The URL can be used to link to this page

Home My WebLink AboutTRUSS-ENGINEERING4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com i e A TRUSS ENGINEERING PROJECT: LANDERS COUNTY ST LUCI E LOT/BLK/M,Gr EL: LANDERS JOB#: 72005 MASTERM B51164 OPTIONS: NO OPTIONS s A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 72005 Lumber design ivalues are in accordance with ANSI/TPI 1-2007 section 6.3 These truss de igns rely on lumber values established by others. Site Information: Customer Info: COASTAL CONSTRUCTION AND DESIGI` Lot/Block: Mode Address: 4582 OCEAN DR., JENSEN BEACH, FL Subdi City: Count Name Address and License # of Structural Engineer of Name: James Bushouse Licem Address: 1176 SW 4th Court City: Boca Raton, FL 33432 General Truss Engineering Criteria Design Loads (In( Loading Conditions): Design Code: FBC2017/TPI2014 Desig Wind Code: ASCE 7-10 Wind Speed: 180 Roof Load: 55.0 psf Floor This package includes 91 individual, dated Truss Design Drawings and 16 With my seal affixed to this sheet, I hereby certify that I am the Truss Desig conforms to 61 G15-31.003,section 5 of the Florida Board of Professional E A-1 Roof Trusses 4451 St Lucie Blvd ' Fort Pierce, FL 34946 INC. Project Name: LANDERS LANDERS St Lucie State: FL cord, If there is one, for the building. #: 20311 ' ividual Truss Design Drawings Show Special Program: MiTek 20/20 8.1 oad: 0.0 psf iditional Drawings. Engineer and this index sheet tineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0117193 A01AG 5/3/18 13 A0117205 A07A 5/3/18 25 A0117217 Al3A 5/3/18 2 A0117194 A01 G 5/3/18 14 AO117206 . A08 5/3/18 26 A0117218 A14 5/3/18 3 A0117195 A02 5/3/18 15 A0117207 A08A 5/3/18 27 A0117219 A14A 5/3/18 4 A0117196 A02A 5/3/18 16 A0117208 A09 5/3/18 28 A0117220 A15 513/18 5 A0117197 A03 5/3/18 17 A0117209 A09A 5/3/18 29 A0117221 A16 5/3/18 6 A0117198 A03A 5/3/18 18 A0117210 A10 5/3/18 30 A0117222 A17 5l3/18 7 A0117199 A04 5l3/18 19 A0117211 A10A 513/18 31 A0117223 A18 5/3/18 8 A0117200 A05 5/3118 20 A0117212 A11 5/3/18 32 A0117224 Al9G 5/3/18 9 A0117201 A05A 5/3/18 21 A0117213 A11A 5/3/18 33 A0117225 B01G 5/3/18 10 A0117202 A06 j 5/3/18 22 A0117214 Al2 5/3/18 34 A0117226 B02 5/3/18 11 A0117203 A06A 513/18 23 A0117215 Al2A 5/3/18 35 A0117227 B03 5/3/18 12 A0117204 A07 5l3/18 24 A0117216 A13 513/18 36. A0117228 B04G 513/18 The trus-s drawing(s) referenced have been prepared by MiTek Industries, Inc. Ltd. Truss Design Engineer's Name: Anthony Tombo III My IiceRse 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. The suitability and use of components for any particular building is the res building designer, per ANSIITP14 Sec. 2. The Truss Design Draw!ng(s)(TDD[s]) referenced have been prepared base, construction documents (also referred to at times as 'Structural Engineerir provided by the Building Designer indicating the nature and character of th The design criteria therein have been transferred to Anthony Tombo III PE Trusses or specific location]. These TDDs (also referred to at times as 'Sty Engineering Documents) are specialty structural component designs and project's deferred or phased submittals. As a Truss Design Engineer (i.e., Engineer); the seal here and on the TDD represents` an acceptance of profe engineering responsibility for the design of the single Truss depicted on th Building Designer is responsible for and shall coordinate and review the T compatibility with their written engineering requirements. Please review a related notes. my direct supervision based on the parameters provided. oy AT r Roof i russes, onsibility ofthe on the Documents) work. I [Al Roof ctural Delegated ay be part of the pecialty sional qq h TDD onlynt7�iey T. Ds for TDDs and all Page 1 of 2 A-1 ROOF TRUSSES A.FLORIDA CORPORATION RE: Job 72005 ber design values are in accordance with ANSI/TPI 1-2007 section 6.3 ,e truss designs rely on lumber values established by others. No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0117229 C01G 5/3/18 75 A0117267 J713 5/3/18 38 A0117230 CO2 5/3/18 76 jA0117268 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 5/3118 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 A01.17236 CJ3A 5/3/18 82 A0117274 MV10 5/3/18 45 A0117237 CJ3C 5/3/18 83 j 0117275 MV2 5/3/18 46 A0117239 CJ5 5/3/18 84 P0117276 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 5/3/18 49 A0117241 D01 G 5/3/18 87 A0117279 MV8 5/3/18 50 A0117242 D02 5/3/18 88 �0117280 V12 5/3/18 51 A0117243 EB01 5/3/18 89 �0117281 V16 5/3/18 52 A0117244 EB02 5/3/18 90 A0117282 V4 5/3/18 53 A0117245 G01 G 5/3/18 91 A0117283 V8 5/3/18 54 A0117246 G02 5/3/18 92 STDL01 STD. DETAIL 5/3/18 55 A0117247 G03 5/3/18 93 STDL02 STD. DETAIL 5/3/18 56 A0117248 G04 5/3/18 94 STDL03 STD. DETAIL 5018 57 A0117249 G05 513/18 95 STDL04 STD. DETAIL 5/3/18 58 A011,7250 G06G 5/3/18 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 5l3/18 66 A0117259 HJ7 5/3/18 104 STDL13 STD. DETAIL 5/3/18 67 A0117258 1-1J7-3 5/3/18 105 STDL14 STD. DETAIL 5/3/18 68 1 A0117260 HJ7A 5/3/18 106 1 STDL15 STD. DETAIL 5/3/18 69 A0117261 J5 5/3/18 1 1107 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 Job Reference (optional) Al Root l russes, Fort Pierce, FL 3494b, design(a_Vaitruss.com 0-6-6 2-1-8 14-1 5.00 12 3x8 2 5x10 u 9 3x4 = 10 3x6 I I 5x6 = 7-0-0 1-9-8 14-1-9 t$.lzu s rvov Iz zuI r mi i eK maustnes, mc. r nu may a uu:i o:u4 zui o rage -i 3x8 11 4 20 21 8 22 7 23 4x6 = 4x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.16 7-9 >999 360 TCDL 15.6 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 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 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 guide. REACTIONS. (lb/size) 6 = 1510/Mechanical 10 = 1652/0-8-0 (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=-1491/1265, 2-9=-1533/1744, 3-9=-202/324, 3-7=-552/690, WEBS 2-10=-1491/1265, 2-9=-1533/1744, 3-9=-202/324, 3- 1=-552/690, 4-7=-1076/1173, 5-7=-2340/2568 NOTES- 1) Unbalanced ro, for this design. 2) Wind: ASCE 7- Vasd=139mph; Ti Cat. IJ; Exp D; En cantilever left exp DOL=1.60 3) Provide adegm ponding. 4) This truss has chord live load no loads. 5) . This truss ha: 20.Opsf on the bo rectangle 3-6-0 to bottom chord and 6) Refer to girder 7) Provide mecha to bearing plate G at joint 6 and 1351 8) Hanger(s) or of provided sufficien lb down and 4591 lb up at 9-0-12, 1 , 112 lb down and and 208 lb up at up at 17-0-12, an 19-0-12 on top ch 7-0-0, 37 lb down and 28 lb up at 1 13-0-12, 37 lb dot lb down and 28 lb 40 lb up at 19-0-' design/selection c responsibility of o' 9) In the LOAD Q face of the truss a live loads have been considered 0; Vult=180mph (3-second gust) DL=5.Opsf; BCDL=5.Opsf; h=39ft; ., GCpi=0.18; MWFRS (envelope); sed ; Lumber DOL=1.60 plate grip e drainage to prevent water Den designed for a 10.0 psf bottom concurrent with any other live been designed for a live load of om chord in all areas where a by 2-0-0 wide will fit between the any other members. ;) for truss to truss connections. ical connection (by others) of truss pable of withstanding 1319 lb uplift lb uplift at joint 10. ier connection device(s) shall be to support concentrated load(s) 220 up at 7-0-0, 112 lb down and 208 2'lb down and 208 lb up at 11-0-12 208 lb up at 13-0-12, 112 lb down 5-0-12, and 112 lb down and 208 lb 1 122 lb down and 230 lb up at rd, and 135 lb down and 79 lb up at ind 28 lb up at 9-0-12, 37 lb down -0-12, 37 lb down and 28 lb up at n and 28 lb up at 15-0-12, and 37 ip at 17-0-12, and 57 lb down and 2 on bottom chord. The such connection device(s) is the E(S) section, load's applied to the noted as front (F) or back (B). Dead Load Den. = 1/16 in 5x8 = 5 24 25 6 3x6 II 20-11-10 21-4-2 6-10-1 0-3-8 PLATES GRIP MT20 244/190 Weight: 143 lb ' FT = 10% 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=-18(F) 21=-18(F) 22=-18(F) 23=-18(F) 24=-18(F) 25=-47(F) Job Truss Truss Type city, Ply 72005 A01G HIP GIRDER 1 2 •A0117194 Job Reference (optional) Al Roof Trusses, FortPierce, FL 34946, design@altruss.com 1 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:11 2018- Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-ONpJpvkB3uhNkwRSIZZuU4brXGzu??14ffd5phzKGWU 41-10-6 0-o-02-3-8 i 7-0-0 i 11-8-13 i 16-3-15 i IT-0 i 25-6-1 30-1-3 i 34-10-0 39-0-6 i 41-10-0 i 0 2-3-8 4.13 4-7-1 4-7-1 4-7-1 4-7-1 4-8-13 4-8-8 2 Dead Load Deft. =1/4 in 5.00 12 7x10 5x8 / i \ 5x8 2 ; .T1 3 i T1, 10 `o 22 21 41 42 20 43 1I9 44 18 45 46 17 47 48 16 49 15 50 14 51 52 13 12 4x8 [ I 5x6 4x6 = - 5x8 P = 4x8 - - 5x8 = - 5x6 - 4x8 i I 4x6 = 41$8 i 1-9-82r3,8 7�0 11-8-13 16.1-15 20-11-0 i 25-0-1 30-1-3 i 34-10-0 i 39-fr8 40X 41jC1 4-8-13 4-7; 1 4-7-1 4-7-1 4-7-1 4-8.13 4-8-8 -6- 03�-8 14-0 Plate Offsets (X,Y)- [3:0-2-12,0441, [6:0-5-0,04-12], [9:0-2-12,04-41, [12:0-4-11,0-1-111, [22:0-4-11,0-1-91 LOADING (psf) SPACING- 2-0-0 CSI.' DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.88 17 >508 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.80 17 >562 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(CT) -0.15 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 578 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc puriins. 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, 9-1 0=-4120/649 1, 10-11=-306/620 BOT CHORD 1-22=-460/306, 21-22=-488/306, 21-41=-5736/3667, 41-42=-5736/3667, 2042=-5736/3667, 20-43=-9925/6410, 19-43=-9925/6410, 19-44=-9925/6410, 18-44=-9925/6410, 18-45=-1 231117964, 45-46=-12311/7964, 17-46=-12311/7964, 1747=-12325/7964, 47-48=-1232517964, IOT CHORD -22=-460/306, 21-22=-488/306, 1-41=-5736/3667, 41-42=-5736/3667, 0-42=-5736/3667, 20-43=-9925/6410, 9-43=-9925/6410, 19-44=-9925/6410, 8-44=-9925/6410, 18-45=-12311f7964, 5-46=-12311/7964, 17-46=-1231117964, 7-47=-12325f7964, 47-48=-12325/7964, 6-48=-12325/7964, 16-49=-9952/6410, 5-49=-9952/6410, 15-50=-9952/6410, 4-50=-9952/6410, 14-51=-5782/3667, 1-52=-5782/3667, 13-52=-5782/3667, 2-13=-576/306, 11-12=-576/306 -22=-2701/3851, 2-21=-5445/3507, -21=-740/804, 3-20=-4980/3282, -20=-1654/2261, 4-18=-2864/1871, -18=-920/1176, 5-17=-980/640, -17=-586/656, 7-17=-963/640, -16=-920/1167, 8-16=-2848/1871, -1 4=-1 654/2251, 9-14=-4958/3282, -13=-739/780, 10-13=-5369/3507, 0-12=-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 Continued on page 2 5) Provide adequate drainage to prevent water 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 1,99 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 aWJ 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 Ply 72005 A01G HIP GIRDER 1 2 A0117194 Job Reference (optional) AT Roof Trusses, Fort Pierce, FL 34946, designLaltruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Wert: 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) U.12U S NOV 1Z ZU1 / MI I eK Industnes, Inc. I hu May 3 U9:10:11 ZUlU Vage Z ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-ONpJpvkB3uhNkwRSIZZuU4brXGzu?? 