111uUSLnes, mu. i nu may a uu:l o:uu zuit5 rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-SoHrSfKwWytQ6ShsgMxNzP7EB0ic_7SIxn?B1 xzKGVj 19-4-8 ;a 5x6 11 2 6x10 11 7x8 = 4x8 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.26 5-10 >889 360 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.23 5-10 >978 240 BCLL 0.0 ' Rep Stress Incr YES i WB 0.86 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 2400F 2.0E 'Except` T2: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x8 SP 2400F 1.8E WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-11-12 oc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 934/Mechanical 1 = 1165/0-8-0 (min. 0-1-8) Max Horz 1 = 148(LC 12) Max Uplift 4 = -964(LC 8) 1 = -1333(LC 8) Max Grav 4 = 934(LC 1) 1 = 1165(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1624/4040, 2-3=-1609/4055, 3-4=-858/1865 BOT CHORD 1-5=-3785/1478, 4-5=-1018/417 WEBS 2-5=-919/249, 3-5=-2791/1070 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=S.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces $ MWFRS for reactions shown; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 4=964, 1=1333. LOAD CASE(S) Standard PLATES MT20 GRIP 244/190 Weight: 111 Ib FT = 10% I-, Job Truss Truss Type Qty Ply 1 A0117250 72005 G06G COMMON 1 1 r I IJob Reference (optional) Al Rbof Trusses, Fort Pierce, FL 34946, design@altruss.com 11-5-0 8.120 s Nov 12 2017 MI l ek industries, Inc. Thu May 3 14:12:03 20i 8 rage 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-s65_9SI1 Jdp3fE7mlP7sPGJu80GBOt2rXsNd_tzKCAA 6x6 = 7-11-8 7x10 11 17x6 = 3x10 11 1-10-8 1 11-5-0 i 1-10-8 9-6-8 Plate Offsets (X Y)— [1:0-0-1 2-1-3] [1:0-5-11 Edge] [3:0-3-1 0-1-9L[4:0-5-4,0}1-8],[5:0-2-12,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.17 5-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.15 5-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 2400E 2.0E *Except* 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) T2: 2x6 SP No.2 Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; BOT CHORD 2x6 SP No.2 'Except` Cat. 11; Exp D; Enclj, GCpi=0.18; MWFRS (envelope); WEBS 2x4 SP No.3 cantilever left exposed ; porch left exposed; Lumber W3: 2x8 SP 240OF 1.8E DOL=1.60 plate grip DOL=1.60 WEDGE 3) This truss has been designed for a 10.0 psf bottom Left: 2x4 SP No.3 chord live load nonconcurrent with any other live BRACING- loads. TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a purlins, except end verticals. rectangle 3-6-0 tall by 2-0-0 wide will fit between the BOT CHORD bottom chord and any other members. Rigid ceiling directly applied or 5-5-12 oc bracing. 5) Refer to girder(s)for truss to truss connections. WEBS 1 Row at midpt 3-5 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 lb uplift at MiTek recommends that Stabilizers and required joint 4 and 1283 lb uplift at joint 1. cross bracing be installed during truss erection, in 7) Hanger(s) or other connection device(s) shall be accordance with Stabilizer Installation guide. provided sufficient to support concentrated load(s) 287 lb down and 299 lb up at 2-7-8 on top chord. The REACTIONS. (lb/size) design/selection of such connection device(s) is the 4 = 929/Mechanical responsibility of others. 1 = 1058/0-8-0 (min. 0-1-8) 8) In the LOAD CASES) section, loads applied to the Max Horz face of the truss are noted as front (F) or back (B). 1 = 148(LC 8) Max Uplift 4 =-961(LC 4) LOAD CASE(S) 1 =-1283(LC 4) Standard Max Grav 1) Dead + Roof Livej(balanced): Lumber Increase=1.25 4 = 929(LC 1) , Plate Increase=1.25 1 = 1058(LC 1) Uniform Loads (plf) Vert: 1-2=-90, 2-3� -90, 4-6=-20 FORCES. (lb) Concentrated Loads (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Vert: 9=113(B) when shown. TOP CHORD 1-2=-1 603/1708, 2-3=-1 586/1739, 3-4=-851 /785 BOT CHORD 1-5=-1618/1456, 4-5=-391/425 WEBS 2-5=-298/245, 3-5=-1244/1045 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 19-4-8 7-11-8 PLATES GRIP MT20 244/190 Weight: 111 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 HC3 RAFTER TRUSS 4 1 A0117251 1 Job Reference (optional) Hi Koor i russes, rorr rierce, rL 34v4o, ceslgnLaitruss.com 1 mizu s Nov lz zul / MI I eK rnausines, inc. i nu May s uV:ib:ui zui b rage 9 I D:?V729FIbgDtORu3?XJcch4zsTYu-x_rDI?LYHF?H kcG3E3TcWdgZoQCzjn5R9R!,kZNzKG Vi 2-9-5 2-9-5 2.12 F12 2 h T 0 T1 0 o 2-9-5 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 1-2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(CT) 0.02 1-2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MP Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 119/Mechanical 2 = 119/Mechanical Max Horz 1 = 42(LC 8) Max Uplift 1 =-102(LC 8) 2 =-109(LC 8) Max Grav 1 = 119(LC 1) 2 = 119(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) . 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=102, 2=109. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply �52 AO117252 72005 HC5 RAFTER TRUSS 1 Job Reference (optional) Al KOOr I russes, ron Yrerce, rL 69a'io, oCsIgnLa i u Ub-1.1 ID:lnl El4n4krFMR5vCX81ws4z20vo-x_rDI?LYHF?HkcG3E3TcWdgZVQCzjn5R9RlkZNzKGVi 2-9-5 3.54 F12 2 I T1 n 0 2-9-5 2-9-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 1-2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(CT)' -0.01 1-2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.02 1-2 >999 240 Weight: 4 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc pudins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 119/Mechanical 2 = 119/Mechanical Max Horz 1 = 70(LC 8) Max Uplift 1 = -95(LC 8) 2 = -116(LC 8) Max Grav 1 = 119(LC 1) 2 = 119(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) ` 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 2=116. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 HJ5 Diagonal Hip Girder 2 1 A0117255 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:02 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PBPbWLMA2Z78LIrFnn_r3gCgMq(ITSEXaOSU 15gzKGVh -O,P-8 7-0-2 r 0 -8 7-0-2 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.04 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 j Matrix -MP Weight: 36 lb FT = 10% 11110 13 TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. REACTIONS. (lb/size) 3 = 1/Mechanical 4 = -121/Mechanical 5 = 671/0-11-5 (min. 0-1-8) Max Horz 5 = 403(LC 4) Max Uplift 3 = -92(LC 4) 4 = -162(LC 19) 5 = -746(LC 8) Max Grav 3 = 66(LC 35) 4 = 97(LC 22) 5 = 786(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 1-5=0/403 WEBS 2-5=-480/415 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=S.Opsf; BCDL=S.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 88�gRb6�%j pd&2y 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 100 lb uplift at Ijoint(s) 3 except (jt=lb) 4=162, 5=746. ,6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 114, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 i lb left at 1-5-0, 109 lb left at 1-5-0, and 192 lb down and 236 lb up at 4-2-15, and 192 lb down and 236 lb up at 4-2-15 on top chord, and 84 lb down and 129 lb up at 1-5-0, 84 lb down and 129 lb up at 1-5-0, and 99 lb down and 190 lb up at 4-2-15, and 99 lb down and 190 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-168(F=-84, B=-84) 9=190(F=95, B=95) 10=197(F=99,B=99) Horz: 7=-218(F=-109, B=-109) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=-137(F=-69, B=-69) 9=190(F=95, B=95) 1 0=1 97(F=99, B=99) Horz: 7=-218(F=-109, B=-109) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-30, 4-6=-40 Concentrated Loads (lb) Standard Vert: 8=-45(F=-23, B=-23) 9=190(F=95, B=95) 10=197(F=99,B=99) Horz: 7=-218(F=-109, B=-109) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 5-6=51, 4-5=-10 Horz: 1-3=-90 Concentrated Loads (Ib) Vert: 8=72(F=36, B=36) 9=-90(F=-45, B=45) 10=167(F=83,B=83) Horz: 7=-218(F=-109, B=-109) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=55, 4-6=-10 Horz: 1-3=-65 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-22(F=-11, B=-11) 10=171(F=85,B=85) Horz: 7=-218(F=-109, B=-109) 6) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-3=22, 5-6=41, 4-5=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=85(F=42, B=42) 9=33(F=17, B=17) 10=195(F=98,B=98) Horz: 7=-218(F=-109, B=-109) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-2, 4-6=-20 Horz: 1-3=-28 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=102(F=51, B=51) 10=199(F=99,B=99) , Horz: 7=-218(F=-109, B=-109) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Job Truss Truss Type Qty Ply A0117255 72005 HJ5 Diagonal Hip Girder 2 1 r Job Reference o tional Al Root I fusses, tort fierce, t-L 34u4t), cesignLa i uuss.corn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-90(F=-45, B=-45) 10=171(F=85, B=85) Horz: 7=-218(F=-109, B=-109) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(17=123, B=123) 9=3(F=1, B=1) 10=171(F=85, B=85) Horz: 7=-218(F=-109, B=-109) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-90(F=-45, B=-45) 10=171(F=85, B=85) Horz: 7=-218(F=-109, B=-109) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=3(F=1, B=1) 10=171(F=85, B=85) Horz: 7=-218(F=-109, B=-109) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=33(F=17, 13=17) 10=199(F=99, B=99) Horz: 7=-218(F=-109, B=-109) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=126(F=63, 13=63) 1 0=1 99(F=99, B=99) Horz: 7=-218(F=-109, B=-109) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pin Vert: 1-3=-30, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=190(F=95, 13=95) 10=197(F=99, B=99) Horz: 7=-218(F=-109, B=-109) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 5-6=26, 4-5=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=64(F=32, B=32) 9=262(F=131, B=131) 10=298(F=149,E=149) Horz: 7=-218(F=-109, B=-109) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Continued on page 3 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PBPbW LMA2Z78LIrFnn_r3gCgMgQTSEXaO5U l5gzKGVh Standard Vert: 8=193(F=97, B=97) 9=314(F=157, B=157) 10=301(F=15 j, B=151) Horz: 7=-218( =-109, B=-109) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39I Concentrated Loads (lb) Vert. 8=193(F=97, 13=97) 9=262(F=131, B=131) 10=301(F=15 1, B=151) Horz: 7=-218(F=-109, B=-109) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60 Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated -oads (lb) Vert: 8=193(F 97, B=97) 9=332(F=166, B=166) 1 0=301 (F=1 51', B=151) Horz: 7=-218(F=-109, B=-109) 19) Reversal: Dead + Roof Live (balanced): Lumber Increase=1.25i Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=L 23, B=-23) 9=471(F=236, B=236) 10=380(F=190,, B=190) Horz: 7=-218(F=-109, B=-109) 20) Reversal: Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl (pig Vert: 1-3=-75, 4-6=-20 Concentrated 1�1 oads (lb) Vert. 8=-45(F=i 23, B=-23) 9=401(F=200, B=200) 10=334(F=167!,B=167) Horz: 7=-218(F=-109, B=-109) 21) Reversal: Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loadsl(plf) Vert: 1-3=-30, 4-6=-20 Concentrated lioads (lb) Vert: 8= 45(F= 23, B=-23) 9=190(F=95, B=95) 10=197(F=99, P=99) Horz: 7=-218(P=-109, B=-109) 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loadsl(plo Vert: 1-3=80, 5-6=51, 4-5=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-111(F -56, B=-56) 9=-383(F=-192, B=-192) 10=-198(F=-99, B=-99) Horz: 7=-218(F� -109, B=-109) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 4-6=-10 Horz: 1-3=-65 Concentrated Loads (lb) Vert: 8=-53(F= 27, B=-27) 9=-315(F=-157, B=-157) 10=-194(F=-97; B=-97) Horz: 7=-218(FL -109, B=-109) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=22, 5216=41, 4-5=-20 Horz:1-3=-52 i Concentrated Loads (lb) Vert: 8=-83(F=-42, B=-42) 9=-260(F=-130, B=-130) 10=-170(F=-85,11 B=-85) Horz: 7=-218(F=-109, B=-109) 25) Reversal: Deadl+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber I crease=1.60, Plate Increase=1.60 Standard Uniform Loads (pig Vert: 1-3=-2, 4-6=-20 Horz: 1-3=-28 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-1 91 (F=-95, B=-95) 10=-166(F=-83, B=-83) Horz: 7=-218(F=-109, B=-109) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-383(F=-192, B=-192) 10=-194(F=-97, B=-97) Horz: 7=-218(F=-109, B=-109) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-290(F=-145, B=-145) 10=-194(F=-97, B=-97) Horz: 7=-218(F=-109, B=-109) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-383(F=-192, B=-192) 10=-194(F=-97, B=-97) Horz: 7=-218(F=-109, B=-109) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-290(F=-145, B=-145) 10=-194(F=-97, B=-97) Horz: 7=-218(F=-109, B=-109) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-260(F=-130, B=-130) 10=-166(F=-83, B=-83) Horz: 7=-218(F=-109, B=-109) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-167(F=-83, B=-83) 10=-166(F=-83, B=-83) Horz: 7=-218(F=-109, B=-109) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 5-6=26, 4-5=-20 Horz: 1-3=-39 Concentrated Loads (lb) Job Truss Truss Type Qty Ply 72005 HJ5 Diagonal Hip Girder 2 1 A0117255 Job Reference (optional) uabcb, rui i rro� cc, FL J vC u, uebiynLd i uuss.wrn t$.l ZU S NOV 1Z ZU1 / MI I eK Industries, Inc. Thu May 3 0 .16:02 2018 Page 3 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PBPbWLMA2Z78LIrFnn_r3gCgMgQ SEXaO5U15gzKGVh LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-142(F=-71, B=-71) 9=-163(F=-81, B=-81) 10=-99(F=-50, B=-50) Horz: 7=-218(F=-109, B=-109) 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=49) 9=-111(F=-56, B=-56) 10=-96(F=-48, B=-48) Horz: 7=-218(F=-109, B=-109) 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-163(F=-81, B=-81) 10=-96(F=-48, B=-48) Horz: 7=-218(F=-109, B=-109) 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-93(F=-46, B=-46) 10=-96(F=-48, B=-48) Horz: 7=-218(F=-109, B=-109) Job Truss Truss Type Qty Ply A0117256 72005 HJ5A Diagonal Hip Girder 2 1 - � Job Reference (optional) Al Moof Trusses, Fort Pierce, FL 34946, design(a7a1 truss.com rs.Izu s NOV Iz zv1 r Po i eK industries, inc. Thu may a um wivo zu i o rage i I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-tNzzjhMoptF?zvQRLUV4b2lsAEozBhfkdlEreGzKGVg -0 -8 7-0-2 0- -8 I 7-0-2 3x4 = 3x6 3.54 12 2-5-1 $-10;-11 2-5-1 5�1 6-8-10 3-9-15 7-0-2 LOADING (psf) SPACING- 2-0-0 1 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 36 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 4) Refer to girder(s� for truss to truss connections. BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Standard BRACING- joint(s) 4 except (jt � Ib) 3=105, 5=719. Vert: 1-3=80, 5-6=51, 4-5=-10 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, Horz: 1-3=-90 Concentrated Loads (lb) purlins. BOT CHORD 28, 29, 30, 31, 32, 33, 34, 35 has/have been modified. Building designer must review loads to verify that they Vert: 8=72(F=36, B=36) 9=-45(F)10=83(F) Horz: 7=-218(F=-109, B=-109) Rigid ceiling directly applied or 10-0-0 oc bracing. 1 are correct for the i tended use of this truss. r 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: MiTek recommends that Stabilizers and re uired 9 7) Hanger(s) or other connection device(s) shall be Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig cross bracing be installed during truss erection, in provided sufficient>o support concentrated load(s) 109 accordance with Stabilizer Installation guide. lb left at 1-5-0, and 109 lb left at 1-5-0, and 192 lb Vert: 1-3=55, 4-6=-10 Horz: 1-3=-65 down and 236 lb up at 4-2-15 on top chord, and 84 lb REACTIONS. (lb/size) ( ) down and 129 lb up at 1-5-0, and 84 lb down and 129 Concentrated Loads (lb) 3 = 33/Mechanical lb up at 1-5-0, and 99 lb down and 190 lb up at Vert: 8=B=123) 9=-11(F) 10=85(F) 4 = -88/Mechanical 4-2-15 on bottom chord. The design/selection of such -218(F123, Horz: 7=-218 F=-109, B=-109 ( ) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: 5 = 80010-11-5 min. 0-1-8 ( ) connection devices) is the responsibility of others. Lumber Increase=1.60, Plate Increase=1.60 Max Hors 5 = 403(LC 4) 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Uniform Loads (pig Max Uplift Vert: 1-3=22, 5-6=41, 4-5=-20 3 =-105(LC 26) Horz: 1-3=-52 4 = 1 LOAD CASE(S) Concentrated Loads (lb) 5 -719(LC 8) ) =19(L8 Standard Vert: 8=85(F=42, B=42) 9=17(F) 10=98(F) Max Grav 3 = 50(LC 35) 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Horz: 7=-218 F=-109, B=-109 7 . ) Dead + 06 MWFRS Wind (Neg. Internal) Right: = 4 58(LC 22) rm UnifoLoads (PI Lumber Increase=1.60, Plate Increase=1.60 5 = 800(LC 1) Vert: 1-3=-90, 4-6=-20 Uniform Loads (pig Vert: 1-3=-2, 4-6=-20 Concentrated Loads (lb) FORCES. (lb) Vert: 8=-168(F=-84, B=-84) 9=95(F) 10=99(F) Horz: 1-3=-28 Concentrated Loads (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Horz: 7=-218(F=j'109, B=-109) Vert: 8=258(F=129, B=129) 9=51(F) 10=99(F) when shown. BOT CHORD 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Horz: 7=-218(F=-109, B=-109) 1-5=0/403 Uniform Loads (plf) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st WEBS Vert: 1-3=-75, 4-8=-20 Parallel: Lumber Increase=1.60, Plate 2-5=-543/482 Concentrated Loads (lb) Increase=1.60 NOTES- Vert: 8=-137(F=-69, B=-69) 9=95(F) 10=99(F) Horz- 7=-218(F —109, B=-109) Uniform Loads (pig Vert: 1-3=-9 4-6=-10 1 Wind: ASCE 7-10; Vult=180m h 3-second gust) P ( 9 ) 3) Dead +Uninhabitable Attic Without Storage: Lumber Horz: 1-3=-90 Concentrated Loads Ib ( ) Vasd=139mph; TCDL=S.Opsf; BCDL=5.0psf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 8=246(F=123, B=123) 9=-45(F) 10=85(F) cantilever left exposed ; Lumber DOL=1.60 plate grip Vert: 1-3=-30, 4-6=40 Horz: 7=-218(F=-109, B=-109) DOL=1.60 Concentrated Loads (lb) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd 2) This truss has been designed for a 10.0 psf bottom Vert: 8=-45(F=-23, B=-23) 9=95(F) 10=99(F) Parallel: Lumber Increase=1.60, Plate chord live load nonconcurrent with any other live loads. * Horz: 7=-218(F=-109, B=-109) Increase=1.60 Uniform Loads (plf) 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase = 1.60, Plate Increase=1.60 Vert: 1-3=47, 4-6=-10 rectangle 3-6-0 tall by 2-0-0 wide will fit between the Uniform Loads (plf) Horz: 1-3=-57 898 gnbg�%fl p9d&2y other members. Concentrated Loads (lb) Job Truss Truss Type Qty Ply 72005 HJSA Diagonal Hip Girder 2 1 A0117256 Job Reference (optional) � JV FLA5506, -UJL V1 cc, F� o Ua U, unaiynLd i u uss.wrn I LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=246(F=123, 13=123) 9=1(F) 10=85(F) Horz: 7=-218(F=-109, B=-109) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-45(F) 10=85(F) Horz: 7=-218(F=-109, B=-109) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=1(F) 10=85(F) Horz: 7=-218(F=-109, B=-109) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=17(F) 10=99(F) Horz: 7=-218(F=-109, B=-109) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=63(F) 10=99(F) Horz: 7=-218(F=-109, B=-109) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pig Vert: 1-3=-30, 4-6=40 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=95(F) 10=99(F) Horz: 7=-218(F=-109, B=-109) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIg Vert: 1-3=-36, 5-6=26, 4-5=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=64(F=32, 13=32) 9=131(F) 10=149(F) Horz: 7=-218(F=-109, B=-109) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Vert: 8=193(F=97, B=97) 9=157(F) 10=151(F) Horz: 7=-218(F=-109, B=-109) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=193(F=97, B=97) 9=131(F) 10=151(F) Horz: 7=-218(F=-109, B=-109) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) a.izu s Nov 12 2u1 i MI Fek Industries, Inc. Thu May 3 09:16:03 2018 Page 2 I D: n KMLCG99vHyLG9D5?YIAEy2Kd 3P-tNzzj h MoptF?zvQRL U V4b2lsAEozBhfkdlEreGzKG Vg i Standard Vert: 8=193(F=97, B=97) 9=166(F) 10=151(F) Horz: 7=-218(F=-109, B=-109) 19) Reversal: Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=23) 9=236(F) 10=190(F) Horz: 7=-218(F=-109, B=-109) 20) Reversal: Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=200(F) 10=167(F) Horz: 7=-218(F=-109, B=-109) 21) Reversal: Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pig Vert: 1-3=-30, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=95(F) 10=99(F) Horz: 7=-218(F=-109, B=-109) z2) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=80, 5-6=51, 4-5=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-1 11 (F=-56, B=-56) 9=-192(F) 10=-99(F) Horz: 7=-218(F=-109, B=-109) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-3=55, 4-6=-10 Horz: 1-3=-65 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-157(F) 10=-97(F) Horz: 7=-218(F=-1.09, B=-109) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=22, 5-6=41, 4-5=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=-83(F=-42, B=-42) 9=-130(F) 10=-85(F) Horz: 7=-218(F=-109, B=-109) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60' Uniform Loads (pig Vert: 1-3=-2, 4-6=-20 Horz: 1-3=-28 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-95(F) 10=-83(F) Horz: 7=-218(F=-109, B=-109) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-192(F) 10=-97(F) Horz: 7=-218(F=-109, B=-109) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-145(F) 10=-97(F) Horz: 7=-218(F=-109, B=-109) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Standard Uniform Loads (pig Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-192(F) 10=-97(F) Horz: 7=-218(F=-109, B=-109) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-145(F) 10=-97(F) Horz: 7=-218(F=-109, B=-109) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=22, 4-6=-20 Horz:-1-3=-52 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-130(F) 10=-83(F) Horz: 7=-218(F=-109, B=-109) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-83(F) 10=-83(F) Horz: 7=-218(F=-109, B=-109) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 5-6=26, 4-5=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-142(F=-71, B=-71) 9=-81(F) 10=-50(F) Horz: 7=-218(F=-109, B=-109) 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Vert: 8=-99(F=-49, 13=49) 9=-56(F) 10=-48(F) Horz: 7=-218(F=-109, B=-109) 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-99(F=-49, 13=49) 9=81(F) 10=-48(F) Horz: 7=-218(F=-109, B=-109) 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-46(F)10=48(F) Horz: 7=-218(F=-109, B=-109) Job Truss Truss Type Qty Ply A0117257 72005 HJ5C DIAGONAL HIP GIRDER 2 1 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 3494b, design(cvaltruss.com 2-11-0 2x4 II 5x6 2x4 11 o. I N S IV V V I L LV I IVII I GIB 111-Li l-, II IL. 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LZWMxl NRaANsb3_dvBOJBFH?UeBGw5KtrPzPAizKGVf 6-11-1 3.54 12 6-1 2x4 �� 2-7-9 6-7-9 6i11,-1 3 2-7-9 4-0-0 0-8 Plate Offsets (X Y)- 12:0-3-0 0-3-8) LOADING (psf) SPACING- 2-6-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.18 4-5 >444 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.22 4-5 >362 240 _ BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) -0.18 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 55 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 OTHERS 2x6 SP No.2 BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6 = 1136/0-11-5 (min.0-1-8) 3 = 282/Mechanical 4 = 19/Mechanical Max Horz 6 = 636(LC 5) Max Uplift 6 =-1034(LC 4) 3 =-328(LC 8) 4 =-480(LC 4) Max Grav 1136(LC 1) 282(LC 1) 80(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1029/382, 2-8=405/0 BOT CHORD 6-10=-580/0, 5-10=-580/0 WEBS 2-5=0/758 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; end vertical left exposed; porch left exposed; 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. Continued on page 2 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1�) 6=1034, 3=328, 4=480. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)134 lb left at 1-3-15, 134 lb left at 1-3-15, and 75 lb down and 98 lb up at 4-1 114, and 75 lb down and 98 lb up at 4-1-14 on top chord, and 99 lb down and 175 lb up at 1-3-15, 99 lb down and 175lb up at 1-3-15, and 24 lb down and 153 lb up at 4-1-14, and 24 lb down and 153 lb up at 4-1-141ion bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss arej noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live, (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-113, 2-3=-112, 4-6=-25 Concentrated Loads (lb) Vert: 10=-198(F=;99, B=-99) 11=13(F=6, B=6) Horz: 8=-268(F=-134, B=-134) 2) Dead + 0.75 Roofj Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli7 Vert: 1-2=-94, 2-3=-94, 4-6=-25 Concentrated Loads (lb) Vert: 1 0=-1 54(F=-77, B=-77) 11=10(F=5, B=5) Horz: 8=-268(F=-134, B=-134) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-38, 2-3=-37, 4-6=-50 Concentrated Loads (lb) Vert: 9=-3(F=-1, B=-1) 10=-24(F=-12, B=-12) Horz: 8=-268(F=-134, B=-134) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=153, 2-3=99, 4-6=64 Horz: 2-6=49, 1-2=-165, 2-3=-112 Concentrated Loads (lb) Vert: 9=19(F=10, B=10) 10=130(F=65, B=65) 11 =89(F=44, B=44) Horz: 8=-268(F=-134, B=-134) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=46, 2-3=69, 4-6=64 Horz: 2-6=-71, 1-2=-58, 2-3=-82 Concentrated Loads (lb) Vert: 9=34(F=17, B=17) 10=130(F=65, B=65) 11 =89(F=44, B=44) Horz: 8=-268(F=-134, B=-134) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=51, 2-3=28, 4-6=52 Horz: 2-6=95, 1-2=-89, 2-3=-66 Concentrated Loads (lb) Vert: 9=150(F=75, B=75) 10=130(F=65, B=65) 11=89(F=44,B=44) Horz: 8=-268(F=-134, B=-134) 7) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=21, 2-3=-2, 4-6=52 Horz: 2-6=-24, 1-2=-58, 2-3=-35 Concentrated Loads (lb) Vert: 9=165(F=82, B=82) 10=130(F=65, B=65) 11=89(F=44,B=44) Horz: 8=-268(F=-134, B=-134) Job Truss Truss Type qty Ply 72005 HJSC DIAGONAL HIP GIRDER 2 1 A0117257 Job Reference o tional LOAD CASE(S) Standard 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=76, 2-3=99, 4-6=-13 Horz: 2-6=28, 1-2=-89, 2-3=-112 Concentrated Loads (lb) Vert: 9=19(F=10, B=10) 10=350(F=175, 13=175) 11=305(F=153, B=153) Horz: 8=-268(F=-134, B=-134) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=35, 2-3=58, 4-6=-13 Horz: 2-6=-60, 1-2=-48, 2-3=-71 Concentrated Loads (lb) Vert: 9=64(F=32, B=32) 10=350(F=175, B=175) 11=305(F=153, 13=153) Horz: 8=-268(F=-134, B=-134) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=76, 2-3=99, 4-6=-13 Horz: 2-6=28, 1-2=-89, 2-3=-112 Concentrated Loads (lb) Vert: 9=19(F=10, B=10) 10=350(F=175, B=175) 11=305(F=153, B=153) Horz: 8=-268(F=-134, B=-134) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=35, 2-3=58, 4-6=-13 Horz: 2-6=-60, 1-2=-48, 2-3=-71 Concentrated Loads (lb) Vert: 9=64(F=32, B=32) 10=350(F=175, B=175) 11=305(F=153, B=153) Horz: 8=-268(F=-134, B=-134) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=51, 2-3=28, 4-6=-25 Horz: 2-6=75, 1-2=-89, 2-3=-66 Concentrated Loads (lb) Vert: 9=150(F=75, B=75) 10=350(F=175, B=175) 11=305(F=153, B=153) Horz: 8=-268(F=-134, B=-134) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=10, 2-3=-13, 4-6=-25 Horz: 2-6=-14, 1-2=-48, 2-3=-24 Concentrated Loads (lb) Vert: 9=195(F=98, B=98) 10=350(F=175, B=175) 11=305(F=153, B=153) Horz: 8=-268(F=-134, B=-134) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-38, 2-3=-37, 4-6=-25 Concentrated Loads (Ib) Vert: 10=-24(F=-12, B=-12) Horz: 8=-268(F=-134, B=-134) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-27, 2-3=-45, 4-6=32 Horz: 2-6=71, 1-2=-67, 2-3=-49 Concentrated Loads (lb) ' Vert: 9=113(F=56, B=56) 10=98(F=49, B=49) 11=76(F=38, B=38) Horz: 8=-268(F=-134, B=-134) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Continued on page 3 m20 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:04 2018 Page 2 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LZW Mx1 NRaANsb3_dvBOJBFH?Ue8Gw5KtrPzPAizKGVf Standard Vert: 1-2=-50, 2-3=-67, 4-6=32 Horz: 2-6=-18, 1-2=-44, 2-3=-26 Concentrated Loads (lb) Vert: 9=123(F=62, B=62) 10=98(F=49, 13=49) 11=76(F=38, 8=38) Horz: 8=-268(F=-134, B=-134) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-27, 2-3=-45, 4-6=-25 Horz: 2-6=56, 1-2=-67, 2-3=-49 Concentrated Loads (lb) Vert: 9=113(F=56, B=56) 10=262(F=131, B=131) 11=239(F=119, 13=119) Horz: 8=-268(F=-134, B=-134) .18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-58, 2-3=-75, 4-6=-25 Horz: 2-6=-11, 1-2=-36, 2-3=-18 Concentrated Loads (lb) Vert: 9=146(F=73, B=73) 10=262(F=131, B=131) 11=239(F=119, 13=119) Horz: 8=-268(F=-134, B=-134) 19) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=153, 2-3=99, 4-6=64 Horz: 2-6=49, 1-2=-165, 2-3= 112 Concentrated Loads (Ib) Vert: 9=-151(F=-75, B=-75) 10=-99(F=-50, B=-50) 11=-48(F=-24, B=-24) . Horz: 8=-268(F=-134, B=-134) 20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=46, 2-3=69, 4-6=64 Horz: 2-6=-71, 1-2=-58, 2-3=-82 Concentrated Loads (lb) Vert: 9=-151(F=-75, B=-75) 10=-99(F=-50, B=-50) 11=-48(F=-24, B=-24) Horz: 8=-268(F=-134, B=-134) 21) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=51, 2-3=28, 4-6=52 Horz: 2-6=95, 1-2=-89, 2-3=-66 Concentrated Loads (lb) Vert: 9=-19(F=-10, B=-10) 10=-59(F=-30, B=-30) 11 =-42(F=-2 1, B=-21) Horz: 8=-268(F=-134, B=-134) 22) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=21, 2-3=-2, 4-6=52 Horz: 2-6=-24, 1-2=-58, 2-3=-35 Concentrated Loads (lb) Vert: 9=-19(F=-10, B=-10) 10=-59(F=-30, B=-30) 11=-42(F=-21, B=-21) Horz: 8=-268(F=-134, B=-134) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=76, 2-3=99, 4-6=-13 Horz: 2-6=28, 1-2=-89, 2-3=112 Concentrated Loads (lb) Vert: 9=-151(F=-75, B=-75) 10=-56(F=-28, B=-28) 11=-8(F=-4, B=-4) Horz: 8=-268(F=-134, B=-134) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Standard Vert: 1-2=35, 2-3=58, 4-6=-13 Horz: 2-6=-60, 1-2=-48, 2-3=-71 Concentrated Loads (lb) Vert: 9=-151(F=-75, B=-75) 10=-56(F=-28, B=-28) 11=-8(F=-4, B=-4) Horz: 8=-268(F=-134, B=134) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76, 2-3=99, 4-6=-13 Horz: 2-6=28, 1-2=-89, 2-3=-112 Concentrated Loads (lb) Vert: 9=-151(F=-75, B=-75) 10=-56(F=-28, B=-28) 11=-8(F=-4, B=-4) Horz: 8=-268(F=-134, B=-134) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=35, 2-3=58, 4-6=-13 Horz: 2-6=-60, 1-2=-48, 2-3=-71 Concentrated Loads (lb) Vert: 9=-151(F=-75, B=-75) 10=-56(F=-28, B=-28) 11=-8(F=-4, B=-4) Horz: 8=-268(F=-134, B=-134) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=51, 2-3=28, 4-6=-25 Horz: 2-6=75, 1-2=-89, 2-3=-66 Concentrated Loads (lb) Vert: 9=-19(F=-10, B=-10) 10=-17(F=-8, B=-8) 11=-2(F=-1, B=-1) Horz: 8=-268(F=-134, B=-134) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=10, 2-3=-13, 4-6=-25 Harz: 2-6=-14, 1-2=-48, 2-3=-24 Concentrated Loads (lb) Vert: 9=-19(F=-10, B=-10) 10=-17(F=-8, B=-8) 11=-2(F=-1, B=-1) Horz: 8=-268(F=-134, B=-134) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-27, 2-3=-45, 4-6=32 Horz: 2-6=71, 1-2=-67, 2-3=-49 Concentrated Loads (lb) Vert: 9=-15(F=-7, B=-7) 10=-148(F=-74, B=-74) 11=-22(F=-11, B=-11) Horz: 8=-268(F=-134, B=-134) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-50, 2-3=-67, 4-6=32 Horz: 2-6=-18, 1-2=-44, 2-3=-26 Concentrated Loads (lb) Vert: 9=-15(F=-7, B=-7)10=-148(F=-74, B=-74) 11=-22(F=-11, B=-11) Horz: 8=-268(F=-134, B=-134) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-27, 2-3=-45, 4-6=-25 Horz: 2-6=56, 1-2=-67, 2-3=-49 Concentrated Loads (lb) Vert: 9=-15(F=-7, B=-7) 10=-116(F=-58, B=-58) 11=8(F=4, B=4) Horz: 8=-268(F=-134, B=-134) Job Truss Truss Type Qty Ply A0117257 72005 HJSC DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Al Root Trusses, Fort Pierce, FL 34946, cesign(mal truss.com 0. 1 w 5 NUV 14 ZU if IVII I UK II WUDU ICJ, II W. I! IU IVICY J U. IU- GU ro rO9. J ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LZW Mx1 NRaANsb3_dvBOJBFH?Ue8Gw5KtrPzPAizKGVf LOAD CASE(S) Standard 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. lint) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-58, 2-3=-75, 4-6=-25 Horz: 2-6=-11, 1-2=-36, 2-3=-18 Concentrated Loads (lb) Vert: 9=-15(F=-7, B=-7) 10=-116(F=-58, B=-58) 11=8(F=4, B=4) Horz: 8=-268(F=-134, B=-134) Job Truss Truss Type Qty Ply 72005 HR Diagonal Hip Girder 1 1 A0117259 Al D...dTmcc.�n C..A D:....... E.-A..,.._:__�_,._.__ ___ Job Reference optional -�•a••� • •• o. izu s rvuv iz zu_i r mi i eK mausrnes, inc. I nu May 3 09:16:05 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pm4k8NO3LU VjCDZgTvXYgTgAk1 RTfZvl43)yi9zKG Ve Us 11 2-5-1 10-11 9-6-9 9 10 1 2-5-1 5-1 6-7-14 _3- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.09 4-5 >892 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.10 4-5 >827 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) -0.08 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 49 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. REACTIONS. (lb/size) 3 = 185/Mechanical 4 = -9/Mechanical 5 = 685/0-11-5 (min. 0-1-8) Max Harz 5 = 477(LC 4) Max Uplift 3 = -236(LC 4) 4 = -55(LC 19) 5 = -787(LC 8) Max Grav 3 = 185(LC 1) 4 = 112(LC 24) 5 = 871(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/113 BOT CHORD 1-5=0/477 WEBS 2-5=-646/609 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; 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. Continued on page 2 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 100 lb uplift at joint(s) 4 except (jt=lb) 3=236, 5=787. 16) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 128, 29, 30, 31, 32, 33, 34, 35 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)109 lb left at 1-5-0, 109 lb left at 1-5-0, 192 lb down and 236 lb up at 4-2-15, 192 lb down and 236 lb up at 4-2-15, and 59 lb down and 96 lb up at 7-0-14, and 59 lb down and 96 lb up at 7-0-14 on top chord, and 84 lb down and 129 lb up at 1-5-0, 84 lb down and 129 lb up at 1-5-0, 99 lb down and 190 lb up at 4-2-15, 99 lb down and 190 lb up at 4-2-15, and 26 lb down and 18 lb up at 7-0-14, and 26 lb down and 18 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-168(F=-84, B=-84) 9=190(F=95, B=95) 11=197(F=99,B=99) Harz: 7=-218(F=-109, B=-109) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=-137(F=-69, B=-69) 9=190(F=95, B=95) 11 =1 97(F=99, B=99) Harz: 7=-218(F=-109, B=-109) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 4-6=40 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=190(F=95, B=95) 10=11(F=5, B=5) 11=197(F=99, B=99) Harz: 7=-218(F=-109, B=-109) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 5-6=51, 4-5=-10 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=72(F=36, B=36) 9=-90(F=-45, 13=45) 11=167(F=83, B=83) 12=2(F=1, B=1) Harz: 7=-218(F=-109, B=-109) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 4-6=-10 Harz: 1-3=-65 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-22(F=-11, 13=-11) 10=65(F=32,B=32)11=171(F=85,B=85)12=2(F=1, B=1) Harz: 7=-218(F=-109, B=-109) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 5-6=41, 4-5=-20 Harz: 1-3=-52 Concentrated Loads (lb) Vert: 8=85(F=42, B=42) 9=33(F=17, B=17) 10=104(F=52,B=52)11=195(F=98,B=98) 12=2(F=1,B=1) Harz: 7=-218(F=-109, B=-109) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-2, 4-6=-20 Harz: 1-3=-28 Concentrated Loads (lb) Job Truss Truss Type Qty Ply A0117259 72005 HJ7 Diagonal Hip Girder 1 1 I Job Reference (optional) •0 2018 P Al Roof Trusses, Fort Pierce, FL 34946, design(a�altruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=102(F=51, 13=51) 10=168(F=84,B=84)11=199(F=99,B=99)12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-90(F=-45, B=-45) 11=171(F=85, B=85)12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=3(F=1, B=1) 10=89(F=44,B=44)11=171(F=85,B=85)12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-90(F=-45, B=-45) 11=171(F=85,B=85)12=2(F=1,B=1) Horz: 7=-218(F=-109, B=-109) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=3(F=1, B=1) 10=89(F=44,B=44)11=171(F=85,B=85)12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=33(F=17, B=17) 10=104(F=52, B=52) 11=199(F=99, B=99) 12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=126(F=63, B=63) 10=193(F=96,B=96)11=199(F=99,B=99)12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=190(F=95, B=95) 11=197(F=99,B=99) Horz: 7=-218(F=-109, B=-109) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Continued on page 3 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09. Standard Vert: 1-3=-36, 5-6=26, 4-5=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=64(F=32, B=32) 9=262(F=131, B=131) 10=78(F=39, B=39)11=298(F=149, B=149) 12=22(F=11,B=11) Horz: 7=-218(F=-109, B=-109) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Vert: 8=193(1797, 13=97) 9=314(F=157, B=157) 10=126(F=63,113=63)11=301(F=151,E=151) 12=22(F=11,B=11) Horz: 7=-218(F=-109, B=-109) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60! Plate Increase=1.60 Uniform Loadsl(plf) Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=193(F i97, B=97) 9=262(F=131, 13=131) 10=78(F=39, 6=39)11=301(F=151, B=151) 12=22(F=11,B==11) Horz: 7=-218(F=-109, B=-109) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber lnc;rease=1.60,1 Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) Vert: 8=193(17=�,97, B=97) 9=332(F=166, B=166) 10=145(F=72,P=72)11=301(F=151,E=151) 12=22(F=11, B1 11) Horz: 7=-218(F -109, B=-109) 19) Reversal: Dead + Roof Live (balanced): Lumber Increase=1.25, I Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F= j23, B=-23) 9=471(F=236, B=236) 11=380(F=190,1B=190)12=36(F=18,B=18) Horz: 7=-218(F- -109, B=-109) 20) Reversal: Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, 8=-23) 9=401(F=200, 13=200) 11=334(F=167,1B=167)12=27(F=14,B=14) Horz: 7=-218(F -109, B=-109) 21) Reversal: Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 46=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=190(F=95, B=95) 11=197(F=99,B=99) Horz: 7=-218(F -109, B=-109) 22) Reversal: Dead+ 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 5-6=51, 4-5=-10 Horz:1-3=-90 1 Concentrated Loads (lb) Vert: 8=-1 11 (F=-56, B=-56) 9=-383(F=-192, B=-192) 1 0=-1 1 8(F=-59, B=-59) 11 =-1 98(F=-99, B=-99) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 23) Reversal: Dead 1+ 0.6 MWFRS Wind (Pos. Internal) Right: Lumber I crease=1.60, Plate Increase=1.60 Standard Uniform Loads (plf) Vert: 1-3=55, 4-6=-10 Horz: 1-3=-65 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-315(F=-157, B=-157) 1 0=-1 18(F=-59, B=-59) 11 =-1 94(F=-97, B=-97) 12=-52(F=-26, B=-26) Horz: 7=-218(F=109, B=-109) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 5-6=41, 4-5=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=-83(F=-42, B=-42) 9=-260(F=-130, B=-130) 11 =1 70(F=-85, B=-85) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-2, 4-6=-20 Horz: 1-3=-28 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-1 9 1 (F=-95, B=-95) 11 =-1 66(F=-83, B=-83) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-383(F=-192, B=-192) 1 0=-1 18(F=-59, B=-59) 11=-194(F=-97, B=-97) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-290(F=-145, B=-145) 1 0=-1 18(F=-59, B=-59) 11 =-1 94(F=-97, B=-97) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-383(F=-192, B=-192) 1 0=-1 18(F=-59, B=-59) 11 =-1 94(F=-97, B=-97) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-290(F=-145, B=-145) 10=-118(F=-59, B=-59) 11 =-1 94(F=-97, B=-97) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Job Truss Truss Type Qty Ply 72005 HR Diagonal Hip Girder 1 1 A0117259 Job Reference o tional n t\UUUb-, rUl l rlGl U, rL J9 U, UUbIgIIIW_d ILIUSS.WIIr I ti.1 ZU s Nov 1Z ZU11 Mi I ek Industries, Inc. Thu May 3 09:16:05 2018 Page 3 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pm4k8NO3LUVjCDZgTvXYgTgAli1 RTfZv143jyi9zKGVe LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-260(F=-130, B=-130) 11=-166(F=-83, B=-83) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-167(F=-83, B=-83) 11=-166(F=-83, B=83) 12=-52(F=-26, B=-26) Horz: 7=-218(F=-109, B=-109) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 5-6=26, 4-5=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-142(F=-71, B=-71) 9=-163(F=-81, B=-81) 11=-99(F=-50, B=-50) 12=-19(F=-9, B=-9) Horz: 7=-218(F=-109, B=-109) 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-1 11 (F=-56, B=-56) 11=-96(F=-48, B=-48) 12=-19(F=-9, B=-9) Horz: 7=-218(F=-109, B=-109) 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-163(F=-81, B=-81) 11=-96(F=-48, B=-48) 12=-1 9(F=-9, B=-9) Horz: 7=-218(F=-109, B=-109) 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-93(F=-46, 13=46) 11=-96(F=-48, B=-48) 12=-19(F=-9, B=-9) Horz: 7=-218(F=-109, B=-109) Job Truss Truss Type Qty Ply A0117258 72005 HJ7-3 Diagonal Hip Girder I 2 1 } Job Reference (optional) Al Root I cusses, Fort Nlerce, FL J4&4b, aesignLal miss.com 0., vo, ,c ' rvu'cn u,uuauica, u,�. n ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Hye6LjPh6odagN80Oc2nDgNldRipO1 LAJjSVEbzKGVd 9-10-1 , 2 2.12 12 9 8 T1 f9 T N 1 Of B1 I 6x6 = 10 p• 11 12 3 3x4 = p 0. 4 2-6-7 3-0-2 , 9=6-9 8-10-,1 2-6-7 0-5-10 1 6-6-7 -3- Plate Offsets (X Y)— (1:0-6-11 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.19 3-4 >437 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) , 0.16 3-4 >501 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.06 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 47 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 6) Hanger(s) or otFter connection device(s) shall be BOT CHORD 2x6 SP No.2 provided sufficient support concentrated load(s) 154 BRACING- Ito lb down and 162 Ib up at 4-2-15, 154 lb down and 162 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc lb up at 4-2-15, anld 62 lb down and 84 lb up at 7-0-14, and 62 lb down and 84 lb up at 7-0-14 on top pudins. chord, and 86 lb down and 157 lb up at 1-5-0, 86 lb BOTCHRigid down and 157 lb up at 1-5-0, 388 lb down and 326 lb ceiliORD ng directly applied or 8-3 6 oc bracing. up at 4-2-15, 3881. down and 326 lb up at 4-2-15, MiTek recommends that Stabilizers and required and 129 lb down and 102 lb up at 7-0-14, and 129 lb . cross bracing be installed during truss erection, in down and 102 lb up at 7-0-14 on bottom chord. The accordance with Stabilizer Installation guide. design/selection oflsuch connection device(s) is the responsibility of others. REACTIONS. (lb/size) 7) In the LOAD CASE(S) section, loads applied to the 2 = 208/Mechanical face of the truss ar6 noted as front (F) or back (B). 3 = -71/Mechanical 4 = 605/0-11-5 (min. 0-1-8) Max Horz LOAD CASE(S) 4 = 155(LC 4) Standard Max Uplift 1) Dead + Roof Live (balanced): Lumber Increase=1.25 2 =-217(LC 4) Plate Increase 1.25 3 =-193(LC 16) Uniform Loads (plf) 4 =-1034(LC 4) Vert: 1-2=-90, 3-�=-20 Max Grav Concentrated Loads (lb) 2 = 208(LC 1) Vert: 8=127(F=6, B=64) 10=-173(F=-86, B=-86) , 11=317(F=158,B=158)12=64(F=32,B=32) 4 = 970(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; porch left exposed; 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.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 100 lb uplift at joint(s) except (jt=lb) 2=217, 3=193, 4=1034. Job Truss Truss Type Qty Ply 72005 HRA Diagonal Hip Girder 2 1 A0117260 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x8 11 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:07 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-18CUZ2QJt51QSXjCaKa0muvRjr307TTJYNCtln 1 zKGVc 9-10-1 LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.11 4-5 >730 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.13 4-5 >628 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(CT) -0.10 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 49 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 163/Mechanical 4 = -28/Mechanical 5 = 588/1-5-12 (min. 0-1-8) Max Horz 5 = 477(LC 4) Max Uplift 3 = -243(LC 4) 4 = -156(LC 5) 5 = -946(LC 4) Max Grav 3 = 164(LC 35) 4 = 99(LC 31) 5 = 1050(LC 35) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/112 BOT CHORD 1-5=0/477 WEBS 2-5=-627/567 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; porch left exposed; 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. Continued on page 2 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 100 lb uplift at joint(s) except at --lb) 3=243, 4=156, 5=946. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb left at 1-5-0, 109 lb left at 1-5-0, 249 lb down and 306 lb up at 4-2-15, 249 lb down and 306 lb up at 4-2-15, and 49 lb down and 83 lb up at 7-0-14, and 49 lb down and 83 lb up at 7-0-14 on top chord, and 84 lb down and 129 lb up at 1-5-0, 84 lb down and 129 lb up at 1-5-0, 277 lb down and 274 lb up at 4-2-15, 277 lb down and 274 lb up at 4-2-15, and 91 lb down and 73 lb up at 7-0-14, and 91 lb down and 73 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-168(F=-84, B=-84) 9=250(F=125, B=125) 11=276(F=138,B=138) Horz: 7=-218(F=-109, B=-109) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=-137(F=-69, B=-69) 9=250(F=125, B=125) 11=276(F=138,E=138) Horz: 7=-218(F=-109, B=-109) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIg Vert: 1-3=-30, 4-6=-40 Concentrated Loads (lb) Vert: 8=45(F=-23, B=-23) 9=250(F=125, B=125) 10=15(F=7,B=7)11=276(F=138,B=138) Horz: 7=-218(F=-109, B=-109) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plg Vert: 1-3=80, 4-6=51 Horz: 1-3=-90 Concentrated Loads (lb) Vert:8=72(F=36, B=36)9=-61(F=-31, B=-31) 11=44(F=22, B=22) 12=2(F=1, 6=1) Horz: 7=-218(F=-109, B=-109) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plg Vert: 1-3=55, 5-6=-10, 4-5=51 Horz: 1-3=-65 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=8(F=4, B=4) 10=44(F=22, B=22) 11=58(F=29, B=29) 12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 4-6=41 Horz: 1=3=-52 Concentrated Loads (lb) Vert: 8=85(F=42, B=42) 9=83(F=41, B=41) 10=98(F=49, B=49) 11=72(F=36, B=36) 12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIg Vert: 1-3=-2, 5-6=-20, 4-5=41 Horz: 1-3=-28 Concentrated Loads (lb) Job Truss Truss Type Qty Ply A0117260 72005 HRA Diagonal Hip Girder 2 1 0-1 Job Reference (optional) Al Roof Trusses, Fort Fierce, FL :14946, cesign(aal rNSS.COm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=258(F=129, 13=129) 9=152(F=76, B=76) 10=142(F=71, B=71) 11=87(F=43, 13=43) 12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-61(F=-31, B=-31) 11=217(F=109, B=109) 12=146(F=73, 13=73) Horz: 7=-218(F=-109, B=-109) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=32(F=16, B=16) 10=68(F=34,13=34)11=217(17=109,E=109) 12=146(F=73,B=73) Horz: 7=-218(F=-109, B=-109) 10) Dead + 0.6 MWFRS Wind (Pas. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-61(F=-31, B=-31) 11=217(F=109, B=109) 12=146(F=73, B=73) Horz: 7=-218(F=-109, B=-109) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=32(F=16, B=16) 10=68(F=34, B=34) 11=217(F=109, B=109) 12=146(F=73, 13=73) Horz: 7=-218(F=-109, B=-109) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=83(F=41, 13=41) 10=98(F=49, B=49) 11=246(F=123, B=123) 12=146(F=73,B=73) Horz: 7=-218(F=l09, B=-109) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=176(F=88, B=88) 10=167(F=83, B=83) 11=246(F=123, B=123) 12=146(F=73,B=73) Horz: 7=-218(F=-109, B=-109) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, 8=-23) 9=250(F=125, B=125) 11=276(F=138, B=138) Horz: 7=-218(F=-109, B=-109) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Continued on page 3 o. icub im- is cuji cn 11 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-18CUZ2QJt51QSXjCaKaOmuvRjr307TTJYNC3n 1 zKGVc Standard Vert: 1-3=-36, 4-6=26 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=64(F=32, 13=32) 9=359(F=180, B=180) 10=74(F=37, 6=37) 11=276(F=138, B=138) 12=29(F=15, B=15) Horz: 7=-218(F=-109, B=-109) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert. 1-3=-54,15-6=-20, 4-5=26 Horz: 1-3=-21 Concentrated Loads (lb) Vert. 8=193(17=97, B=97) 9=41l(F=206, E=206) 10=107(F=53,IB=53) 11=287(F=143, B=143) 12=29(F=15, 13=15) Horz: 7=-218(F=-109, B=-109) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60I Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=193(F 97, B=97) 9=359(F=180, B=180) 10=74(F=37, B=37) 11=406(F=203, B=203) 12=137(F=69, B=69) Horz: 7=-218(�=-109, B=-109) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60j Plate Increase=1.60 Uniform Loadsl(plf) Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) Vert: 8=193(F=,97, B=97) 9=429(F=215, B=215) 10=125(F=62, B=62) 11=406(F=203, B=203) 12=137(F=69, B=69) Harz: 7=-218(F,=-109, B=-109) 19) Reversal: DQ + Roof Live (balanced): Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads ,(plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F= j23, B=-23) 9=611(F=306, B=306) 11=548(F=274,1B=274)12=50(F=25,B=25) Horz: 7=-218(F- -109, B=-109) 20) Reversal: Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads, plf) Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=45(1==-23, B=-23) 9=521(F=260, 13=260) 11=480(F=240,1E=240) 12=37(F=19, B=19) Horz: 7=-218(F= -109, B=-109) 21) Reversal: Dead; Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 4, 6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=250(F=125, B=125) 11=276(F=138, B=138) Horz: 7=-218(FL109, B=-109) 22) Reversal: Deadl+ 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=51 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-111(F=i56, B=-56) 9=-498(F=-249, B=-249) 10=-98(F=-49, B=-49) 11=-554(F=-277, B=-277) 12=-182(F=-91, B=-91) Horz: 7=-218(F --109, 23) Reversal: Dead 1 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Ir crease=1.60, Plate Increase=1.60 Standard Uniform Loads (plf) Vert: 1-3=55, 5-6=-10, 4-5=51 Horz: 1-3=-65 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-429(F=-215, B=-215) 10=-98(F=-49, B=-49) 11=-539(F=-270, B=-270) 12=-182(F=-91, B=-91) Horz: 7=-218(F=-109, B=-109) 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 4-6=41 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=-83(F=42, B=-42) 9=-354(F=-177, B=-177)' 11=-525(F=-263, B=-263) 12=-182(F=-91, B=-91) Horz: 7=-218(F=-109, B=-109) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-2, 5-6=-20, 4-5=41 Horz: 1-3=-28 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-285(F=-142, B=-142) 11 =-51 1 (F=-256, B=-256) 12=-182(F=-91, B=-91) Horz: 7=-218(F=-109, B=-109) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-498(F=-249, B=-249) 10=-98(F=-49, B=-49)11=-381(F=-190, B=-190) 12=-9(F=-4, B=-4) Horz: 7=-218(F=-109, B=-109) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-405(F=-202, B=-202) 10=-98(F=-49, B=-49) 11=-381(F=-190, B=-190) 12=-9(F=4, B=-4) Horz: 7=-218(F=-109, B=-109) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-498(F=-249, B=-249) 10=-98(F=-49, B=-49) 11=-381(F=-190, B=-190) 12=-9(F=4, B=-4) Horz: 7=-218(F=-109, B=-109) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Horz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-405(F=-202, B=-202) 10=-98(F=-49, B=-49) 11=-381(F=-190, B=-190) 12=-9(F=4, B=-4) Horz: 7=-218(F=-109, 8=-109) 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Job Truss Truss Type Qty Ply 72005 HRA Diagonlal Hip Girder 2 1 A0117260 Job Reference (optional) a. izu s Nov iz zui i MI I eK Inoustnes, Inc. I nu May 3 0,9:15:07 2018 Page 3 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-18CUZ2QJt51QSXjCaKaOmuvRjr307TTJYNC�n1zKGVc LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-354(F=-177, B=-177) 11=-352(F=-176, B=-176) 12=-9(F=-4, B=-4) Horz: 7=-218(F=-109, B=-109) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-261(F=-130, B=-130) 11=-352(F=-176, B=-176) 12=-9(F=-4, B=-4) Horz: 7=-218(F=-109, B=-109) 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-36, 4-6=26 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-142(F=-71, B=-71) 9=-227(F=-114, B=-114) 11=-358(F=-179, B=-179) 12=-136(F=-68, B=-68) Horz: 7=-218(F=-109, B=-109) 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-54, 5-6=-20, 4-5=26 Horz: 1-3=-21 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-176(F=-88, B=-88) 11=-347(F=-174, B=-174)12=-136(F=-68, B=-68) Horz: 7=-218(F=-109, B=-109) 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36, 4-6=-20 Horz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-227(F=-114, B=-114) 11=-228(F=-114, B=-114) 12=-7(F=-3, B=-3) Horz: 7=-218(F=-109, B=-109) 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Horz:1-3=-15 - Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-158(F=-79, B=-79) 11=-228(F=-114, B=-114) 12=-7(F=-3, B=-3) Horz: 7=-218(F=109, B=-109) Job Truss Truss Type Qty Ply A0117253 72005 HJ27-3 Diagonal Hip Girder 1 1 Job Reference (optional) O Ann ni.... 10')nl7 RA;T L, la.li .afriac Inr Thu Ma 3 �4:�0:18 0�8 Pane 1 Al Roof (fusses, FOR Pierce, FL rU-+U, ueslgn(wa 1 uuSS.wui ... ..-., ......---..............,,............ ...... ..... ....-� --.... _..___._ _a_. ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-RvFl7Y1 Al NbyZ6cb5rkEe7TOL3NXHUGONORZoSzKCBp 0- 4 3-7-13 0- 4 3-7-13 2.12 12 2 v 1 r, + o STRAP TOP AND BOTTOM CHORD WITH LSTA12 STRAP m B1 d - 6x6 = 8 3x4 = �Q, 3 Q. 4 3-3-4 13 I 3-3-4 01-1' Plate Offsets (X Y)— (1:0-6-3 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.00 4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 6) Hanger(s) or other connection device(s) shall be BOT CHORD 2x6 SP No.2 provided sufficient io support concentrated load(s) 86 BRACING- lb down and 157 lb up at 1-5-0, and 86 lb down and TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc 157 lb up at 1-5-0 design/selection of on bottom chord. The such connection device(s) is the responsibility of others. BOT CHORD 7) In the LOAD CASE(S) section, loads applied to the Rigid ceiling directly applied or 10-0-0 oc bracing. face of the truss are noted as front (F) or back (B). MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) Standard REACTIONS. (lb/size) 1) Dead + Roof Live (balanced): Lumber Increase=1.25 2 = -172/Mechanical Plate Increase—�1.25 3 = -938/Mechanical Uniform Loads (plf) 4 = 1680/0-8-0 (min. 0-2-0) Vert: 1-2=-90, 3-5=-20 Max Horz Concentrated Loads (lb) 4 = 57(LC 4) Vert: 8=-173(F=-86, B=-86) Max Uplift 2 =-172(LC 1) 3 =-938(LC 1) 4 =-1684(LC 4) Max Grav 2 = 175(LC 4) 3 = 952(LC 8) 4 = 1680(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Cantilever left exposed ; porch left exposed; 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.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 172 lb uplift at joint 2, 938 lb uplift at joint 3 and 1684 lb uplift at joint 4. Job Truss Truss Type Qty Ply 72005 HJ36 Diagonlal Hip Girder 4 1 A0117254 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 0,9:16:09 2018 Page 1 ID: nKMLCG99vHyLG9D5?YIAEyzKd3P-iXKF_kRZOj?8hgtbilcUrJ?u4fs5bOBc?hh}9rwzKGVa -014-8 2-10-11 5-1-8 0-0-8 2-10-11 2-2-12 I LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-8 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. REACTIONS. (lb/size) 3 = -188/Mechanical 4 = -268/Mechanical 5 = 829/0-11-5 (min. 0-1-8) Max Horz 5 = 135(LC 4) Max Uplift 3 = -291(LC 19) 4 = -335(LC 19) 5 = -855(LC 4) Max Grav 3 = 181(LC 22) 4 = 217(LC 22) 5 = 829(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-484/453 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; porch left exposed; 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.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. 3x6 II 4-10- 2-4-1 CSI. DEFL. in (loc) I/deft Ud TC 0.39 Vert(LL) -0.01 4-5 >999 360 BC 0.37 Vert(CT) 0.01 4-5 >999 240 WB 0.06 Horz(CT) -0.03 3 n/a n/a Matrix -MP 15) Provide mechanical connection (by others) of truss 'to bearing plate capable of withstanding 100 lb uplift at 'joint(s) except (jt=lb) 3=291, 4=335, 5=855. 6) Hanger(s) or other connection device(s) shall be i provided sufficient to support concentrated load(s) 168 ;lb down and 209 lb up at 4-2-15, and 168 lb down and ' 209 lb up at 4-2-15 on top chord, and 84 lb down and 129 lb up at 1-5-0, 84 lb down and 129 lb up at 1-5-0, and 168 lb down and 184 lb up at 4-2-15, and 168 lb down and 184 lb up at 4-2-15 on bottom chord. The ' design/selection of such connection device(s) is the responsibility of others. 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) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 8=-168(F=-84, B=-84) 9=172(F=86, B=86) 10=185(F=93,B=93) PLATES GRIP MT20 244/190 Weight: 27 lb FT = 10% Job Ai Truss Truss Type Qty Ply A0117261 72005 J5 Jack -Open 4 1 ' Job Reference (optional) ., i-- "., —.. o ---- Al Koof Trusses, Fort Pierce, FL 34946, aesign@ai cruss.cum " icu a ry i c w i . "' . cn u.w u.co n.... -.... -.........— —.. -.. I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-iXKF_kRZOj?8hgtbilcUrJ?xxfvDbNTc?hh9rwzKGVa 00-- 5-0-0 --66 5-0-0 3 5.00 12 2x4 II 12 T1 2-0-0 °0 Gp N 1 � N O B1 6' n 3x4 5 4 3x6 II 1-9-8 2-1 $ 4-8-8 1-9-8 4- 2-7-0 3� Plate Offsets (X Y)-- [5:0-4-4 0-1-8) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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 quide. REACTIONS. (lb/size) 3 = 74/Mechanical 4 = -10/Mechanical 5 = 483/0-8-0 (min.0-1-8) Max Horz 5 = 185(LC 12) Max Uplift 3 =-118(LC 12) 4 = -10(LC 1) 5 =-327(LC 8) Max Grav 3 = 74(LC 1) 4 = 34(LC 10) 5 = 483(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-406/143 BOT CHORD 1-5=-145/401 WEBS 2-5=-336/822 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces 8. MWFRS for reactions shown; 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 20.Opsf on the bott rectangle 3-6-0 tall bottom chord and 4) Refer to girder(s 5) Provide mechan to bearing plate cal joint(s) 4 except at - LOAD CASE(S) Standard :en designed for a live load of n chord in all areas where a y 2-0-0 wide will fit between the y other members. or truss to truss connections. al connection (by others) of truss ible of withstanding 100 lb uplift at )) 3=118, 5=327. Job Truss Truss T e Qty Ply 72005 J5A Jack -Open 4 1 A0117262 Job Reference o tional ,�, r.avo, uca y� Ewa uuas.wm 6A20 s Nov iz Z01 / Mliek Industries, Inc. Thu May 3 09:16:10 2018 Pagel I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-AjudB4SB907?J_SnFS7jN WX7C2FnKrKmELQ)NMzKGVZ 3-2-8 + 3-2-8 5.00 Fl2 T N 4x4 II 2-11-0 3-2-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 1 TC 0.17 Vert(LL) 0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 3-4 .>999 240 BCLL 0.0 ' Rep Stress Incr YES WB . 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017(fP12014 Matrix -MR Weight: 17 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. 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) 4 = 160/0-8-0 (min.0-1-8) 2 = 122/Mechanical 3 = 38/Mechanical Max Horz 4 = 109(LC 12) Max Uplift 4 = -43(LC 12) 2 = -143(LC 12) 3 = -17(LC 12) Max Grav 4 = 160(LC 1) 2 = 122(LC 1) 3 = 57(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; 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.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 100 lb uplift at joint(s) 4, 3 except Qt=lb) 2=143. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117263 72005 J5C Jack -Open 5 1 ' Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 1 8.120 s Nov 12 2U1 / Mi I ek Industries, inc. Thu May 3 09:16:1 O 20i8 rage i ID: nKMLCG99vHyLG9D5?YIAEyzKd3P-AjudB4SB907?J—SnFS7jN WX3J25aKn9mELQjN MzKGVZ -2-0-12 4-11-4 2-0-12 4-11-4 3 5.00 12 6x6 2 x4 112-0-12 O 1 r v v 1 2x4 0 c� 2 e ILJI 6 U8 I I 2x4 ,� 4 2-7-4 4-7-12 4�11,-4 2-7-4 2-0-8 0-3-8 Plate Offsets (X Y)— [2:0-2-12 0-3-12) LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.09 5-6 >594 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.09 5-6 >618 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) -0.09 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 42 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 NOTES- BOT CHORD 2x6 SP No.2 *Except* 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) WEBS 2x6 SP No.2 Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; W2: 2x4 No.3 Cat. 11; Exp D; Encl!, GCpi=0.18; MWFRS (envelope) OTHERS 2x6 SP No.o. 2 and C-C Exterior(2) zone; cantilever left exposed ; end BRACING- vertical left exposed; porch left exposed;C-C for CHORD members and forc..�s & MWFRS for reactions shown; Sc to all wood sheathing directly applied or4-11-4 oc Lumber DOL=1.60 plate grip DOL=1.60 purlins, except end verticals. 2) This truss has been designed for a 10.0 psf bottom Cceilliing RD chord live load nonconcurrent with any other live Rigid directly applied or 5-0-1 oc bracing. loads. MiTek recommends that Stabilizers and required 3) « This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and aby other members. REACTIONS. (lb/size) 4) Refer to girder(s) for truss to truss connections. 6 = 501/0-8-0 (min. 0-1-8) 5) Provide mechanical connection (by others) of truss 3 = 162/Mechanical to bearing plate capable of withstanding 100 lb uplift at 4 = 46/Mechanical joint(s) except Qt=1b) 6=411, 3=183, 4=232. Max Horz 6 = 299(LC 9) Max Uplift LOAD CASE(S) 6 =-411(LC 8) Standard 3 =-183(LC 12) 4 =-232(LC 9) Max Grav 6 = 501(LC 1) 3 = 162(LC 1) 4 = 93(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-454/540 BOT CHORD 5-6=-682/318 WEBS 2-5=-419/898 Job Truss Truss Type Qty Ply 72005 R Jack -Open 6 1 A0117265 Job Reference (optional) g a russ.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:11 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-evR?PQTgwKFsw81_pAeywk4GgSbl3GMvS?AGwozKGVY 0-Q-6 7-0-0 0- -6 7-0-0 1-9-8 Offsets 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 1 BC 0.14 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 36 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 nuide. REACTIONS. (lb/size) 3 = 173/Mechanical 4 = 38/Mechanical 5 = 555/0-8-0 (min.0-1-8) Max Horz 5 = 260(LC 12) Max Uplift 3 = -208(LC 12) 4 = -9(LC 12) 5 = -329(LC 8) Max Grav 3 = 173(LC 1) 4 = 77(LC 3) 5 = 555(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-612/221 BOT CHORD 1-5=-190/530 WEBS 2-5=-487/1125 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=S.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; 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.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. 15) Provide mechanical connection (by others) of truss Ito bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=208, 5=329. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117264 72005 J7-3 Jack -Open 6 1 Job Reference o tional H7 Koor I fusses, rorr rlerce, rL J V. U, �I0 3x4 = 6-8-8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.36 BC 0.34 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Vert(LL) 0.02 3-4 >999 Vert(CT) 0.02 3-4 >999 Horz(CT) -0.01 2 n/a L/d 360 240 n/a LUMBER - TOP CHORD 2x6 SP No.2 4) Refer to girder(- for truss to truss connections. BOT CHORD 2x6 SP No.2 5) Provide mechanical connection (by others) of truss BRACING - to bearing plate capable of withstanding 100 lb uplift at TOP C Joint(-) except Qt=1ti) 2=184, 3=111, 4=638. Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 183/Mechanical 3 = 19/Mechanical 4 = 562/0-8-0 (min. 0-1-8) Max Horz 4 = 156(LC 8) Max Uplift 2 =-184(LC 12) 3 =-111(LC 9) 4 =-638(LC 8) Max Grav 2 = 183(LC 1) 3 = 69(LC 3) 4 = 562(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown._ BOT CHORD 1-4=-114/317 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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. ieNjYlcANt9BTxdQmstBolg3hfvgSFzKGVX PLATES GRIP MT20 244/190 Weight: 34 lb FT = 10% Job Truss Truss Type Qty Ply A0117266 72005 RA Jack-Olpen 15 1 Job Reference (optional) Al Roof Trusses, tort coerce, I-L 34946, design(a7altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:12 2018 Page 1 I D: nKM LCG99vHyLG9D5?YIAEyzKd3 P-66?NcmTSheNjYlcANt9BTxdQ8su4ok43hfv4SFzKGVX 0-9-6 7-0-0 6 7-0-0 5.00 12 3x6 II 1 2 2-0.0 �. i o B1 O rid 0 a+ ' I 3x4 = 5 4 3x6 1-9-8 4-5-0 0-3-8 Plate Offsets (X,Y)— [5:0-4-4,0-1-81 _..'0-6-0' ._....._......................_......._. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.03 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 36 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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) 3 = 161/Mechanical 4 = 30/Mechanical 5 = 575/1-0-0 (min.0-1-8) Max Horz 5 = 260(LC 12) Max Uplift 3 = -201(LC 12) 4 = -130(LC 9) 5 = -494(LC 8) Max Grav 3 = 161(LC 1) 4 = 70(LC 3) 5 = 575(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-528/223 BOT CHORD 1-5=-190/530 WEBS 2-5=-505/895 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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.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 100 lb uplift at joint(s) except (jt=1b) 3=201, 4=130, 5=494. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117267 72005 J7B Jack -Open 1 1 � Job Reference (optional) Al Koor I m55e5, rurr rierce, rL .Yfa40, Ue51y[QWU RIUSs.W1II I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-alZIp6U4SxVaASBMxagQ?99ZXGDuXC3CwJfN_hzKGV W 5-2-8 5-2-8 �.00 12 3x6 11 1 s s B g 4 4x6 = 2 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017(rP12014 CSI. TC 0.49 BC 0.38 WB 0.00 Matrix -MR DEFL. in (loc) I/deft Vert(LL) 0.03 3-4 >999 Vert(CT) 0.03 3-4 >999 Horz(CT) -0.04 2 n/a Ud 360 240 n/a LUMBER - TOP CHORD 2x6 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x6 SP No.2 to bearing plate ca able of withstanding 100 lb uplift at WEBS 2x6 SP No.2 joint(s) 4, 3 except Qt=1b) 2=225. BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc LOAD CASE(S) purlins, except end verticals. Standard 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 quide. REACTIONS. (lb/size) 4 = 270/0-8-0 (min. 0-1-8) 2 = 203/Mechanical 3 = 67/Mechanical Max Horz 4 = 183(LC 12) Max Uplift 4 = -97(LC 12) 2 = -225(LC 12) 3 = -20(LC 12) Max Grav 4 = 270(LC 1) 2 = 203(LC 1) 3 = 97(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-239/386 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=S.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; 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.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. PLATES GRIP MT20 244/190 Weight: 27 lb FT = 10% Job Truss Truss Ty a Qty Ply 72005 MHV2 Valley 2 1 A0117272 Al Roof Trusses. Fort Pierce_FI 14g4e ri—inn(nhif,—,.,,.., Job Reference (optional) V n 0 , ninon muusuw , mc. - r nu may a j:76:9J zu18 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-aIZIp6U4SxVaASBMxagQ?99fpG bXC3CwJfq hzKGVW 1-11-0 2,0,0 3x4 1-8-8 5.00 12 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.00 1 n/r 80 BCLL 0.0 Rep Stress Incr YES , WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 I Matrix-P Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 I BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 2-0-0 oc purlins. 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) 1 = 58/1-11-6 (min.0-1-8) 3 = 54/1-11-6 (min.0-1-8) Max Horz 1 = 46(LC 9) Max Uplift 1 = -38(LC 9) 3 = -52(LC 9) Max Grav 1 = 58(LC 1) 3 = 54(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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 100 lb uplift at joint(s) 1, 3. Job Truss Truss Type Qty Ply A0117273 72005 MHV8 Valley 1 1 Job Reference (optional) Al Root I cusses, Tort Tierce, FL 34u4o, oesignLairruss.com 1 5x6 ID:nKMLCG99vHyLG9D5?Y]AEWz d3P-2U781SViDFdRnblYUICtYMihpgcvGdML9zOwW7zKGW 8-0-0 , 1-1-R 5.00 12 B1 4x6 11 2 5 3x8 II T2 2x4 11 3 42x4 II 0- 10 16-10-8 0- -10 16-9-14 l-8-8 -U- 0-10-0 -3- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 41 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 quide. REACTIONS. (lb/size) 1 = 311/7-11-6 (min. 0-1-8) 4 =-38/7-11-6 (min. 0-1-8) 5 = 465/7-11-6 (min.0-1-8) Max Horz 1 = 215(LC 12) Max Uplift 1 =-167(LC 12) 4 =-150(LC 3) 5 =-203(LC 12) Max Grav 1 = 311(LC 1) 5 = 465(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-328/635 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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. c 6) Provide mechar)ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1p) 1=167, 4=150, 5=203. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 MHV10 Valley 1 1 A0117268 Al P—I'T...... F=-A D;.-- CA gAnAn ,,,...:,....;.,..,........ ___ Job Reference o tional ---- ou ica, 111- niu rviay oua: i¢ia zu io rages ID: nKMLCG99vHyLG9D5?YIAEyzKd3P-W hhWEo W K_Zm IPI K12?ju4aFwA3ig?3dVNc8U3azKGVU 6-10-8 10-0-0 ' 6-10-8 3-1-8 5x6 2 2x4 II 3 4x4 4 3x6 111 2x4 11 10 1 6-10-8 9-8-8 1 -0 0 002112 0 -10 1 6-9-14 2-10-0 -3- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 51 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 28819-11-6 (min. 0-1-8) 4 = 83/9-11-6 (min. 0-1-8) 5 = 586/9-11-6 (min. 0-1-8) Max Horz 1 = 215(LC 12) Max Uplift 1 = -139(LC 12) 4 = -74(LC 8) 5 = -361(LC 12) Max Grav 1 = 288(LC 1) 4 = 83(LC 1) 5 = 586(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-447/850 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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. 1 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 1=139, 5=361. I LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117269 72005 MHV12 Valley 1 T Job Reference (optional) Al Moor i tosses, tort rlerce, M J4a4o, aesign�wa i uuss.wm 6-10-8 5.00 F12 4x4 I D:nKMLCG99vHyLG9D5?YIAEWKd3P-W hhW EoWK_Zm IPIKI2?ju4aFxg3yv?2NVNc8U3azKGVU 12-0-0 B1 5x6 2 5 3x6 11 T2 LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) 1 = 293/11-11-6 (min. 0-1-8) 4 = 229/11-11-6 (min.0-1-8) 5 = 655/11-11-6 (min.0-1-8) Max Horz 1 = 215(LC 12) Max Uplift 1 = -143(LC 12) 4 = -159(LC 8) 5 = -369(LC 12) Max Grav 1 = 293(LC 1) 4 = 229(LC 1) 5 = 655(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-198/312 WEBS 2-5=-504/904 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 lbeen 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 mechariical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=143, 4=159, 5=369. LOAD CASE(S) Standard 2x4 II 3 42x4 II PLATES GRIP MT20 2441190 Weight: 60 lb FT = 10% Job Truss Truss Type Qty Ply 72005 MHV14 Valley 1 1 A0117270 Job Reference (optional) -----•----------•-- --- -•---� `-'-•••_--•---••• U.—a i.w 14—i1-11 en uMubuies, inc. rnu May S zulB Yagel I D: nKMLCG99vHyLG9D5?YIAEyzKd3P-?tFuS7Xylsu9l vvxcjE7dnn2gTlgkVHecG41 bOzKGVT 6-10-8 14-0-0 6-10-8 7_1.8 4x4 0 5.00 12 6x6 = 2 5 3x8 II 4x6 II 3 43x6 II LOADING(psf) SPACING- 2-0-0 CS'- DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 10 TC 0.61 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 70 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) 1 = 295/13-11-6 (min. 0-1-10) 4 = 352/13-11-6 (min. 0-1-10) 5 = 750/13-11-6 (min. 0-1-10) Max Horz 1 = 215(LC 12) Max Uplift 1 = -148(LC 12) 4 = -235(LC 8) 5 = -417(LC 9) Max Grav 1 = 295(LC 1) 4 = 352(LC 1) 5 = 750(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-295/438 WEBS 2-5=-583/977 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=S.Opsf; BCDL=S.