14ffd5pHzKGWU Job Truss Truss Type Qty Ply 72005 A02 Hip 1 1 A0117195 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:12 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-sZNhOFlpgCgEL40esH471 H88ygJHkNUDuJNeQZKGWT M2-3-8-1 I 20-11-0 26 9-15 32-10-0 39 4-8 0 b 62-3� 6 8 8 6-0-1� _,I 10-15 510 6-0-1 6- 8 Dead Load Dail. = 3116 in 7x10 MT20HS= 7x10 MT20HS= 4x4 = 7x10 MT20HS= 4x4 = 5.00 12 3 4 5 6 7 8x1$ 6x10 G .T1 4 4 4 4 •r 2 '"�� a w itn -o 17 16 15 14 13 12 11 10 9 Us 4x10 = 5x8 = 4x8 = 5x8 = WO= 5x8 II Us MT20HS 11 4x6 = 4x6 = 1-9-8 3 9-0-0 15-0-1 20-11-0 26-9-15 32-10 0 39-1-0 3 -8 1-9-80 6 0 6 8 8 6 0-1 5 10-15 5 10-15 6-0-1 6-3-0 0 8 Plate Offsets (X,Y)—[2:0-5-0,0-4-01,[3:0-6-8,0-4-81,[5:0-5-0;0-5-01,[7:0-6-8,0-4-81,[9:0-4-12,0-2-21,[10:0-5-0,0-2-81,[17:04-12,0-1-81 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 0.49 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 >7611 240 MT20HS 11171143 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 240OF 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 240OF 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 1/3 pis 2-16, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 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(LC12) 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, 11-12=-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- )) 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 2499 lb uplift at joint 17 and 2251 lb uplift at joint 9. LOAD CASE(S) 1 Standard Job Truss Truss Type Qty Ply A0117196 72005 A02A Half Hip 1 1 Job Reference (optional) AT Koot I russes, Fort Pierce, FL J484b, ceslgn(Qlaltruss.cOm 0 -0 2-1-8 9-0-0 0- -6 2-1-8-6-10-8 5.00 FIT 2 til e e 3x8 = e10 416 II 1-9-8 2,1,8 9-0-0 5x10 3 C.l LU 5 NOV 7 L LU-I / MI 1 eK I1-111U5me5, InG. I nU May J UV; 10; , 3 GU 10 rage , ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LIx4EbmRaWy5zDbgQ_cMaVgDF4ebTxwN7z6CuAzKGWS 15-1-9 21-3-2 6-1-9 6-1-9 3x6 11 4 9 8 7 lx, II 4x6 = 3x10 = LOADING (psf) SPACING- 2110 CSL 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 FBC2017/TP1, 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 pudins, 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 quide. 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. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1048/638, 2-3=-136611244, 3-4=-1191/1283, 4-5=-1191/1283, 5-6=-980/1118 BOT CHORD 1-10=-756/1111, 9-10=-1294/1111, 8-9=-1 286/1110, 7-8=-1 286/1110 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-h0; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; En lei., 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 adequ9te 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 6 and 741 lb �plift at joint 10. LOAD CASE(S) Standard V,,odioad Defl. = 1/16 in 5 6 3x6 II PLATES GRIP MT20 244/190 Weight: 138 lb FT = 10% 0 Job Truss Truss Type Qty ply 72005 A03 Hip 1 117197 Job Reference (optional) 7x10 MT20HS= 3x6 11 7x10 MT20HS WB= 6x6 = 5.00F1-2- 4 5 a 7 01— , —Ii Nu I U& uwUbUlUb, HILL IFIU May 3U`Ja O:14 ZU I 7x10 MT20HS-- a Dead Load Den. =1/8 in 44 = ixa = 4x4 = 15x8 = 4x8 = 4x4 = 5x8 = 4x4 = 8x10 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud 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 FBC2017/TPI2014 Matrix -MS Weight: 283 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x6 SP 2400F 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 2400F 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-M (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. (Ib) 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 1-1 8=-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 IOT CHORD , -18=-598/248, 17-18=-5249/2582, 6-17=-5812/2851, 15-16=-5812/2851, 4-15=-7765/3848, 13-14=-5654/2780, 2-13=-5654/2780, 11-12=-4851/2409 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 Q Job Truss Truss Type Qty Ply A0117198 72005 A03A Half Hip 1 1 Job Reference (optional) Al Root I cusses, con Fierce, rL 14U46, oeslgnLanruss.com O. 1zvb IVUV ILLU1/ IVII I ch IIIVu,111GJ, II IV. IIIU 1—Y JVJ. IJ. IY cV 1V "U' 1 LG9D5?YIAEyzKd3P-pyVSRxn3Lp4ybNAOzh7b6iDNnU1 xClaWMdslQczKGWR i-1-9 1 21-3-2 ' , 5x6 = 2x4 I I 3x4 = Dead Load Defl. =1/8 in 4 5 6 5.00 12 2x4 �� 3 4 3 2 \ I 0 'e 8 10 9 4x6 = 3x8 = 16 11 4x 3x8 = 6x6 = 1-941 2 1 8 11-0-0 20-11-10 2- -2 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 Ud 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 FBC2017/TP12014 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, 2-10=-1089/1567, 5-9=-309/376, 5-7=-1082/1315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-( 0; 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 81 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 no�concurrent 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-M wide will fit between the bottom chord and lany other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 7 and 701 lb �plift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 A04 Half Hip 2 1 zAO117199 Job Reference (optional) o. Izu s rvov -Iz zu-I / mr I eK mausines, Inc. I nu May J u5:1b:1b 2018 Pagel ID:nKMLCG99vHyLG9D57YIAEyzKd3P-H83geHnh67CpCXIDXPegfwmZLtM3xskgaHbJyAzKGWQ 13-0-0 21-3-2 2-10-10 8-3-2 5x8 - 4 3x6 11 Dead Load Defl. = 3116 in 5 3x8 = 4x16 11 3x4 = 4x6 = 6x6 = Plate Offsets (X,Y)— [6:0-3-0,0-4-81, [9:0-0-15,Edge] /-I I-lu u-J-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud 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 j 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 FBC2017lfP12014 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 purlins, 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=-1426/1109, 7-8=-1113/875, 7-13=-11131875, 13-14=-1113/875,6-14=-1113/875 WEBS 2-9=-1086/1636, 3-8=-387f782, 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 v Job Truss Truss Type Qty Ply A0117200 72005 A05 Half Hip 1 1 Job Reference o tional Al Root i russes, tort Ylerce, rL 34U4o, aesignLairruss.com 11 2 O-1-8 , 4-7-8 1 2114o_�. n �_as B.ILu s IVOV 7L LU 1 / WICK InuUSIneS, Inc. 1 nU May a um lo: 1 o Lu 10 rdyu 1 5.00 12 5x8 2x4 11 Dead Load Deft. = 1/16 in 6 7 3x8 11 5 6x6 W7 4 W� 4x8 6 48 3 I I 2VV 2 •� — 1 14 1 CT. 10 A0 MT20HS= 13 21 22 135 Ic 1� 17 16 15 7x8 = 12 9 8 3x4 - 6x6 = 2x4 11 2x4 I I 3x6 11 4x6 = 20-11-10 i 1-9-8 2r1r8 4-0-0 4r7r8 12570 i 15-0-0 i� 1&10-8 1y-$-0 21-3-2 1-Iii 0-0-0 2-2-8 0-3.8 7-10-2 2-6.6 3-10-8 0-3-81-9-10'M Plate Offsets (X Y)- [4:0-3-0 Edgel[8:0-4-8,0-1-81,[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) I/defl L/d 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 187/143 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 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except* 132,136: 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 guide. REACTIONS. (lb/size) 8 = 1040/Mechanical 17 = 130410-8-0 (min. 0-1-9) Max Uorc 17 = 562(LC 12) Max Uplift 8 =-621(LC 9) 17 _-686(LC 12) Max Grav 8 = 1040(LC 1) 17 = 1304(LC 1) WEBS 2-17=-1 001 /1344, 3-13=-1109/1662, 5-13=-667/1164, 13=-1421/1126, 6-10=-1052/1370, 14-17=-310/68, 2-14=-2503/1917 NOTES- 1) Wind: ASCE 7- 0; Vult=180mph (3-second gust) Vasd=139mph; T DL=5.Opsf; BCDL=5.0psf; 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) 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 do 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 zany 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 621 lb uplift at joint 8 and 686 lb uplift at joint 17. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except LOAD CASE(S) when shown. Standard 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, Job Truss Truss Type Qty Ply 'A0117201 72005 A05A ATTIC 1 1 Job Reference (optional) Al Mot i russes, tort Pierce, t-L J4u4b, aesignLaltruss.com izu s Nov iz zul / mi i eK 1naustnes, inc. i nu May J UN:lb:l / ZU16 Page l VLG9D5?YIAEyzKd3P-DXBa3ypyekSXSrvbfgglkLrvZh?9Phsy2b4P1 xz'KGWO 4-10-10 13-4-14 2-10-4 &8� 3x8 II 7x6 = 5.00 V2 6x8 = 7 8 2x4 II 18 13 7x6 WB� 4 1.5x4 II 4x12 3 T • Dead Load Deb. = 114 in y 1-2 11 10 9 4x4 = 3x8 11 7x6 = 3x8 I I 8x8 = 1-9-8 2T1r8 10-1-6 18-4-14 20-11-1021i-$-2 1 1-9-8 0�-0 1 7-11-14 8-3-8 2 6-12 0-3-8 Plate Offsets (X,Y)— [1:0-1-15,Edge], [2:0-2-12,0-4-41, [3:0-3;-O,Edge], [5:Edge,0-6-31, [8:0-3-0,0-4-01, [9:Edge,0-4-81, [11:0-3-0,0-4-12], [12:0-4-9,0-1-7], [14:0-6-0,0-1-12] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d 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 WB 0.79 Horz(CT) -0.02 9 n/a n/a, BCDL 10.0 Code FBC2017fTP12014 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' 62: 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 auide. 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=-1113/1049, 9-1 0=-1 087/1015 WEBS 2-11=-98/531, 4-11 =-1 34/393, 10-14=-501/884, 7-14=-1123/1414, 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 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) 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 p Truss Truss Type City Ply A0117202 72005 A06 Half Hip 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design(a)altruss.com 6x6 4 4x8 4x8 i:� 3 14 17 16 15 6x6 = 2x4 1 3x4 = 5x10 MT20HS= ti.12U S NOV 111U1 / MI I eK Industne5, Inc: Inn May 3 U9:1b:1t$ 2U1 ti Pagel 5x8 5.00 r12 6 3x8 I I 5 13 21 7x8 = 2X4 II 7 0 1 10 r-$-B 4x4 = c 22' 12 9 8 3x6 II 2x4 II 19-2-0 21-3-2 Dead Load Defl. =1116 in Plate Offsets (X,Y)— [4:0-3-0,Edgel, [8:0-4-8,0-1-81, [13:0-3-0,0-4-81, [14:0-5-1;2,0-2-81, [17:0-3-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.15 13-14 >999 360 MT20 2441190 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 FBC2017/TP12014 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 pudins, 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 guide. 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 (Ib) 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 1-1 7=-42/430,16-17=-353/219, 13-14=-3428/2409, 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 2-17=-1001/1361�-l 3-13=-1139/1741, 5-13=-701/1231,3=-169111309, 6-10=-937/1297,14-17=-342/104, 2-14=-2532/1918 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=5.0psf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(?) 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) 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-" 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 Al RnnF Tn Gnea Dio GI 9AOAR .1.. ..11..�a.. Job Reference (optional) ... ....... ................... ..v.., .. ..�..�v, ....�y,`,o,uu�a.wii, o.IGu J IVVV IG Au I! IVII I uK InuuDLrIeS, Inc. Inu may au`u:-13:-1`J zultl Pagel ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-9vILUegCAMiEh82_mFimpmwDKVe8tboFVvZW50iKG Wh "_0 10-1-0 17-" 18-4-14 21-3 2 0 0-0 10-1 6 6-10-10 1-4-14 , 2-10� 5x6 :::: 3x8 11 6x6 = 5.00 12 7 8 Dead Load Defl. = 3116 In I 6 3 10 = 1 ! 2x4 11 17 8 7x10 MT20HS� 4 3 10 V6 6x6 i C? 2 8-0-0 0 12 11 10 9 4x4Us 11 = 7x6 = 2x4 11 W = 1-98218 10-1-6 18-4-14 20-11-1021 -2 / 1-9-804-0 1 7-11-14 8.3-8 2-6-12 0.3-8 Plate Offsets (X,Y)— [1:0-2-3,Edgel, [2:0-2-12,0-4-41, [3:0-5-0 Edge] [5:0-2-1 0-0-0] f9:Edge 0-4-12] [11:0-3-0 0-4-8] [12.04-10 0-1-81 [13.0-5-0 0-2-91 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 FBC2017fTP12014 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 (lb) or less except when shown. TOP CHORD 1-2=-591/360, 2-3=-1348/660, 3-4=-1171/668, 4-17=-1061/793, 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, -11=-47/570, 4-11=-39/267, 0-13=-266/714, 7-13=-409/565, -1 3=-2271/2757, 2-12=-1 228/1634, -13=-1866/2363, 9-13=-2507/2777, ) Unbalanced roof live loads have been considered )r this design. ) Wind: ASCE 7-10; Vult=180mph (3-second gust) rasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf, h=39ft; :at. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) nd C-C Exterior(2) zone; cantilever left exposed ;C-C x members and forces & MWFRS for reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 ) 100.01b AC unit load placed on the top chord, 4-0-0 from left end, supported at two points, 2-0-0 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 v Job • Truss Truss Type Qty Ply A0117204 72005 A07 Half Hip 1 1 Job Reference (optional) AT Root Trusses, Fort Pierce, I-L 34946, design(Naltruss.com Y 6.1 LU S NOV 12 LU1 / MI IeK Inaustnes, Inc. I nu May 3 U9:1 b:1U LU1 t3 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-d5sji_rgxfg5JldAKyE?MzTNwu2hc41 PkZJ4dGzKGWL 21-3-2 4x6 11 4x6 11 5.00 12 6 7 6x6 5 6x6 4 W6 4x6 i 3x8 3 n 1 4 17 16 15 3x4 = 6x6 = 2x4 11 1_gg10. 4x6 = 13 7x6 = 12 9 8 20-11-1%r6 11 1,,2ub 11 Dead Load Defl. =1/16 In 0-2-0' 1-o 10 Plate Offsets (X,Y)— [4:0-3-0,Edgel, [5:0-3-0,0-4-01, [7:Edge,0-3-81, [8:0-4-8,0�1-81, [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 CSI. DEFL. in (loc) I/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/TPI2014 Matrix -MS Weight: 162 Ib 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-I 7=-416/170, W1: 2x6 SP No.2 2-14=-2414/1837, 5-10=-1465/2004 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-8 oc bracing. Except: 6-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 7-8, 3-13, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1040/Mechanical 17 . = 1304/0-8-0 (min.0-1-9) Max Horz 17 = 712(LC 12) Max Uplift 8 ; _-734(LC 12) 17 =-658(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=-406/79, 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, 10-11=-1865/1344 WEBS 2-17=-1029/1418, 3-13=-1013/1546, 5-13=-79/455, 14-17=-416/170, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Ency., 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 adequae drainage to prevent water pondir. 4) All plates are M20 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 bottiom chord in all areas where a rectangle 3-&0 tall) by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 734 lb uplift at joint 8 and 658 lb uplift at joint 17. LOAD CASE(S) Standard l Job Truss Truss Type Qty Ply 72005 A07A ATTIC 1 1 .A0117205 Job Reference (optional) A i K00i i Musses, run rMeMce, rM_ _Kayo, 0es1gn(aa 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu 4x6 = 6x6 = 3x8 11 5.00 12 6 7 8 3x8 11 7x6 = 2x4 11 1Ox10 = 4x4 = 2-1-8 .. 21-3-2 Plate Offsets my)— rl:0-2-3.Edae1. 12:0-2-12.0-4-41r3:0-5=n_FrineL r5 n-9-1 n-0-01 n n_s_n 0-o-41 r11 n_a_n n-A_u1 rrD•rLe_,n n_, 9Z1 r,o.n � ,n n , Al 3 09:15:20 2018 Page 1 Dead Load Defl. = 3/16 in 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 WB 0.99 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 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 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. REACTIONS. (lb/size) 9 = 1093/Mechanical 12 = 1333/0-8-0 (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=-1166/573, 4-17=-1057/695, 5-17=-954/715, 5-18=-1 77611259, 6-18=-1750/1331, 6-7=-1355/1075, 7-8=-1507/1184, 8-9=-1165/942 BOT CHORD 1-12=-506/701, 11-12=-1635/1077, 10-11=1221/1072, 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, 0-13=-271/718, 6-13=-718/1024, 5-13=-2164/2693, 2-12=-1228/1596, -13=-1601/2037, 9-13=-2536/2911 NOTES- j1) 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 8M 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 UININHABITABLE. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117206 72005 A08 Half Hip 4 1 Job Reference (optional) Al KOOT i cusses, r-on rlerce, r•L -54u4o, oeslgn(OJa-rimss.com o. 1" 5 IVUV I L Lu 1 / Ivll I eK lliu rIes, Inu. 1 [lu IVlay a U5: I a:L I zu I o rage I ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-61Q5vKsSizyywSCNuglEu B?YgIMYLXGYzD2dAizKGWK 2-1-8 1 21-3-2 • 0 4-7-8 1 12-5-10 i 18-10-8 20-11-0 il 2-G-0 7-10-2 64-14 2-" 2-1-8 04-2 5.00 F12 6 Dead Load DeO. = 1/16 in I 6x6 5 6x6 4 W6 4x6 m 3x8 5:� 3 2N1 4 N 1 3 1� 4x4= 0 o 14' d Sx10 M 12 16 15 i4 7x6 = 11 8 7 3x4 —_ 6x6 = 2x4 II 3x6 ii 2x4 II 2x4 11 2-1-8 20-14b3-2 i t-9.8 i i 4-4-04u7 8 12-5-10 18-10-8 1%2-020-Alr10 1i 8 11 2-2-ON 7-10-2 6.4-14 0- �0 10 04-0 1-9-M-3-8 Plate Offsets (X,Y)-- [4:0-3-0,Edgel,f5:0-3-0,0-4-41,[7:04-8,0-1-81,[12:0-3-0,0-4-81,113:0-5-8,0-2-81,[16:0-3-0,04-81 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.15 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.14 12-13 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) -0.10 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 163 lb FT = 10% 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, 13-16=-517/207, W1: 2x6 SP No.2 2-13=-2415/1839,15-9=-1494/2059 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-11 oc bracing. Except: 6-M oc bracing: 13-15 WEBS 1 Row at midpt 6-7, 3-12, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1040/Mechanical 16 = 1304/0-8-0 (min.0-1-9) Max klorc 16 = 789(LC 12) Max Uplift 7 = -834(LC 12) 16 = -627(LC 12) Max Grav 7 = 1040(LC 1) 16 = 1304(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-416179, 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 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) All plates are MT20 plates unless otherwise indicated. 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 834 lb uplift at joint 7 and 627 lb 6plift at joint 16. LOAD CASES) Standard Job Truss Truss Type Qty Ply 72005 A08A ATTIC 1 1 •A0117207 Al RnnfTniecnc Fn.f M.— CI WOAa ,,,...,........,._.-- -__ Job Reference (optional) -- ----- „- --I mc- _ ,In. lnumdy auu:1a;zzzu-ia ragei ID:nKMLCG99vHyLG9D5?YIAEyzKd3PaUT6gt4TH4pYcnZRNGTROYkiite4xj!BtoAtzKGWJ 10-1-6 184-14 21-0.021 2. a 101 s 8-3-8 2a-z o- 2 5.00 F12 9vd 11 7 11, 10 9 8 4x4 = Us III 7x6 = 2x4 11 10A0 = 2-1-8 21-3-2 Dead Load Defl. = 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/TP12014 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 uide. 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=-2871122, 6-12=-340/547, -1 0=-1 10/588, 4-10=-43/263, -12=-287/722, 6-12=-340/547, -12=-2211/2768,2-11=-1223/1541, -12=1896/2421, 8-12=-2535/2951 Wind: ASCE 7-10; Vult=180mph (3-second gust) isd=139mph; TCDL=5.Opsf; BCDL=S.Opsf; h=39ft; it. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) d C-C Exterior(2) zone; cantilever left exposed ;C-C - members and forces & MWFRS for reactions own; Lumber DOL=1.60 plate grip DOL=1.60 100.Olb AC unit load placed on the top chord, -0-0 from left end, supported at two points, 2-0-0 art. All plates are MT20 plates unless otherwise 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 U1 NINHABITABLE. i i LOAD CASE(S) iStandard 1 W Job Truss Truss Type Qty Ply A0117208 72005 A09 Monopitch 2 1 Job Reference (optional) Al Moor i cusses, rOn coerce, r-L -Au4o, oeslgn(Na-I truss.cOm 2-1-8 O. 1Zu S IVVV IL Lu l / NII 1 eR IIIUUbillub, IIIG. I Ilu Ividy a utl. IO.G Lu 10 rayu 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-aU T6gt4TH4pYcnZRNGTROYIDiga4wOiBtoAi8zKGWJ 2-1-8 5.00 F12 5 Dead Load Dell. = 3/16 in r 6x6 46 4 a 3 W3 3x8 11 2 1 g2``....... ---- 0 9 8 7 6 3x6 I I 3x8 = 4x6 = 6x6 = 2x4 I I 2-1-8 1-9-8 10-0-1 20-11-10 21 2 1-9-8 11 8-2-9 10-7-9 Oj3L8 04-0 Plate Offsets (X Y)— [4:0-3-0 04-01[5:04-4,0-0-0),[6:0-3-0,04-81,[9:04-8,0=1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 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 FBC2017fTP12014 Matrix -MS Weight: 141 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.OE *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 puriins, 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=421 /709 BOT CHORD 1-9=-560/1224, 8-9=-181111295, 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 7-10; Vult=180mph (3-second gust) Vasd=139mph; T<DL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior() 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 no concurrent with any other live loads. 3) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 632 lb uplift at joint 9 and 839 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty ply 72005 A09A ATTIC 1 1 AO117209 Job Reference o tional 11-1 1 . uaa , I-uu ....—, " —avo, uasi91 ILd i u u� 0 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu 5.00I12 .,.,, 11 II, Ju 9 8 4A = Us I I 2-1-8 7x6 = 2x4 11 10x10 = 21-3-2 Plate Offsets (X.Y)-- 11:0-2-3.Edoel. r2:0-2-12.0-4-41_ r3:n-5-n Frinpl r-570-2-1 n_n_rn r1n•n-3-0 0-4-n1 rnl•n-r_o n_,_A, 11) n_O o n n ,n, 3 09:15:23 2018 Pagel Dead Load Defl. = 3/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. V in v(loc) v I/deft UdV V 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/TP12014 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 2-10=-110/588,4-10=-43/263, 9-12=-287/722, 6-12=-340/547, 5-12=2211/2768, 2-11=-1223/1541, -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. i LOAD CASE(S) 1 Standard Job Truss Truss Type Qty Ply A0117210 72005 A10 Monopitch 1 1 Job Reference (optional) Al Hoot I russes, t-on tierce, rL 34946, aesign(cyalrnlss.com 2-1-8 W C.-1 Lu 5 NOV 7L LU-I If MI I eK InOU5rne5, InG. 1 nU may a Vy: I U./a LU 10 raye I ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-2gYsK0ujEaCgAmMI?4ni_c5wz60ppNGrQXXkEazKG W I 5.00 12 5 Dead Load Deb. = 3/16 in 6x6 4x6 � 4 $ A 3 W3 3x8 11 2 9 8 7 6 3x8 = Us 11 2x4 I 14x6 = 6x6 = 2-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TIC 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 FBC2017/TPI2014, Matrix -MS 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 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=421 /709 BOT CHORD 1-9=-560/1224, 8-9=-1811/1295, 7-8=-1 811/1295, 6-7=-1 81111295 WEBS 2-9=-875/1230, 4-8=0/374, 4-6=-1380/1932 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TGDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Enq., 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 een 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. 4) Refer to girdet(sj for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 632 lb uplift a1 joint 9 and 839 lb uplift at joint 6. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 141 lb FT = 10% Job Truss Truss Type City Ply 72005 A10A ATTIC 1 1 �4O117211 Job Reference (optional) �� • • • •�•w. • ^��. ��.y..� a • • ��•u .. o. izu s Nov lz zui r mi I eK inoustnes, inc. I nu May 3 09:15:24 2018 Page 1 ID:nKMLCG99vHyLG9D57YIAEyzKd3P-Wt6EXLuL7uKXnwxxZolxWpd4CWL6YrD_fBHHm'H KGWH 21-8-2 a p o 104-6 1aa 1a 20-10-0 a o s 10-1$ sa a 2-5-2 0-92 i 4x6 5.00 F12 2x4 II 7 ill 10 9 8 4x4 = 3x8 I I 7x6 = 2x4 11 10xl0 = 2-1-8 21-3-2 1-9-8 10-1.6 18-4-14 20.11-10 1-9$ 7-11-142{r12 0. o-a-o Plate Offsets /X.YI— r1'0-2-3_FdnPl. r9•n-9-19 n-A-Al rA.o-5-n Frinnl rS•n-9-1 n-n-n1 rin•n_Z_n n_n_ui r44 n_A_,n n , m no.n n Dead Load Defl. = 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 quide. 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=-2877722, 6-12=-340/547, (WEBS 2-1 0=-1 10/588, 4-10=-43/263, 9-12=-287/722, 6-12=-340/547, 15-12=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) IVasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope). land 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. 13) 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. I5)' 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. 16) Bottom chord live load (30.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. j9-10 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss I to bearing plate capable of withstanding 776 lb uplift at Ijoint 8 and 594 lb uplift at joint 11. 19) ATTIC SPACE SHOWN IS DESIGNED AS � UNINHABITABLE. LOAD CASE(S) Standard Job + Truss Truss Type Qty Ply A0117212 72005 A11 Half Hip 1 1 Job Reference (optional) Al Koor i NSSes, tort coerce, rL J4U46, aesignLaiiruss.com 5.00 F12 6x6 4x6 3 4x16 II 2 3x8 = 9 8 2x4 11 4x6 = 0.I LU s NOV 1.4 LU If MI I eK inausines, Inc. i nu may a uw: io:zo zu io rage i 5x8 11 5 2x4 II 6 7 7x8 = LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.75 BC 0.67 WB 0.74 Matrix -MS DEFL. in (loc) I/defl Vert(LL) -0.14 7-9 >999 Vert(CT) -0.32 7-9 >714 Horz(CT) -0.03 7 n/a L/d 360 240 n/a 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 2x4 SP No.3 Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; W1' 2x6 SP No.2 Cat. 11; Exp D; Enc., GCpi=0.18; MWFRS (envelppe) BRACING- TOP CHORD and C-C Exterior(2� zone; cantilever left exposed ;C-C Structural wood sheathing directly applied or 4-8-7 oc for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 puriins, except end verticals. 2) Provide adequa a drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 5-3-6 oc bracing. 3) This truss has been designed for a 10.0 psf bottom WEBS 1 Row at midpt 4-7 chord live load nonconcurrent with any other live loads. Len MiTek recommends that Stabilizers and required 4) This truss has 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 �y 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) ( ) 5) Refer to girder(s) for truss to truss connections. 7 = 1031/Mechanical 6) Provide mechanical connection (by others) of truss 10 = 129510-8-0 (min. 0-1-8) to bearing plate capable of withstanding 731 lb uplift at Max Harz joint 7 and 664 lb uplift at joint 10. 10 = 706(LC 12) Max Uplift 7 _-731(LC 12) LOAD CASE(S) 10 =-664(LC 12) Standard Max Gray. 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 1-10=-550/1164, 9-10=-1669/1223, 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 Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 150 Ib FT = 10% Job Truss Truss Type city Ply 72005 A11A ATTICI 1 1 A0117213 Job Reference (optional) —GV a —v , C GU, / MI I eK nluu51ne5, inc. r nu May 3 UU:10:Lb LU1d vage 1 39D5?YIAEyzKd3P-SFDy1wbXVaF1 D5KgDKPbEjQaJ1 m01nH6VmOr%&KGWF 4x6 = 6x6 = 5.00 F12 6 7 _ 8 Dead Load Defl. = 3/16 in 7x10 MT20HS� 2x4 11 17 4 1 f I V. 71 IN6 '•1N6 2 I ••\�• 1 8-0-0 12 11 10 9 3x8 11 4x4 = 7x6 = 2x4 II 10x10 = 21-3-2 1-9-82,1r8 10-1-6 18-4-14 za11-10 , 11-80-4-0 1 7-11-14 8-3-8 N— 018 Plate Offsets (X,Y)-- [1:0-2-3,Edge],[2:0-2-12 0-4-41,[3:0-5-0 Edge] [5:0-0-7 0-4-01 [6:0-440-1-01 [7.0-3-00-0-4] [11.0-3-004-81 [12.04-10 0-1-51 [13.0-2-8 0-1-4] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d 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 I Matrix -MS Attic -0.14 10-11 717 360 Weight: 165 lb 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. 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=-13461576, 3-4=-1168/584, 4-17=-1058/705, 5-17=-955/725, 5-18=-1792/1276, 6-18=-1766/1348, 6-7=-1356/1078, 7-8=-1537/1207, 8-9=-1176/951 BOT CHORD 1-12=-504/698, 11-12=-1623/1071, 10-11=-1222/1074,9-10=-1207/1052 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, -11=-70/570, 4-11=-37/266, 0-13=-266/715, 6-13=-735/1043, -13=-2187/2722, 2-12=-1230/1602, -13=-1612/2052,9-13=-2541/2914 11) 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 C2)100.01b AC unit load placed on the top chord, 1 14-0-0 from left end, supported at two points, 2-0-0 lapart. 3) Provide adequate drainage to prevent water I ponding. 14) All plates are MT20 plates unless otherwise I indicated. 15) 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. I LOAD CASE(S) Standard Job a Truss Truss Type Qty Ply 72005 Al2 Half Hip 1 1 A0117214 Job Reference (optional) Hl Koor i russes, rorr rierce, rr. d4}14o, oesignLairruss.cwm 4x16 11 2 3x8 = o. czu s Nov cz zu i i mi c eK mausmes, inc. i nu may a uu: co:zo zu iu rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-SFDyl wbXVaF1 D5KgDKPbEISMJ740pdH6VmOrvzKG WF 2-9 5.00 F12 3x8 II 5x6 3 5x8 5 9 8 14 15 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.19 7-9 >999 360 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/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 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc puriins, 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 -1 0=-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 7-1( Vasd=139mph; TCC Cat. II; Exp D; Encl! and C-C Exterior(21 for members and foi shown; Lumber DO` 2) Provide adequatE ponding. 3) This truss has be chord live load none loads. 4) ` This truss has b 20.Opsf on the bottol rectangle 3-6-0 tall t bottom chord and ai 10.Opsf. 5) Refer to girder(s) 6) Provide mechanic to bearing plate cap joint 7 and 683 lb uF LOAD CASE(S) Standard 1; 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 m designed for a live load of chord in all areas where a 2-0-0 wide will fit between the other members, with BCDL = truss to truss connections. connection (by others) of truss e of withstanding 647 lb uplift at at joint 10. 2x4 II 6 7 6x6 = Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 146 Ib FT =10% Job Truss Truss Type City Ply 72005 Al2A ATTIC 1 1 KA0117215 Job Reference (optional) H h Riih h hisses, rUIL MUICe, rL 04.794, ue51911lwd IUMss.W111 6x6 2 o.lzu s r4ov I z zu I r MI I eK rnausrnes, Inc. I nu May 3 uHao:z/ zulC 5x6 :::� 3x8 II 6x6 = 5.00 F12 3J10 Dead Load Defl. = 3/16 in = 1 6 7 8 i 7x10 MT20HS- 2x4 11 17 4 i 3 12 11 10 9 4x4 = 3x8 11 7x6 = 2x4 11 8x8 = i 1-9-82r1r8 10-1-6 i 18-4-14 , 20-11-1021r3-2 1-9.80-4-0 7-11-14 8-3-8 2-6-12 03-8 Plate Offsets (X,Y) - [1:0-2-3,Edgel, [2:0-2-12,0-4-41, [3:0-5-0,Edgel, [5:0-2-1,0-0-01, [9:Edge,0-4-12], [11:0-3-0,0-4-81, [12:0-1-10,0-1-71, [13:0-5-0,0-2-9] 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 >501 360 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 0.82 Horz(CT) -0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.14 10-11 719 360 Weight: 164 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 8-9, 5-13, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/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=-1188/1076, 9-10=-1178/1066 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=-267/714, 7-13=-412/567, 5-13=-2267/2744, 2-12=-1228/1636, 8-13=-189912403, 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)100.01b 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 584 lb uplift at I 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 Qty Ply A0117216 72005 A13 Half Hip 1 1 Job Reference o tional Al Koot I ruSses, tort vierce, tL %4`J4o, ceslgn(galiruss.com O. ILu J IVUV 14 4U 1 / IVII I CIS 111-II ICJ, II IV. I I IU .-y J V.J. I- cu 1 V 'Oyo 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-wSnMANxDHpj6eNf W Ewse8SFcTjTglJeRL9VxN MzKGWE ' 2-1-8 8-2-9 4-5-15 5x8 = 5.00 12 5 3x6 11 4 5x6 ir 3 w 4x16 II 2 N 1 0 ED 8 14 9 10 3x4 = 4x6 = 3x8 = 1-9-82T1r8 10-4-1 _ 2( 1-9-8 0.4-0 8-2-9 15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.17 7-9 >999 360 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 FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 NOTES- BOT CHORD 2x6 SP No.2 "Except` 1) Wind: ASCE 7]0; 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., GCpi=0.18; MWFRS (envelope) BRACING- and C-C Exterior(2� zone; cantilever left exposed ;C-C TOP CHORD for members and forces 81 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 WEBS chord live load non 'concurrent with any other live 1 Row 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 quide. rectangle 3-6-0 tall Eby 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = REACTIONS. (lb/size) 10.Opsf. 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=-120311102, 4-5=-1281/1503, 6-7=-264/357 BOT CHORD 1-10=-607/1111,9-10=-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 2x4 II 6 7 6x6 = Dead Load Deb. = 3/16 in PLATES GRIP MT20 244/190 Weight: 142 lb FT = 10% Job Truss Truss Type city Ply 72005 A13A ATTIC 1 1 .A0117217 Job Reference (optional) 6x6 2 ANTT 1 uivor U I 0 12 Us 11 4x4 = o. izu s rvuv iz zu i i mi r eK mausmes, inc. i nu may a ua:ia:zu zuia rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-OeLINjx27rzGXEjoeNtgfonm7lNUgkaaoFVvdciKGWD 14-10-0 18-4-14 21-3-2 4-8-10 3 A4 2-10 4 5x8 3x811 5.00 12 6x6 = 7 2x4 II 18 13 7x10 MT20HS-- 4 1.5x4 II 4x12 3 T J 11 10 7x6 = 3x8 11 7x6 = 8 9 8x8 = Dead Load Deff. =1/4 in Plate Offsets (X,Y)-- [1:0-1,15,Edge], [2:0-2-12,0-4-4], [3:0-5-0,Edge], [5:Edge,0-6-3], [7:04-10,0-1-8], [8:0-3-0,04-0], [9:Edge,0-4-8], [11:0-3-0,0-5-0], [12:0-4-9,0-1-5], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.88 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 BC LL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) -0.02 9 n/a n/a BC DL 10.0 Code FBC2017/TP12014 I 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` B2: 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 purlins, 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=-869f723 BOT CHORD 1-12=-576/741,11-12=-1458/1037, 10-1 1=-1 101/1044, 9-1 0=-1 074/1009 WEBS 2-1 1=-1 10/525, 4-11=-143/403, 10-14=-522/901, 7-14=-1127/1414, WEBS 2-1 1=-1 10/525, 4-11=-143/403, 10-14=-522/901, 7-14=-1127/1414, 5-13=-2459/2990, 13-14=-2435/2962, 2-12=-1 098/1515, 8-14=-1 673/2140, 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 j 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 I ponding. 4) All plates are MT20 plates unless otherwise indicated. 1 5) This truss has beemdesigned 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 i Job « Truss Truss Type Qty Ply 72005 A14 Half Hip 1 1 A0117218 Job Reference (optional) A-i Koor i russes, ron: rierce, rL ,4v4o, oesignLaltruss.com 5.00 F12 4x16 II 2 � 1 0 •9• 3x8 = 5x8 4 2x4 II 3 8 7 13 3x4 - 4x6 = d.1ZU S NOV 12 ZUl / mi i eK Inaustnes, Inc. i nu May 3 us:15:Z9 Zulu Page 1 14 W4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.88 BC 0.57 WB 0.53 Matrix -MS DEFL. in (loc) I/deft Vert(LL) -0.13 6-8 >999 Vert(CT) -0.29 6-8 >778 Horz(CT) -0.02 6 n/a Ud 360 240 n/a LUMBER - TOP CHORD 2x6 SP No.2 NOTES- BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 1) Wind: ASCE 7-10, Vult=180mph (3-second gust) W1: 2x6 SP No.2 Vasd=139mph; TCBL=5.Opsf; Cat. II; Exp D; Encl BCDL=5.Opsf; h=39ft; GCpi=0.18; MWFRS (envelope) BRACING- TOP CHORD and C-C Exterior(2) , zone; cantilever left exposed ;C-C Structural wood sheathing directly applied or 2-2-0 oc for members and forces & MWFRS for reactions purlins, except end verticals. shown; Lumber DOL=1.60 2) Provide adequate plate grip DOL=1.60 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 1 Row at midpt 4-6 chord live load nonconcurrent with any other live 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 ouide. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomOand any other members, with BCDL = REACTIONS. (lb/size) p sfchord 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 Ib 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=-141211101, 7-8=-1131/898, 7-13=-1131/898, 13-14=-1131/898, 6-14=-1131/898 WEBS 2-9=-1096/1672, 3-8=-393/791, 4-8=-678/619, 4-6=-1036/1320 Dead Load Defl. = 1l8 in 6 6x6 = PLATES GRIP MT20 2441190 Weight: 140 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 A14A ATTIC 1 1 A0117219 Job Reference (optional) o..lzu 5 IVov iz zul / MI I eK Inausines, Inc. i nu May S u9:1 b:z9 Lu18 2-8-10 5-6-14 ' 2-1 Dead Load Defi. = 3116 in 4x4 = 3x8 II 7x6 = 3x8 II 7.6 = 1-9-8 0-4-0 7A 1-14 8-3-8� �2 6 12V 0-3-8 Plate Offsets (X,Y)— [2:0-2-12,0-4-41 [4:Edge 0-6-3] [5:0-3 '14 0-2-151 [6:0-4-9 0-1-81 [7:0-3-0 0-3-121 [8.0-3-0 0-4-81 [10.0-3-0 0-4-81 [11:0-4-10 0-1-81 [13.0-3-12 0 1 121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.43 10-11 >527 360 MT20 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/TP12014 Matrix -MS Attic -0.13 9-10 806 360 Weight: 158 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 `Except` T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP No.2 *Except* 132: 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 =-1 212/894, 9-1 0=-1 148/1133, 8-9=-1 12011095 WEBS 2-10=0/655, 3-10=-148/404, 9-13=-488/883, 6-13=-1 161/1389, 4-12=-1683/2091, 12-13=-1676/2081, 2-11=-1079/1526,7-13=-852/1209, 2-10=0/655, 3-1 0=-1 48/404, 9-13=-488/883, 6-13=-1161/1389, 4-12=-1683/2091,12-13=-1676/2081, 2-11 =-1 079/1526, 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. 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.Olb 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. j 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 i Job a Truss Truss Type Qty Ply 72005 A15 Common 2 1 A0117220 Job Reference (optional) Al Koor I cusses, tort tierce, tL 14!34b, aesignLanruss.com 0-9-0 7-7-8 b.7ZU s NOV 12 zU1 / mi i eK inaustnes, Inc. I nu May J uwibmu zuid rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-L1 TVoPz6ak5gWrO5v2PLm4tEMwVJyaCtl6kb_gzKGWB 11-9-8 15-11-9 21-3-2 5x6 = Dead Load Defl. = 1/16 in 4 5.00 12 2x4 Q 4x6 3 .5 4x4 it "�.. 2 2 -- —Li Il 9� 8 7 3x8 = 4x16 11 6x8 = 6x6 = 1-9-8 2r1r8 11-9-8 20-11-10 2t-a-2 1-9-8 0--0 9-8-0 1 9-2-2 0-3-8 Plate Offsets (X,Y)— [7:0-3-0,0-4-81, [8:0-4-0,0-4-8), [9:0-0-15,Edge] I LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 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 BCLL 0.0 ` Rep Stress Incr YES WB 0.72 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 138 Ib FT =10% LUMBER - TOP CHORD 2k6 SP 2400E 2.0E `Except' 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) T2x6 No.2 Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; BOT CHORD 2x No.2 SP No.2 Cat. 11; Exp D; Encl.J GCpi=0.18; MWFRS (envelope) WEBS SP No.3'Except' and C-C Exterior(2) zone; cantilever left exposed ;C-C Wl ,W5: 2x6 SP No.2 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 TOP CHORD 3) This truss has been designed for a 10.0 psf bottom Structural wood sheathing directly applied or 6-0-0 oc chord live load nonconcurrent with any other live pudins, except end verticals. loads. BOT CHORD 4) This truss has been designed for a live load of Rigid ceiling directly applied or 6-2-8 oc bracing. 20.Opsf on the bottom chord in all areas where a MiTek recommends that Stabilizers and required rectangle 3-6-0 tall by 2-0-0 wide will fit between the cross bracing be installed during truss erection, in bottom chord and any other members. accordance with Stabilizer Installation guide. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss REACTIONS. (lb/size) to bearing plate capable of withstanding 717 lb uplift at 9 = 1291/0-8-0 (min. 0-1-8) joint 9 and 553 lb uplift at joint 7. 7 = 1026/Mechanical Max Horz 9 = 223(LC 12) LOAD CASE(S) Max Uplift Standard 9 =-717(LC 12) 7 =-553(LC 13) Max Grav 9 = 1291(LC 1) 7 = 1026(LC 1) FORbES. (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=-1097/1300, 4-5=-1141/1344, 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. Job Truss Truss Type Qty Ply 72005 A16 Hip I 2 1 ,A0117221 Job Reference (optional) Ln 0 o. i zv s rvuv i z zu i r mi i eK mausmes, inc. i nu may s uun o:ai zui u rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pD1 t?I_kL2DX7_zlTmwal IQGQKr5hOWOGmT9 W7zKGWA 1 �1.f1 1 F45 5x6 3 5x6 = 4 sxe = 4x16 11 2x4 11 4x6 = 3x4 = 6x6 = 21-3-2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/deft L/d TCLL 30.0 Plate Grip DOL. 1.25 TC 0.98 Vert(LL) 0.09 10 >999 360 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/TPI2014 Matrix -MS 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, 34=-1054/1405, 4-5=-119811454, 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 =-1 05411817, 5-8=-270/460, 5-7=-111811223 NOTES- 1) Unbalanced roof live loads have been considered for i 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 It between the bottom chord and any other members, with BCDL = I O.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 PLATES GRIP MT20 244/190 Weight: 134 lb FT = 10% i, Job Truss Truss Type Qty Ply A0117222 72005 A17 Hip 2 1 Job Reference o tional Al moot i russes, von vierce, rL svaao, aesignLa-Irrus5zurn 6-4-8 5x10 3 I 5.00 12 3x8 II 2 K •I 9 3x8 = 10 2x4 II 3x6 11 1-9-8 O. 1ZU J IVUV IL LV I I IVIII UK IIIUU.l111Ub, IIIU. IIIU IVIOY JV I—I—IU f".1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pD1t?I_kL2DX7 zlTmwaliQIIKnGh2ZOGmT9W7zKGWA 5x6 Z:� Dead Load Defl. =1116 in 4 3x4 = 5x10 = 5 IT 6 7 6 4x6 = 48 = 2x4 II LOADING (psf) SPACING- 2-0-0 "I. DEFL. in (loc) I/defl 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/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 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc pu lins, 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 uide. 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=-1068f775, 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=-122/254, 5-7=-746/865, 5-15=-1067/1147 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 fc shown; Lumber DC 3) Provide adequat ponding. 4) This truss has bi chord live load non loads. 5) ` This truss has 20.Opsf on the bolt, rectangle 3-6-0 tall bottom chord and 6) Bearing atjoint(: value using ANSUi Building designer s surface. 7) Provide mechan to bearing plate cal joint 10 and 495 lb LOAD CASE(S) Standard Vult=180mph (3-second gust) L=5.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 drainage to prevent water designed for a I O:O psf bottom current 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. 5 considers parallel to grain 1 angle to grain formula. ild verify capacity of bearing I connection (by others) of truss )le of withstanding 747 lb uplift at lift at joint 15. PLATES GRIP MT20 244/190 Weight: 133 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 A18 Hip 2 1 .A0117223 Job Reference (optional) -----• - - --• - - - -• -- o I I mi I eK nwustnes, inc. i nu may o uano:az zuis rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-HPbFD5—M6LLO18YU 1 TRprVzRuk5gQZOAUQDi2°LzKGW9 16-7-0 21 1 8 -0 2-1-8 410 8 9-7-0 4-6-8 I - 5x10 Dead Load Defl. =1/8 in Sx6 5.00 F12 3 4 • 3x4 = 3x8 11 2 Us = 5 1 uc�f 15 '4 m LDIo 3x8 = * r 10 9 8 4x6 = 7 6 3x6 I I 2114 11 i 3x8 = 2x4 II 1-9 8 2f1�8 7-0-0 16-7-0 20 10-0 21 1-8 128 u4u 4-10-8 9-7-0 4-3-0 0-3-8 Plate Offsets (X,Y)— [1:0-9-7,0-0-121 [4:0-2-12 0-3-81 [5:011-8 0-2-81 [10:0-4-8 0-1-81 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 1.00 Vert(LL) 0.17 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.23 7-9 >966 240 BCLL 0.0 * Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 133 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 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 ouide. REACTIONS. (lb/size) 10 = 1289/0-8-0 (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=-1 184/930,2-3=-1423/1361, 3-4=-1315/1501, 4-5=-1458/1479 BOT CHORD 1-10=-936/1197, 9-10=-1109/1197, 8-9=-1093/1193, 7-8=-1093/1193, 6-7=-311/273 WEBS 3-9=-69/330, 4-7=-1851398, 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; C. 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(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 r„ 5 Job Truss Truss Type Qty Ply A0117224 72005 A19G Roof Special Girder 2 1 Job Reference (optional) Al, Hoot I cusses, tort Fierce, rL 34`J4o, oeslgn(gaI tru55.win 0 -0 2-1-8 5-0-0 10-4-0 0- -6 2-1-8 2-10 8 5-4-0 5x8 K ri 14 4x4 = 15 3x8 11 2x4 I I 5-0-0 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P Yh_GOr61 EPGjzccH3ic? WT8I. bl ax97duycB0RMfuzKGW6 11-9-8 13-3-0 , 18-7-0 21-1-8 1-5-8 1 5-4-0 2_6_8 5x8 = 5x61123I �5 I24 Sx6 11 6 27 28 13 29 12 30 11 31 3x10 = 46 = 3x8 = Dead Load Defl. =1/16 in 32 10 9 3x4 = 2x4 11 18-7-0 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 0.59 Vert(LL) 0.15 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.18 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(CT) 0.01 20 n/a n/a BCDL 10.0 Code FBC2017ITP12014 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 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc pudins, 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 ouide. REACTIONS. (lb/size) 15 = 121910-8-0 (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=-88Of772,2-3=-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=-1258/1822, 11-31=-845/1052, 31-32=-845/1052, 10-32=-845/1052, 9-10=-219/263 BOT CHORD 1-15=-729/889, 1(t-15=-887/889, 14-27=-870/869, 7-28=-870/869, 13-28=-870/869,(13-29=-1258/1822, 12-29=-1258/1822, 12-30=-1258/1822, 11-30=-1258/1822, 11-31=-845/10521 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� 5-13=-828/953, 5-11=-675/844, 6-11=-1154/938, 7-11=-739/1211, !/-10=-416/391, 8-10=755/946, 21 15=-641/566, 8-20=-1019/835 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i10; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noInconcurrent 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 andl any other members. 6) Bearing at joint(s) 20 considers parallel to grain value using ANSl/TPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 1018 lb uplift at joint 15 and 789 lb uplift at joint 20. 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 12-64, 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 CASES) 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(B)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 B01G Hip Girder 1 3 A0117225 Job Reference (optional) r 1- iivaa , -11-rCe, VL J vv u, ueSiyri(w_a rrr 5) 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:38 2018 5.00 12 5x10 I 5x6 Dead Load Deli. =1/8 in 19-- _. 18 --. 17 -„' 15" 14 - - - -12 ai oc as11 '"` 16 4x10 II 7x6 = 6x6 = 6x6 = 6x8 = 3x6 = 5x6 = 6x6 = 7x6 = 3x8 II 33-0-5 Plate Offsets (X,Y) - [5:0-3-15,0-2-13], [9:0-2-0,0-1-12], [10:0-4-12,0-2-14], ,0-1-21 [12:0-3-0,0-4-8], [14:0-4-0,0-4-01, [15:0-2-8,0-1-8], [16:0-2-15,Edge], [17:0-3-0,0-4-0], [19:0-5-1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 FBC2017frP12014 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 puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M 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 7 10357(LC 1) 10 = 10449(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1143618146,2-3=-12479/9157, 3-4=-12408/9173,4-5=-10521l1778, 5-6=-9589/7167, 6-7=-10424/7656, 7-8=-10668/7512, 8-9=-5735/3862, 1-1 9=-91 08/6528, 9-10=-1023516877 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, )T CHORD -20=-664/564, 20-21=7664/564, -21=-664/564, 18-22=-7692/10449, -23=-7692/10449, 17-23=-7692/10449, -24=-8455/11453, 24-25=-8455/11453, -25=-8455/11453, 15-16=-8455/11453, -26=-6984/9672, 14-26=-6984/9672, -27=-6735/9775, 27-28=-6735/9775, -29=-6735/9775, 13-29=-6735/9775, -30=-6735/9775, 12-30=-6735/9775, -31=-3488/5188, 31-32=-3488/5188, -33=-3488/5188, 11-33=-3488/5188, -34=-186/274, 10-34=-186/274 18=-1519/1321, 2-17=-1094N270, 17=-.1977/2598, 4-15=-3055/2477, 15=-3249/4052, 5-14=-463/479, 14=-2737/3583, 7-14=-556/231, 12=-134/444, 1-18=7708/10842, 12=-4070/5632, 8-11 =-5330/3945, 11=-6180/9198 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 0-7-0 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. II; 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-M 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 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 7-3-4, 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 13-3-4, 1020 lb down and 854 lb up at 15-3-4, 1011 lb down and 859 lb up at 17-3-4, 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 I6crease=1.25 , 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=-1 020(F) 17=-1 020(F) 14=-1 011 (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=-1 006(F) 34=-1 006(F) Job • Truss Truss Type Qty Ply A0117226 72005 B02 Roof Special 2 1 Job Reference o tional Al Hoot I russeS, tort Ylerce, tL J4y40, oesignLaitruss.com O. ILu , IVUV IL LU I / IVII Ica IIIUubl11CD, 151- 11- may J VJ. -- cu I u .!J. I 5x6 = 5.00 12 5 5x6 6x6 4x6 !�- 4 6 6x8 = 6x6 3 5x14 = 2 7 W6 W6 4x8 1 W8 0 � 1,6�I v o 0 14 13 12 17 11 10 18 9 N 8 3x10 11 4x4 = 3x4 = 06 = 3x8 = 3x4 = 4x4 11 5-3-2 11-3-9 17-11-0 24-6-7 31-5-0 31rO-8 5-3-2 6-0-7 6-7-6 6-7-7 6-10-9 0-'J-8 Plate Offsets (X,Y)— [2:0-3-0,0-4-4], [4:0-3-0,0-3-81, [6:0-3-0,0-3-121, [7:Ed a 0-0-8], [8:Edge,0-3-8], [15:0-3-9,0-2-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.11 12 >999 360 MT20 244/190 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 WB 0.69 Horz(CT) 0.11 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 263 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD' 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 `Except` 2-13=-631/845, 4 10=-719/1010, W1: 2x6 SP No.2, W9: 2x4 SP No.2 5-10=-852/702, 6i-10=-213/283, OTHERS 2x8 SP 240OF 1.8E 6-9=-649/924, 1- 3=-1896/1805, BRACING- 7-9=-1474/1380,-16=-1713/1936 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc NOTES- purlins, except end verticals. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 5-1-2 oc bracing. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) WEBS Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf, h=39ft; 1 Row at midpt Cat. 11; Exp D; E cl., GCpi=0.18; MWFRS (envelope) 4-10, 5-10, 6-10, 1-13, 7-9 _ and C-C Exterior2) zone;C-C for members and forces MiTek recommends that Stabilizers and required &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 3) This truss haseen designed for a 10.0 psf bottom chord live load nc nconcurrent with any other live REACTIONS. (lb/size) loads. 14 = 1719/0-8-0 (min. 0-2-0) 4) ` This truss has been designed for a live load of 16 = 1661/0-5-1 (min. 0-1-8) 20.Opsf on the bottom chord in all areas where a 3-6-0 tall by 2-0-0 will fit between the Max Horz rectangle wide 14 .: = 352(LC 12) bottom chord and any other members, with BCDL = Max Uplift p 10.0 sf. I , p 14 =-933(LC 12) 5) Bearing at joints) 16 considers parallel to grain 16 =-857(LC 13) value using ANSI' PI 1 angle to grain formula. Building designer should verify capacity of bearing Max Grav ' 14 = 1719(LC 1) surface. 16 = 1661(LC 1) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 933 lb uplift at FORCES. (lb) joint 14 and 857 Ib uplift at joint 16. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD LOAD CASE(S) 1-2=- 1962/2143, 2-3=-2110/2460, Standard 3-4=-1 921/2475, 4-5=-1647/2148, 5-6=-1651/2154, 6-7=-1611/1863, 1-14=-1657/1878 BOT CHORD 13-14=-404/173, 12-13=-2110/1.736, 12-17=-2085/1859, 11-17=-2085/1859, 10-11=-2085/1859, 10-18=-1551/1425, 9-18=-1551/1425, 8-9=-312/265 WEBS 2-13=-631/845, 4-1 0=-71 9/1010, 5-10=-852/702, 6-10=-213/283, Job Truss Truss Type Qty Ply 72005 B03 Roof Special 6 1 E10117227 Job Reference (optional) 1 4x 5.00 12 5x6 = 5 vll II IUUAl11CI IIU ; G9D5?YIAEyzKd3P-cV1/I21 y4CM1Hug5NEJ, pLGiN90IIIU.V91 4-6-7 31-8 B i-7-7 7-2-1 14 13 12 11 10 18 9 8 WO II 4x4 = I 3x4 = 4x6 = 3x8 = 3x4 = 4x4 11 5-3-2 1 11- 3-9 17-11-0 24-6-7 31-5-0 31.a LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 1 TC 0.70 Vert(LL) 0.11 12 >999 360 TCDL 1&0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.12 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.10 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 WEBS 2x4 SP No.3 *Except* 2 13=-629/843, 4-10=-720/1011, W1: 2x6 SP No.2, W9: 2x4 SP No.2 5 10=-845/696, 6-10=-205/278, OTHERS 2x8 SP 240OF 1.8E 619=-654/930, 1-13=-1891/1800, BRACING- 7I9=-1493/1397, 7-16=-1706/1927 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc NOTES- purlins, except end verticals. 1) Unbalanced roof live loads have been considered BOT CHORD far this design. Rigid ceiling directly applied or 5-1-4 oc bracing. 2) Wind: ASCE 7-10, Vult=180mph (3-second gust) WEBS Vasd=139mph; TCDL=5.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 8 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-M wide will fit between the bottom chord and any other members, with BCDL = 14 = 352(LC 12) Max Uplift 10.Opsf. 14 =-931(LC 12) 5) Bearing atjoint(s) 16 considers parallel to grain 16 =-859(LC 13) value using ANSI/TPI 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 I when shown. I 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, I 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=-1536/1412, 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, a ua:-IJ:4U zu is rase i PLATES GRIP MT20 244/190 Weight: 263 Ib FT = 10% A V Job * Truss Truss Type Qty Ply A0117228 72005 B04G Hip Girder 1 3 Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946; design@altruss.crom 8.120 s Nov 12 2017 MI1 ek Industries, Inc. Thu May 3 09:15:43 20i8 rage 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-SXIPWr7G WjkgZrubAH80ngwSFArLVSgnOeNnxQzKGW_ 19-4-6 . 24-&7 30-6-14 . 33-0-5 . 5.00 F12 5x10 5x6 _ Dead Load Defl. = 1/8 In n 5 6 3x4 3x4 4x6 � 4 7 3x4 3 44 2 8 5x6 . •, ,\,., 9 in 5x8 -57 \ / % O 1 6J 5 10 i �. 20 21 22 23 24 25 2627 16 29 30 13 312 33 32 34 35 36 19 18 17 15 128 1 11 10 410 11 7x6 = 6x6 = 6x6 = 6x8 = 6x6 = 7x6 = 3x8 11 3x6 = 5x6 = 33-0-5 5-3-2 i 11-3-9 i i6-5-10 19-46 24-6-7 _ �_ 30-6-14 32-&13i r 532 6-0-7 5.2-1 2-10-12 5-2-1 6-0-7 2-1-15 �� 0-3-8 Plate Offsets (X Y)- 19:0-2-0 0-1-12] [10:0-4-12 0-2-14] [11:0-3-0 0-3-12][12:0-3-0,0-4-81,[14:0-4-0,0-3-121,[15:0-2-7,0-1-8],[17:0-3-0,0-4-41,[18:0-2-8,0-4-4] 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 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 908 Ib 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, ; WEBS 2x4 SP No.3 *Except* 18-21=-741/604, W1,W10: 2x8 SP 240OF 1.8E 22-23=-6961/1061 W2,W9: 2x4 SP No.2 17-24=-6961/1061 BRACING- 25-26-7255/1181 TOP CHORD 16-27=-7255/1181 Structural wood sheathing directly applied or 6-0-0 oc 15-28=-5990/1001 puriins, except end verticals. 14-29=-5788/1011 BOT CHORD 30-31=-5788/101; Rigid ceiling directly applied or 10-0-0 cc bracing. 13-32=-5788/1011 12-33=-3075/5291 REACTIONS. (lb/size) 34-35=-3075/5291 19 = 10352/0-8-0 (min. 0-2-14) 11-36=-163/275,' 10 = 10484/Mechanical WEBS Max Horz 2-18=-1823/797, : 19 = 289(LC 8) 4-17=-1620/2770, Max Uplift 5-15=-3061/4728, 19 =-6731(LC 8) 6-14=-2298/3729, 10 =-6185(LC 9) 7-12=270/483, 1- Max Grav 8-12=-3414/5958, 19 = 10352(LC 1) 9-11=-5452/9398 10 = 10586(LC 2) NOTES - FORCES. (lb) 1) 3-ply truss to b Max. Comp./Max. Ten. - All forces 250 (lb) or less except (0.131"x3") nails when shown. Top chords tonne TOP CHORD staggered at 0-9-1 1-2=-11668f7351, 2-3=-12915/7857, cc. 3-4=-12856/7872, 4-5=-10920/6704, Bottom chords co 5-6=-9844/6104, 6-7=-10679/6513, staggered at 0-5-1 7-8=-11061/6485, 8-9=-5856/3407, Webs connected; 1-19=-9278/5853, 9-10=-10457/6065 2) All loads are cc BOT CHORD except if noted as 19-20=-741/604, 20-21=-741/604, LOAD CASE(S) s 18-21=-741/604, 18-22=-6961/10662, been provided to, 22-23=-6961/10662, 23-24=6961/10662, (B), unless otherm 17-24=-6961/10662, 17-25=-7255/11867, 3) Unbalanced roi 25-26=-7255/11867, 26-27=-7255/11867, for this design. 16-27=-7255/11867, 15-16=-7255/11867, 4) Wind: ASCE 7- 15-28=-5990/10068, 14-28=-5990/10068, Vasd=139mph; T( 14-29=-5788/10150, 29-30=-5788/10150, Cat. II; Exp D; En, 30-31=-5788/10150, 13-31=-5788/10150, Lumber DOL=1.61 13-32=-5788/10150, 12-32=-5788/10150, 5) Provide adeclm 12-33=-3075/5296, 33-34=-3075/5296, ponding. 0-21=-741/604, 8-22=-6961/10662, 2, 23-24=-6961/10662, 2, 17-25=-7255/11867, 7, 26-27=-7255/11867, 7, 15-16=-7255/11867, 8, 14-28=-5990/10068, 0, 29-30=-5788/10150, 0, 13-31=-5788/10150, 0, 12-32=-5788/10150, 33-34=-3075/5296, 11-35=-3075/5296, 0-36=-163/275 -17=-519/1682, 4-15=-3220/2137, 5-14=-994716, 7-14=-686/357, 18=-6821/11032, 8-11=-5549/3364, connected together with 1 Od 1 follows: ted as follows: 2x6 - 2 rows cc, 2x8 - 2 rows staggered at 0-9-0 netted as follows: 2x6 - 2 rows cc. follows: 2x4 - 1 row at 0-9-0 cc. sidered equally applied to all plies, ront (F) or back (B) face in the ction. Ply to ply connections have stribute only loads noted as (F) or se indicated. live loads have been considered 10; Vult=180mph (3-second gust) :DL=5.Opsf; BCDL=5.Opsf; h=39ft; I., GCpi=0.18; MWFRS (envelope); plate grip DOL=1.60 to drainage to prevent water 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 lb up at 12-3-4, 1174 lb down and 696 lb up at 14-3-4 , 1174 lb down and 796 lb 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 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=1.25 , Plate Increase=1.25 Uniform Loads (plf) 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=-1 011 (B) 23=-1 011 (B) 24=-1073(B) 25=-1073(B) 27=-1 073(B) 28=-1 073(B) 29=-1 073(B) 30=-1 073(B) 32=-1073(B) 33=-1073(B) 34=-1073(B) 35=-1006(B) 36=-1006(B) Job Truss Truss Type Qty Ply 72005 C01G Hip Girder 1 1 40117229 i Job Reference (optional) -. •......�� vn , ,o, _ ,,, , ucaiy� ��wa i u uaa.wm - U.1 ZU s Nov 12 ZU1 / MI I eK Industnes, Inc. Thu May 3 09:15:45 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PvtAxX9W2L_Yp82_I iAstF?f9zcvzRT4Uysu7JzKGVy -2-0 '2 1 4-11-4 12-3-4 17-2-8 19-3-4 2-0-12 4-11 4 11 7-4-0 4 4 2-0-12 3x10 11 3x6 = — 3x10 = 3x10 11 17-3-4 -0 12 4-11-4 12-3-0 16-11-0 1 - 8 0 12 4-11� 7-4-0 4-7-12 -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 0.97 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 Matrix -MS Weight: 150 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP 2400F 1.8E OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc puriins, 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. (lb) 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=-1145/2558,4-5=-1331/2701, 2-11=-1435/2498, 5-7=-1433/2379 BOT CHORD 10-17=-2283/1148, 17-18=-2283/1148, 9-18=-2283/1148, 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 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 Ib down and 495 lb up at 4-11-4, 113 lb down and 181 lb up at 7-M, 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 lb 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 (plf) 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) Job * Truss Truss Type Oty Ply A0117230 72005 CO2 Hip 1 1 Job Reference (optional) Al Moor I tosses, tort tierce, rL saa4o, oesignLa-iuuss.com 5-9-13 . 5-9-13 5.00 F12 5x6 1 1 Ll 8 3x8 II 5-9-13 ID:nKMLCG99vyL HG9D5?YIAEyzKd3P- t6RY9t98pe6POIcAZQ ;5 SYxYN1hiwNEiccSXIzKGVx 5x6 5x6 = 2 3 5x6 4 6 53x8 II 3A = MEMO] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.07 5-6 >999 360 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 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing. WEBS 1 Row at midpt 1-7, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8 = 798/0-10-9 (min. 0-1-8) 5 = 798/0-10-9 (min. 0-1-8) Max Horz 8 = -77(LC 13) Max Uplift 8 _ -816(LC 8) 5 = -818(LC 8) Max Grav 8 = 798(LC 1) 5 ., = 798(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) 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. 2) Wind: ASCE 7• Vasd=139mph; T Cat. II; Exp D; En and C-C Exteriory members and for Lumber DOL=1.6 3) Provide adequ ponding. 4) This truss has chord live load nc loads. 5) ` This truss ha'. 20.Opsf on the be rectangle 3-6-0 to bottom chord anc 10.Opsf. 6) Provide mecha to bearing plate c joint 8 and 818 lb LOAD CASE(S) Standard 0; Vult=180mph (3-second gust) DL=S.Opsf; BCDL=5.Opsf; h=39ft; GCpi=0.18; MWFRS (envelope) zone; porch left exposed;C-C for :s & MWFRS for reactions shown; plate grip DOL=1.60 e drainage to prevent water designed for a 10.0 psf bottom current with any other live been designed for a live load of tom chord in all areas where a I by 2-0-0 wide will fit between the any other members, with BCDL = iical connection (by others) of truss rpable of withstanding 816 lb uplift at uplift at joint 5. PLATES GRIP MT20 244/190 Weight: 115 Ib FT = 10% Job Truss Truss Type Qty Ply 72005 CACorner Jack 30 1 4\0117232 Job Reference o tional -u a ivuv is zv i i iv I eK Inuusmes, Inc. 1 nu May J U`J:lb:4/ ZUlt7 rage l ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LI?wMDAmayEG2SBMP7DKyg4EKnPdRReNxGM?3ozKGVw 0-p-6 1-0-0 0- -6 1-0-0 5.00 V2 2 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 0.03 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/TP12014 i Matrix -MP Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at BRACING- TOP CHORD joint 3. Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD LOAD CASE(S) Standard Rigid ceding 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. 41 Job 1. Truss Truss Type i Qty Ply A0117231 72005 CJ1-3 Corner Jack 6 1 Job Reference o tional Al Koor I fUSseS, ron coerce, rL sva4n, cesignLa i truss.wmI -DAma,,y.E—G2SBMP7DKyg4R. GM B. -'- . CwnKERzKGVweNID:nKMLCG99vHyLG9Du?YAEyKd3PLI?, ` I 1 3.00 12 2 1 STRAP TOP AND BOTTOM CHORD WITH LSTA12 o STRAP ' N 81 0 3 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 0.18 Vert(LL) 0.00 6 n/r 90 MT20 244/190 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 FBC2017[TP12014 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 uide. REACTIONS. (lb/size) 2 = -0/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 Qty Ply 72005 CJ1 C CORNER JACK 4 1 A0117233 Al Rnnf Tn�c C. Die...., ci a�n Job Reference (optional) •-------•----�--.�---------••• +.:wa:vuv ,<— i i mi i en inuuSmes, inc. i nu May 3 U`J:10:4d ZU18 rages ID:nKMLCG99vHyLG9D57YIAEyzKd3P-pUZIaZBOLGM7gcmZzgkZUtdGgBj2AutXAw5YcdzKGVv -2-0-12 0-11-4 2-0-12 0 11-0 i 5.00 12 I I I I, I 7vA 11 3 5x8 11 0 0 G c') N LOADING (psf) SPACING- 2-6-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DC 1.25 TC 0.62 Vert(LL) 0.00 5 >999 360 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 FBC2017rrPI2014 I Matrix -MR 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=-326/756 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss bearing plate capable of withstanding 153 lb uplift at nt 5 and 156 lb uplift at joint 4. Graphical pudin representation does not depict the :e or the orientation of the pudin along the top and/or ttom chord. .OAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 19 lb FT = 10% Job Truss Truss Type Qty Ply A0117235 72005 CJ3 Corner Jack 16 1 Job Reference (optional) -- O/1l1.AG--- 0......4 Ai Moor Trusses, Fort Pierce, FL 34940, Oeslgn(w_a I rmss.com o. — a I—V — cV 1 r 1-1— 11-U—nca, 111- „iu va. I-- — — ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Hh6hnvC06ZU_HmLIXYFo15AX1 b2rvKbgPar684zKGVu 0- -6 3-M ' 0- 3-0-0 3 5.00 12 3x8 II 2 T1 d 1 ch 81 3x4 = 4 5 3x6 11 2-5 8 8 3 1 2-5-8 0-3-8 Plate Offsets (X Y)— f5:0-4-4 0-1-8) 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 0.20 Vert(LL) 0.00 5 >999 360 MT20 2441190 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/TP12014 Matrix -MP 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 3-0-0 oc pudins. 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 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. 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 ha 20.Opsf on the be rectangle 3-6-0 to bottom chord an( 4) Refer to girder 5) Provide mechc to bearing plate c joint 3, 162 lb up1 LOAD CASE(S) Standard been designed for a live load of tom chord in all areas where a I by 2-0-0 wide will fit. between the any other members. 3) for truss to truss connections. iical connection (by others) of truss ipable of withstanding 108 lb uplift at t at joint 4 and 507 lb uplift at joint 5. r Job Truss Truss Type Qty Ply 72005 CJ3-3 Corner Jack 4 1 A0117234 Job Reference (optional) ni nvui ivaa , -ui ricwc, r� .rrwo, uaaiynlwa iuuao.wu� O. 1ZV S IVOV lL LU1 / MI eK Inausines, Inc. 1 nu may 3 uu:-io:4ueu"' rage 7 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Hh6hnvCO6ZU_HmLIXYFo15AXYb?ovL7gPar684zKGVu 0-9-3 3-0-0 0-0-3 3-0-0 6 Offsets 3.00 12 2 2-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 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 kRep Stress Incr Y 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 N6.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 = -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. 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 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% i Job " Truss Truss Type Qty Ply A0117236 72005 CJ3A Corner Jack 4 1 � Job Reference (optional) Al Koor I cusses, rOrr rlerGe, rL 34U40, Ue519n`a 1 au55.wrn 3x4 = U. ILV J IYVV IG GV 1 / IYII I GA IIIUUJIIIG.I, II IV. 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Itg3?ECfttcrvvwx4Fm1 alih7_NGenUpdEafgW'zKGVt 3-0-0 2n- 3 5.00 F12 3x8 II 2 Ti d j iT 131Lly 7 /t� 3x6 11 2-8-8 Plate Offsets (X,Y)— f5:0-4-4,0-1-81 I LOADING (psf) SPACING- 2-M CSI. DEFL. in (foe) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/T'P12014 Matrix -MP Weight: 17 lb FT = 10% 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 any other members. TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc 4) Refer to girders) 5) Provide mechanical for truss to truss connections. connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at BOT CHORD Rigid ceiling'directly applied or 10-0-0 oc bracing. joint 3, 246 lb bpi ft at joint 4 and 618 lb uplift at joint 5. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) accordance with Stabilizer Installation guide. 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 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 R 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. Job Truss Truss Type Qty Ply 72005 CJ3C Comer Jack 4 1 A0117237 Job Reference (optional) .....--. ..--� ....�,y„`,a •��.w,D. IZU b rvov is zU-i r MneK Inousines, Inc. I nU May 3 uV:l5:5u Zult3 Pagel ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Itg3?ECfttcrvvwx4Fm 1 alicG_NVeoNpdEafg WzKGVt -2-0-12 2-11-4 2-0-12 2-11-4 5.00 F,2 3 0 0 c; A M 6x6 11 Plate Offsets (X,Y)— (2:0-3-0,0-2-81,f5:0-4-0,0-0-81 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.01 4-5 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MR Weight: 28 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOB CHORD 2x6 SP No.2 3) ` This truss has been designed for a live load of WEBS 2x6 SP No.2 O.Opsf on the bottom chord in all areas where a 2x6 SP No.2 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and an other members. BRACOTHERS TOPCHORD 4) Refer to girder(s) for truss to truss connections. Structural wood sheathing directly applied or 2-11-4 oc 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 lb uplift at purlins, except end verticals. joint 5, 126 lb uplift at joint 3 and 142 lb uplift at joint 4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . MiTek recommends that Stabilizers and required LOAD CASES) cross bracing be installed during truss erection, in Standard 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.11; 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. Job Truss Truss Type Qty Ply A0117239 72005 CJ5 Corner Jack 2 1 . Job Reference (optional) Roof _ _. �. .. ...... .�_...o�nn_AI_.. An nn.IT PI:T-1, I..A....s.:.... 1.... TI.�. AA.... IAO-49.941 Q 13-1 Ai Roof irusses,For[Pierce,FL awavo,oeslgn�a1iuss.wnr �.1��51.G 1« 1, 1.11��1 �. ��, . „�...oy .......---- ---.— -..y... I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-D3ERCaDHeBkiX3V8ezHG6WFsUOm?NEOzstKDCzzKGVs 0-0-6 5-0-0 0- -6 5-0-0 3 5.00 12 2x4 II 2 T1 ao m N N 1 Ll B1 6• a. 3x4 = G G 5 4 3x6 II 1-9-8 -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 FBC2017lfP12014 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 ha 20.Opsf on the b( rectangle 3-6-0 t; bottom chord an( 4) Refer to girder 5) Provide mecN to bearing plate ( joint 3, 10 lb uplit LOAD CASE(S)' Standard been designed for a live load of tom chord in all areas where a I by 2-0-0 wide will fit between the any other members. s) for truss to truss connections. iical connection (by others) of truss ipable of withstanding 118 lb uplift at at joint 4 and 327 lb uplift at joint 5. 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 ha 20.Opsf on the b( rectangle 3-6-0 t; bottom chord an( 4) Refer to girder 5) Provide mecN to bearing plate ( joint 3, 10 lb uplit LOAD CASE(S)' Standard been designed for a live load of tom chord in all areas where a I by 2-0-0 wide will fit between the any other members. s) for truss to truss connections. iical connection (by others) of truss ipable of withstanding 118 lb uplift at 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 - - - - -_ -- - - __ _ _-• . _. _ .._. __, . _ _ . _ . _, __...�..�... ,. u. 1— 1— i c cu i i mi j ur a muslne5, inc. l nu may .i uv:i o:oi zul6 vage I ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-D3ERCaDHeBkiX3V8ezHG6WFrwOiUNFdzstKDC�.KGVs 0-Q-3 5-0-0 0-0-3 5-0-0 3.00 F12 F 2 19 9 LOADING (psf) SPACING- 2110 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 3-4 >999 360 MT20 244/190 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/TPl, . 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 = AO/Mechanical 4 = 49410-8-0 (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. (Ib) 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. ll; 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. Provide mechanical connection (by others) of truss bearing plate capable of withstanding 103 lb uplift at nt 2, 81 lb uplift at joint 3 and 560 lb uplift at joint 4. CASE(S) Job P Truss Truss Type Qty Ply A0117240 72005 CJSA Corner Jack 4 1 Job Reference o tional Al KOOT I russes, rorr rlerce, rL J4u4c, ueslgnlNa-I uuss.com 0.14VS,VVV , LLV 1l,wl, UK If 11.11.1DO,e3,,I,G. II,U,way JV30., O.OLLV,O rGyC, ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-hFopPwEvPUsZ8D4KCgoVfjo1Ko5v6hM65X3mlPzKGVr 5-0-0 5-0-0 3 5.00 F12 2x4 11 2 T1 c1 ' aa4, U4 = 5 4 3x6 11 1-9-8 .2-3-8, 4-8-8 5-( LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.25 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 LUMBER - TOP CHORD 2x6 SP No.2 2) This truss has BOT CHORD 2x6 SP No.2 chord live load no�nconcurrent Len designed for a 10.0 psf bottom with any other live WEBS 2x6 SP No.2 loads. BRACING - TOP CHORD 3) . This truss has been designed for a live load of Structural wood sheathing directly applied or 5-0-0 oc 20.Opsf on the bo tt om chord in all areas where arectangle 3-6-0 to pO I by 2-0-0 wide will fit between the T bottom chord and ROT CHORD any other members. 4) Refer to girder Rigid ceiling directly applied or 10-0-0 oc bracing. s) for truss to truss connections. 5) Provide mecha ical 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 at joint 4 and 439 lb uplift at joint 5. accordance with Stabilizer Installation guide. 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 244/190 'Weight:27lb FT=10% Job Truss Truss Type Qty Ply 72005 D01G Jack -Open Girder 4 1 Pa0117241 1 Job Reference (optional) Ai moot Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:53 2018 Page 1 ID:n KMLCG99vHyLG9 D5?YIAEyzKd 3 P-ASMBdG FXAo_QmNf WmOJkBxKD7CS9r9VGKBpJ Hr*iKG Vq 0-p-0 3-8-0 5-8-0 7-0-0 0- -6 3-8-0 2-0-0 1-4-0 2x4 II 2x4 II 1-9-8 1-9-8 I -1- 3-8-0 4-5-8 5-8-0 6-8-8 -0- 1-6-8 0-9-8 1-2-8 1-0-8 3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 39 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 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 (Ib) 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=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 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. Provide mechanical connection (by others) of truss bearing plate capable of withstanding 112 lb uplift at nt 5, 373 lb uplift at joint 8 and 584 lb uplift at joint 7. Hanger(s) or other connection device(s) shall be Dvided sufficient to support concentrated load(s) 293 down and 418 lb up at 3-8-0 on top chord, and 253 down and 363 lb up at 3-8-0 on bottom chord. The sign/selection of such connection device(s) is the ;ponsibility of others. In the LOAD CASE(S) section, loads applied to the :e of the truss are noted as front (F) or back (B). .OAD CASE(S) Standard 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, 6-9=-20 Concentrated Loads (lb) Vert: 3=1 84(B) 7=1 91 (B) Job Al Truss Truss Type Qty Ply A0117242 72005 D02 Jack -Open 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x4 = 2x4 11 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:53 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-ASMBdGFXAo_QmNfWmOJkBxKBoCQGr8cGKBpJHrzKGVq 4x4 = 4 5 rw23x8 11 T2 3 0 N 131 Li s e 7 6 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 0.28 Vert(LL) 0.00 7-8 >999 360 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 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-M 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 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 at joint(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 (Ib) or less except when shown. TOP CHORD 1-2=-391/140, 2-3=-271/123 BOT CHORD 1-8=-157/437 WEBS 2-8=-153/298, 3-7=-4111775 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) 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 boom chord in all areas where a rectangle 3-6-0 ta111 by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate c0pable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 8=294, 7=356. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 39 lb FT = 10% Job Truss Truss Type Oty Ply 72005 EB01 MONOPITCH 18 1 A0117243 Job Reference (optional) O. IN s IVOV 7L LU-I / ml I eK Inausines, Inc. 1 nu may o uana:ov zul9 rage l ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-eewagcG9w66HOXEiJ5rzk8tPUcnFacMPYrYtpFrzKGVp 0 A 6 1-8-0 1-8-0 5.00 rl2 2 3x4 = 3 i 1-10-8 3x4 II 1-8-0 1-" 2 0-1-8 Plate Offsets (X,Y)— [2:0-4-4,0-1-81,f3:0-2-8,0-1-81 I LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defi Ud 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/TPI2014 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. (Ib) 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. ll; 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 (jt=lb) 3=165. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) (Standard Job v Truss Truss Type Qty Ply A0117244 72005 EB02 ROOF SPECIAL GI DER 4 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Offsets 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:55 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-6gUy2yGnhPE7?hovipMCHMQZw?72J3cYnVIQMkzKGVo 2-3-9 3.54 F12 1 T1 3x4 = 81 3x6 I I 2-3-9 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 NO Code FBC2017/TPI2014 CSI. TC 0.18 BC 0.16 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Vert(LL) 0.00 6 n/r Vert(CT) -0.00 6 n/r Horz(CT) 0.00 n/a Ud 90 80 n/a LUMBER - TOP CHORD 2x6 SP No.2 6) Provide mech nical connection (by others) of truss BOT CHORD 2x6 SP No.2 to bearing plate capable of withstanding 100 lb uplift at WEBS 2x4 SP No.3 joint(s) except Ot=1b) 3=396. BRACING- TOP CHORD 7) Gap between iPde of top chord bearing and first wood sheathing directly applied or 2-3-9 oc t diagonal or vertical web shall not exceed 0.500in. .St .SSt r except end verticals. 8) Hanger(s) or other connection device(s) shall be BOT CHORD provided sufficient to support concentrated load(s) 91 Rigid ceiling directly applied or 6-0-0 oc bracing. 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 MiTek recommends that Stabilizers and required design/selection of such connection device(s) is the cross bracing be installed during truss erection, in responsibility of others. accordance with Stabilizer Installation guide. 9) In the LOAD CXSE(S) section, loads applied to the face of the truss re noted as front (F) or back (B). REACTIONS. (lb/size) 2 = 0/Mechanical 3 = 424/Mechanical LOAD CASE(S) Max Horz Standard 2 = 589(LC 1) 1) Dead + Roof Live (balanced): Lumber Increase=1.25 3 =-589(LC 1) Plate Increase=1.25 Max Uplift Uniform Loads (plf) 3 =-396(LC 4) Vert: 1-2=-90, 3-4=-20 Max Grav Concentrated Loads (lb) 3 = 424(LC 1) Vert: 6=-181(F -91, B=-91) 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-M 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. PLATES GRIP MT20 2441190 Weight: 12 lb FT = 10% Job Truss Truss Type Qty Ply 72005 G01 G HipGirder 1 1 A0117245 Al Annf T—, C.., Dc.,.,... M —AC' .,,._:___,._.-- _-_ Job Reference o tional es.ynl,a 1 U Liss.cV:"I 8.720 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:15:57 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-2DbiTel2D1 UrFyH?DOgMnVgxpl_npMrEpnXQci'KGVm 7-0-0 11-5-0 15 10-0 22-10-0 22- 0-3 3 7-M i 4 5-0 4-5-0 74) 0- -3 7x10 II 2x4 11 6x8 = 2x4 II Dead Load Defl. = 1/16 in 7x10 11 Plate Offsets (X,Y)— [1:0-0-1,2-1-31 [1:0-5-11 0-0-71 [2:0-5-410-4-41 [4:0-5-4 0-4-4] [5.0-0-1 2-1-31 [5.0-5-11 0-0-71 [7.0-4-0 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 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 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 pudins. 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 uide. REACTIONS. (lb/size) 1 = 1556/0-8-0 (min.0-1-8) 5 = 1556/0-8-0 (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- 11) 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); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water All plates are MT20 plates unless otherwise This truss has been designed for a 10.0 psf bottom Drd live load nonconcurrent with any other live 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 Joints) 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 of 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 lb 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 F Truss Truss Type City Ply A0117246 72005 G02 Hip 1 1 Job Reference (optional) o 4nn .. AI.... 47 gn17 RA;T L 1...1i ,or.iuc Inn Th„ WA— Q nG•1F•FA 7n1A Pnnu 1 Al Roof Trusses, Fort Pierce, rt- +awo, uesiynLe Iuuas.wnl ......... ..'............., ...... ..... .....' .. ......,..___-._ _'_ . ID:nkMLCG99vHyLG9D5?YIAEyzKd3P-WP94g_Jg_KCIt ZX ,Y vU_2wED20WPn?TTW4y3zKGVl 0- -0 9-0-0 13-10-0 22-10-0 22- 0-3 ' 0- 3 9-0-0 4-10-0 9-0-0 0- -3 Dead Load Defl. = 1116 In 5x6 11 5x6 11 3.00 12 2 3 1 m 9 N 1 4 01 0 4x10 = o- e 7 5 A e t 6 8x10 11 2x4 11 4x6 = 2x4 11 8x10 11 4x10 = 1-10& 2 8 9-0-0 13-10-0 20-7-8 2 1-822-6-822 1 -0 1-10-8 0�3-0 6-9-8 4-10-0 6-9-8 0 1-7-0 0-3-8 Plate Offsets (X Y)— [1.0-1-15 Edge] [2:0440-2-81 [3:0-440-2-81 [4:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Weft 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/TP12014 Matrix -MS Weight: 118 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E `Except` 2) Wind: ASCE 7- 0; Vult=180mph (3-second gust) T2: 2x6 SP No.2 Vasd=139mph; T DL=5.Opsf; BCDL=5.Opsf; h=39ft; BOT CHORD 2x6 SP No.2 Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) WEBS 2x4 SP No.3 and C-C Exterior() zone; cantilever left and right WEDGE exposed; porch left exposed;C-C for members and Left: 2x4 SP No.3, forces 8 MWFRS or reactions shown; Lumber �9 Right: 2x4 SP No.3 DOL=1.60 plate g DOL=1.60 BOP 3) Provide adequate drainage to prevent water CHORD Ponding. Structural wood sheathing directly applied or 5-0-0 oc 4) This truss has been designed for a 10.0 psf bottom puriins. chord live load nonconcurrent with any other live BOT CHORD loads. Rigid ceiling directly applied or 3-0-4 oc bracing. 5) This truss has been designed for a live load of MiTek recommends that Stabilizers and required 20.Opsf on the bo om chord in all areas where a cross bracing be installed during truss erection, in rectangle 3-6-0 tall by 2-0-0 wide will fit between the accordance with Stabilizer Installation guide. bottom chord and any other members. 6) Provide mechanical connection (by others) of truss REACTIONS. (lb/size) to bearing plate capable of withstanding 100 lb uplift at 1 = 1258/0-8-0 (min. 0-1-8) joint(s) except (jt=1b) 1=1459, 4=1296. 4 = 1258/0-8-0 (min. 0-1-8) Max Horz 1 = 74(LC 12) LOAD CASE(S) Max_Uplift Standard 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, 34=-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. Job . Truss Truss Type Qty Ply 72005 G03 Common 1 1 A0117247 Job Reference (optional) i6 I 3.00 12 I U.IGUJIYUV IL GUI/ IVlllell 11 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P _t 22- I 11 a0 5x10 MT20HS= 2 1nu. 1 nu may a uu:-io:oa zuia rage i 7x10 11 7x6 = 5x10 = 7x10 II 1 0-3 i-3 to Plate Offsets (X,Y)— [1:0-1-11,Edge], [1:0-0-1,2-1-31, [3:0-0-1,2-1-3][3:0-1-11 Edge], [4:0-3-0 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 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 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E BOB CHORD 2x6 SP No.2 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf, BCDL=5.Opsf; h=39ft; WEDGE WEBS 2x4 SP No.3 Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right Left: 2x4 SP No.3, exposed ; porch left exposed;C-C for members and Right: 2x4 SP No.3 BRACING- forces $ MWFRS for reactions shown; Lumber TOP CHORD DOL=1.60 plate grip DOL=1.60 Structural wood sheathing directly applied or 6-0-0 oc 3) All plates are MT20 plates unless otherwise purlins. indicated. BOT CHORD 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Rigid ceiling directly applied or 2-11-14 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 by 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 at=lb)1=1430, 3=1262. Max Horz 1 = 92(LC 12) Max Uplift LOAD CASE(S) 1 =-1430(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=-1961/4734, 2-3=-1961/4734 BOT CHORD 1-4=4327/1807, 3-4=-4327/1807 WEBS 24=-1201/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply A0117248 72005 G04 Common 1 1 Job Reference o tional Al Moor I ruSses, ron vierce, rL J9y90, ae51y1Ld i uuss.wm 0- -0 11-5-0 ' 0- 3 11-5-0 ID:nKMLCG99vH;