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 20.0psf 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. �6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)1=148, 4=235, 5=417. 'LOAD CASE(S) Standard Job Truss Truss Type Qty Ply AO117271 72005 141HV16 Valley 1 1 rt Job Reference o tional Al Koor 1 russes, rOrr vierce, rL AU'+0, aeslyn�(V 1 uuss.wln v Cil 5x6 2 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-?tFuS7Xylsu9l vvxcjE7dnn61TIEkW PecGtl bOzKGVT 11-5-4 1 16-0-0 1 2x4 II 3 2x4 If 4 4x4 7�:7 7 1 6 b 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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. All bearings 15-11-6. (lb) - Max Horz 1= 215(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-143(LC 12), 5=-126(LC 9), 7=-354(LC 12), 6=-350(LC 8) Max Grav All reactions 250 lb or less at joint(s) 5 except 1=295(LC 1), 7=592(LC 1), 6=526(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-449/734, 3-6=-449/621 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 143 lb uplift at joint 1, 126 lb uplift at joint 5, 354 lb uplift at joint 7 and 350 lb uplift at joint 6. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 82 lb FT = 10% 11 uss i russ rype Qty Ply 72005 MV2 Valley i 1 1 Job Refer, Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 1 I D:n KMLCG99vHyLG9D5?YIAEyzKd3P- 2-0-0 2-0-0 5.00 12 2 9 I 3x4 -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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. REACTIONS. (lb/size) 1 = 58/1-11-6 (min.0-1-8) 2 = 47/1-11-6 (min.0-1-8) 3 = 11/1-11-6 (min.0-1-8) Max Horz 1 = 39(LC 12) Max Uplift 1 = -28(LC 12) 2 = -50(LC 12) Max Grav 1 = 58(LC 1) 2 = 47(LC 1) 3 = 21(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' 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 atjoint(s) 2 considers parallel to grain value using ANSI/fPI 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 28 lb uplift at joint 1 and 50 lb uplift at joint 2. LOAD CASE(S) Standard AO117275 Inc. Thu May 3 0r9:16:17 2018 Page 1 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 10% Job Truss Truss Type Qty Ply A0117277 72005 MV4 Valley 3 1 � Job Reference (optional) Al moor r russes, rOrL YrerCe, rL aydyo, uesrgri wd muss.wm Y n 0 3x4 I D: n KM LCG99vHyLG9D5?YIAEyzKd 3P-T3pGf TXaWA00e3U7AQl MA?KKjtg8T03orwd b7SzKGVS 3-7-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 16 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. 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 quide. REACTIONS. (lb/size) 1 = 157/3-11-6 (min. 0-1-8) 2 = 128/3-11-6 (min. 0-1-8) 3 = 28/3-11-6 (min.0-1-8) Max Horz 1 = 106(LC 12) Max Uplift 1 = -77(LC 12) 2 = -135(LC 12) Max Grav 1 = 157(LC 1) 2 = 128(LC 1) 3 = 57(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)'zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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 atjoint(s) 2 considers parallel to grain value using ANSI/TPI 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 77 lb uplift at joint 1 and 135 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty ply 72005 MV6 Valley' 3 1 A0117278 Al 0....F T........... C—o:--.... ----- ____ I Job Reference (optional) • - ---- -- --• - - - - -•------- u. �w a rvvv is cv i mi icn lRUU5Ine5, Inc. . nu May 6 ujv:lt7:iu zu7S Yage 1 6-0-0 ID: nKMLCG99vHyLG9D5?YIAEyzKd3P-xGNetpYDHU8tGD3Kj8GbiCtQgH?CCTJx3aK8guzKGVR 6-0-0 3x6 11 2 4x4 3x6 11 5-8-8 5-7-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15:0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 28 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. 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) 1 = 259/5-11-6 (min.0-1-8) 3 = 259/5-11-6 (min. 0-1-8) Max Horz 1 = 176(LC 12) Max Uplift 1 =-127(LC 12) 3 =-200(LC 12) Max Grav 1 = 259(LC 1) 3 = 259(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-259/500 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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 127 lb uplift at joint 1 and 200 lb uplift at joint 3. Job Truss Truss Type Qty Ply A0117279 72005 ,; MVS Valley I 2 1 Job Reference o tional Al Root I cusses, 1-Ort merce, M 340140, 0e51gn(aaa i IrUSS.UU111 6x6 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-xGNetpYDHU8tGD3Kj8GbiCtJfHzACTJx3aM8guzKGVR 8-0-0 8-0-0 5.00 12 7-8-8 7-7-14 3x8 11 2 33x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) n/a - n/a 999 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 39 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. 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 quide. REACTIONS. (lb/size) 1 = 369/7-11-6 (min.0-1-8) 3 = 369/7-11-6 (min.0-1-8) Max Horz 1 = 250(LC 12) Max Uplift 1 = -181(LC 12) 3 = -285(LC 12) Max Grav 1 = 369(LC 1) 3 = 369(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/127, 2-3=-350/662 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' 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 181 lb uplift at joint 1 and 285 lb uplift at joint 3. Job Truss Truss Type Qty Ply 72005 MV10 Valley 2 1 A0117274 Job Reference (optional) n i r�uu� i i wa , -ui i ricn.c, r� ora�u, ucaiyl i�wa 1 u u55.wn I v 0 0 3x4 5 3x8 11 i 9 O. 14U 5 IVUV' I L GU 1 / IVII I eK IrIUUSIneS, Inc. I nu may a Lhu:IO:-i u zu70 rage i 3 4 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 109/9-11-6 (min.0-1-8) 4 = 242/9-11-6 (min.0-1-8) 5 = 605/9-11-6 (min.0-1-8) Max Horz 1 = 325(LC 12) Max Uplift 4 = -188(LC 12) 5 = -467(LC 12) Max Grav 1 = 109(LC 1) 4 = 242(LC 1) 5 = 605(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-561/219, 3-4=-217/407 WEBS 2-5=-547/1021 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 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 188 lb uplift at joint 4 and 467 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 52 lb FT = 10% Job Truss Truss Type Qty Ply A0117276 72005 MV26 Valley 2 1 Job Reference (optional) Al KOOT I rUS5e5, I -OR t-ICUCO, r•L 8 U40, UU51YI]Md ILIU55.W- .—y �..... ..-y.. . ID:nKMLCG99vHyLG9D5?YIAEy Kd3P-PSwO49Zr2nGkuNeWHmgFQPi7hL3xwZ51E6hCLzKGVQ 3x4 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc purlins. 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) 1 = 75/2-5-10 (min. 0-1-8) 2 = 61/2-5-10 (min.0-1-8) 3 = 14/2-5-10 (min.0-1-8) Max Horz 1 = 51(LC 12) Max Uplift 1 = -37(LC 12) 2 = -65(LC 12) Max Grav 1 = 75(LC 1) 2 = 61(LC 1) 3 = 27(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate caQable of withstanding 37 lb uplift at joint 1 and 65 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 V4 Valley ' 1 1 A0117282 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:20 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-teUPHVaTp5OaVWDirZl3ndyte4hZgNoEXur: knzKGVP 2-0-0 4-0-0 -0-0 2-0-0 3x4 5.00 12 2 4x4 = 3-8-8 3x4 0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. 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) 1 = 116/3-10-13 (min.0-1-8) 3 = '116/3-10-13 (min. 0-1-8) Max Horz 1 = -14(LC 13) Max Uplift 1 = -63(LC 12) 3 = -63(LC 13) Max Grav 1 = 116(LC 1) 3 = 116(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-142/253, 2-3=-142/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 1 and 63 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117283 72005 V8 Valley 1 1 Job Reference (optional) Al Floor I cusses, I-ort coerce, r-L 34U4b, oeslgn(ga"Irruss.com v Q a 0 4x4 � 3x4 5.00 F12 o..< .rvw cu ii "' i cn inuuouw, on.. ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-teUPHVaTp5OaV WDirZl3ndyg34fXgNoEXurFknzKGVP 8-0-0 4-0-0 4x4 = 2 B1 3x4 -- 4x4 3 0- -10 1 7-7-14 0-3-6 Plate Offsets (X Y)— [1:0-1-13 Edge] [3:0-6-13 Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 33 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 1 = 313/7-10-13 (min.0-1-8) 3 = 313/7-10-13 (min.0-1-8) Max Horz 1 = 39(LC 16) Max Uplift 1 =-170(LC 12) 3 =-170(LC 13) Max Grav 1 = 313(LC 1) 3 = 313(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-372/621, 2-3=-372/621 BOT CHORD 1-3=-464/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss hasi 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 tany other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 1 and 170 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 72005 V12 Valley 1 1 A0117280 AlRn.,f Tn�c�nc G..ti ote...,, n ann�c a....:....� Job Reference (optional) -- --• - - - - -• --- �• �-.-- • •• •---•w• • • O- I zU s rvuv I c w I / mi i eK maus[nes, mc. i nu may J U9:15:21 Zola Pagel ID:nKMLCG99vHyLG9D57YIAEyzKd3P-L2nVra5aPWR7govPGglKrV vUOzPo4NmYbpRGDzKGVO 6-0-0 12-0-0 6-0-0 6-0-0 4x6 = 4x4 i�- 3x4 4 2x4 11 3x4 -- 4x4 0- 10 1 11-8-8 1 -0 0 0- -10 11-7-14 _g_ Plate Offsets (x.Y)- r1:0-1-13_FdnPl r3•n-R-13 Frinat LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 I TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 3' n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 55 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 1 = 245/11-10-13 (min.0-1-8) 3 = 245/11-10-13 (min.0-1-8) 4 = 576/11-10-13 (min.0-1-8) Max Horz 1 = 67(LC 16) Max Uplift 1 = -162(LC 12) 3 = -173(LC 13) 4 = -255(LC 12) Max Grav 1 = 249(LC 23) 3 = 249(LC 24) 4. = 576(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-420/641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Joads. 5) . 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at jI oint 1, 173 lb uplift at joint 3 and 255 lb uplift at joint 4. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply I AO117281 72005 V16 Valley 1 1 Job Reference o tional Al ROOT I russes, tort Fierce, tL i4`J4b, aesignLa-nruss.cwm 8-0-0 6x6 = N 5.00 12 O. I LU S IVVv 14 4V I / IVII I GIB IIIU UJU IGJ, II Iv. 1 vl y ray. 1 vHyLG9D5?YIAEyzKd3P-p1 c9iBbjKiellgN5yzLXt214uuKX8ESX_CKMpgzKGVN 3 .. o � 5x6 4. 5x6 3x6 11 0- 10 15-8-8 1 - 0 0- -10 1 15-7-14 -3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 75 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 1 = 346/15-10-13 (min. 0-1-12) 3 = 346/15-10-13 (min. 0-1-12) 4 = 813/15-10-13 (min. 0-1-12) Max Horz 1 = -94(LC 17) Max Uplift 1 =-229(LC 12) 3 =-245(LC 13) 4 =-361(LC 12) Max Grav 1 = 351(LC 23) 3 = 351(LC 24) 4 = 813(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-595/827 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.0psf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has peen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 talllby 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechan'cal connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 1, 245 lb upliftlat joint 3 and 361 lb uplift at joint 4. LOAD CASE(S) Standard JAN UARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTLOI A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC mbolli;Pl RdPted9ApalMs Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 1Od x 1.5" ea. end @ BC Attach Corner Jack's x w/ (2) 16d Toe Nails @ TC & BC (Typ) 0 ti 3ch Corner Jack's (2) 16d Toe Nails TC & BC (Typ) *t$an Pe mhsiee (Im fl ta¢!iiesses, Ardeay' P, Terbe €€L P1 Antfiang'T;''1'om5o iil; P:�, 80083 4451 St. Lucie B!v& Fort Pierce, FL 34946' FEBRUARY 17, 2017 ALTERNATE A-1 ROOF TRUSSES r 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. END BRACING DETAIL ONTAL BRACE SECTION A -A) TRUSSSES @ F_ 24' O.C. STDTL03 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - lOd COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIND. PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. WALL CEILING SHEATHING STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131 X 3') NAILS SPACED G' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO;BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. I i NOTE. THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT AODRESSEDIHERE. I[, STANDARD GABLE I --- I-URAL TRUSS :TI In AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. , , 2017 STANDARD CONN PIGGYBACK TRUSS -r-rinm DETAIL_- S►UILU�+ A-1 ROOF TRUSSES 4451 Sr. LUCIE BLVD. FORT 7FL g046 72A09-1010 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS FOR UPLIFTS- NG S NO VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS; NOTE: THIS DETAIL IS PIGGYBACK TRUSS REFER FOR ADDIT ADDITIONAL PIGGYBACK TRUSS NG N ORIMATION' i SPACE PURLINS ACCORDING TO THE MAXIMUM SP(SPACING NOT TO EXCEED 24 O.CJ A PURLIN THE BASE TRUSS TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS E A O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR UPLIFT CAPACITY OF 377 LBS. AT EACH 2PX 8 TEE -LOCK MU LAT LTII- TO ACHIEVE A AUSE UM U CONNECTION PLATE. (MINIMUM OF 2 PLATES ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS ADDITITO ACTUAL TRUSS DESIGN DRAW ONAL BASE TRUSS NFORMAT ON ING FOR Aitfnvn!T TaAJOI'll .P.E. 4 90053', 4451 St: Eu�ie. 8lyd: Fort Fjet, I L 34946; OEYKun"�eu+ f tts SOYt t' -- s Rlt�rt �"' Cl y+lwry�'. flfLftN641irL ,rMeP'.uf�df,fSf�it!R?�'ama iaa�Lt si3YYYe 4rk1d. 7pattass • tnenidti92i�i6blidci ass s Adttocgl ideiEoUiti.E::1i��ett.dao-tttiti JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 GENERAL SPECIFICATIONS: �I 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. — ----.._..—..._._..._!w�rl 6. NAILING DONE PER NDS - 01. A-1 ROOF TRUSSES 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS VALLEY TRUSS (TYPICAL) P 12 SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. SEE DETAIL)"A" BELOW (TYP.) BASE TRUSSES VALLEY TRUSS (TYPICAL) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A TRUSS CRITERIA: I GABLE END; COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. us[tq �wztttui:lp;t,a«eF afl�Dt'Wiflti""'(fl'j,EiMi4s iC&ki6t0ldtkt".1t£Li9NCi�"i°; {Ra9at«GESt`f'ra taa d,>,aaaie:;:sattrilggt��ss sasest�®.ray DOj�tltty�.J��'a@P,t[ttt•t�rV�eisfir c �)nse,.eir,as�+dd.,DU;tatr :�"3ffk:ir tgBSSej Se l:dG9rtit7§613i$f[a# ftt Ttffi4:Sssui¢jttFU.;iM1ti`{(NdMP/41t9Si xrmrd6kE[!kveY>tnR.t@�ttt4SI6)Ncek:ttdd;a@nHis[t:44lsd{`�L S?NI.drFLiLC+!S�t3h[ S`±d1A2 srb�'k Rsht3PTr1. 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LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 VALLEY TRUSS (TYPICAL) i GABLE END, COMMON TRUSS, OR GIRDER TRUSS GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3"WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A• 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER P F12 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL "A" BELOW (TYP.) SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH NAILS 6" O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. I n DETAIL A (NO SHEATHING) N.T.S. arst ci} UJ asrie a rt6xrcti i � }T�sii iry ;.. a sk l•yg3Pee kan�u+�aaa y s as g s wyJs} s +l asslJat t srr }e}a64 # �s l.a�r€.t r dk a rai;#dmJ wtstnte�. Anthony T twlb :ff3;.?.E; nda�t ei3iiziizst Jt m}3ef i 3l e.)t�s.§'m�tai!9ra tMGrPr':m9risefymcttzWilte;'+.rm:b^w+;tausl'4tfC;;rtc iK�hk amital&rptia vQPL.P.4ie}xc3�`aifie it�.Jrle,�}sl#aassdJ ttin, acl�irgtraG:+asu<y<?u�i.ttatwAlreiegsglldxe seervamiafy ai r�063, kJ 6+i ; eas R+tratei.:k ups siSrfist SGf 7rvkiL:IttttKattgideli�s'4ka..u,'3ro7(.agaar�id?.n''xireliMtl.SipWP.F.€�iMrad:EfA ver ttt�3e4t g!nkt':laxx 2I'9t3aJnnt=ssgJtl<et 3tsa.�4 ,¢fray �rassEst y=rc,ScKs skc7t.0y'aen TrJis ¢euteixer;s sss 4451St fuee 61v¢::: fClFN.a Aki a]J iriaa :i£kt�'4viln xt%1§�i�a}ifhk IJii�rtA ai}S �RSS .1]6rL6,3Rn!'.� TS"SE N^ J�.b^.r1�.G: RteSBi}'i l�aA'f�.'AGi7 t1f}}A�his i7 t$�dril"f'�'.1=i aTJ3i aatf l};�i. F -IT1--46: QOYi�:r-2S�dbiOG��lL55!9:,iA1k66�,T�jOEi�h IiL�'.��tab`tl.if:l1&1"i�➢:tlfl3Yk111A dkfdirb�JDkibllBd W1i�i74i i"3JY5111gI�dtWt31<.f09{IC�t �,6if T7554CXc �AikkAYT..jCRt-0tttri.L' .. i JULY 17, 2017 %JI— 1 Lit-1 r%I[— (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24" O.C. (BASE AND V) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. I CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 0 0 000 g>ru111pilau±+ 4hahuf e'.S-1Vol tit[t 6r:isdrdtsga7��aae!�mt:rit�rsa�sTeosa&she&a mR;TiD;czkmelanu [,AO�st;itLRtbaH;x4kat6ske �.pn'essoha�tlxsiaulae slit[ tims^H plans>ieU (xairi G>neTp akrd5; L tTtesi h 3e 0a a e, t t +)r+al'.indaxwsr dM sadm m. iD(!rytisrs[S m uttyme e0G je�rxwmd rv�nurngt �nit9it, lvRedek-ey clna svry'rAxt GksA! reth Ttt� s2,; mtrl iN:. ixdeu�itiu�ra:,lydsg rnia ss6is; el atras liter/a fuq<s ttis nslaas3d�drtt'!wnB, tE[ ae'tastsn:ek�tmeEst i+tlE.�Des~tH ek+:seselat�!IK,t�iti elthzfa;ali;il�s}HEt xzdls"I Ito#Neeae#kt T9 e..fmr'altaasfYe3 fnis: ixidip k»e:�-nrexte:�.wll�nacSiteaq sh4'f5e ctn x dilEn[£eaghtaed ivxtteta [.7ts;ts idaxto ae(65ud!St jmnns id p dtlw Ott€ Is:ilq c0q;k w^w;mat italpdilot it Ttl and sm wetcffimtwleesail=lmtt r1i; lenses of nspemR:WV4""s ifOtI ssDesty.t,Sms bm 6.PnersidIms Oma xaecs,isetsrl tid0tddsReed iaxsAt ;ncxli[edprxn kslrt4. 71n irvg2epi}cirEassNi➢4lsiet�Jf'�(Ge.Aralaler_e�tijnlr<o1 e7 TstlaC. pill a�,'blreI,es�a,ate as idirrfmtP{F. Anliony T. Totn66 80083 4451 St .Lucie Blvd. P-t 0;.a a. Gt 2d()Af. FEBRUARY 17, 2017 I STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 * DIAGONAL BRACING REFER TO SECTION A -A TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. V ER1 STUD SECTION B-B i TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12' 1 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE'FIRST,TWO TRUSSES AS NOTED. TOENAIL BLOCKING TD TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS VERTICAL 2X6 SP OR SPF STUDPBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS ** L - BRACING REFER TO SECTION B-13 3X4 = 24' MAX.�F� NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, .SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0' O.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED G' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. (4) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL I GABLES. DIAG. BRACE _9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 05-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP 931 STUD 24" O.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5-6-11 6.6-11 11-8-14 2X4 SP #2 16' O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP #2 24" O.C. 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGDNAL BRACE WITH 10d NAILS 6. O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER BOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING TRUSSES @ 24' O.C. 2X6 DIAGONAL BRACE SPACED 413' O.C. ATTACHED TO VERTICAL WITH (4) - \ 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRDNG13ACK BRACING ALSO SATISFIES THE LATERAL. BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK, USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS �r INSERT WOOD SCREW THROUGH OUTSIDE FACE,OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0131' X 3'). r ATTACH TO VERTICAL WEB WITH (NAILS (0 313)X 3') ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') 2X6 STRONGBACK 4' - (TYPICAL ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') 0' WALL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216. OIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO -AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 y. LATERAL TOE -NAIL DETAIL I STDTL11 X. I -' NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH ANDIEXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 34946 772409-1010 TOE -NAIL SINGLE SHEAR VALUES I PER NOS 2001 (LB/NAIL) DIA SP OF I HF SPF I SPF-S .131 88.0 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 1 58.9 57.6 1 50.3 Z 131 75.9 69.5 60.3 59.0 51.1 o ,n .148 81.4 74.5 64.6 63.2 52.5 N M THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE I I ANGLE MAY VARY FROM 30" TO 60" 45.00' ANGLE MAY VARY FROM 30" TO 60° 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60° 45.00' FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 f A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772— 09-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O J 4 .135 60 48 33 30 20 • ('7 .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 f— z Z JO .131 55 43 29 28 19 W .148 62 48 34 31 21 J J_ N Q � Z 120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J 0 .148 57 44 31 28 20 EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *** USE (3) TOE -NAILS ON 2X4 BEARING WALL *** USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 M A-1 ROOF RUSSES 4451 ST. CUTCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.5 x 4 TYP 2x2 NAILER ATTACHMENT I STDTLI3 NAILER ATTACHMENT ENERAL SPECIFICATIONS MAX LOAD': 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. Q \Ao `� 2x4 SP No. 2 (Min) o° o° o° 1.5 x 4 2x2 SP No. 3 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTLI4 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-40971010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER :r 12 VARIES (4) 12d MAX 30" (2'-611) 2x6 #2 SP (Both Faces) 2411 o.c.` SIMPSON H5 w-.j,mvm Rwas#31 9 4.'1"; IM 1wWmHq1,fi st591.r19t tca:d'i8A 1riAbt"GN'1 3kfICA ".afi[:"b r ilt :ipl xh d a€-aht Po ti..'ittg+xr^nelTi,; lode s� a w#ki,F eAewe iacetbe a Upixx aMnT `vAm�aal4: aa�{ a rxca mr.,te+<akr°kn,akrm a:bu.t5t. taal is ot>3pv=ra t":r sa �7 a r �ruur�tue n..p�:tabtnias i:s:ate saa94*1. roasau�+aarsmy�t &Nca kai�ut:••tuTria. Jaaaa<i� rwtt,t +�, u ,.,c u, Anthony T. Tambo lIT<g'.E. anb.se s?7vit,tiitw mf.�'�ap is^a t+iaaa?�'�t!si wt9rnt,'1e 4'o ds i dA ea'n 3Sib.e gf pe. StwauatN lGf,Ri,tM rK>w3fe WSFksal.atk uAn aN.tbi, Txspp:or skeiAP.�i u;.f,»rd t �EleJ as9. pk�fia;, % ye,btklPfinsa4i+xd.,i skalet iu tnaabiL;ik �, 800S3 ' '�!i sTw�pnWW�mw. taus ut �.lae7"apaNa. vm-waf aatg«lf�aaf sa �.dapCs$xw•n.d �tki'a!ax+ "flit sHhptddQJispla�[laarta?et Rt kn gtarai k°1 a tD, l;tt'�.as+`�s zntia '1,b°sd�3 }�ndtsximtaa,tg:. trwafi, 2rp+nrsutrnt A«,aar. re �fn 4457.R. Wdt BNd, krixHr&FAmikta(xaritepraiymaxt. apkfa?I pf4t xari tAi Teeitd ,gsfs xsna0i bx43irq.as }ia<,aL a *t:asEeyiaett dary 9aiimt. 131 cgibirs€ma. eea. iekrx3 a"PI f. For, Pluce, FL 34946 • tapgightOva A-1 AsalLussses•AnAsag 1,1040fl4P1 Sapsadatt=.nn sfibisds;nmit1,i,,Py thim,btpmbi5ihdrivfham the rrfiuet.pem,'mroa has: Aa RontTtum,- Aptkoy T. Tomb uLF.I: STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 FEBRUARY 17, 2017 DAMAGED OR -MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) I MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF- 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 124" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30"" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 136" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 Q. 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT ANDiBACK ATTACH 2X_ SCAB OF THE, SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ION BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C), SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + •10d NAILS NEAR SIDE + 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X I DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF G' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE iTRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 1 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSESIIN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: , LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT:I STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF lOd COMMON WIRE NAILS (.148' OIA. X 3') SPACED G' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING ,THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT'WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING150 PSF. - TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES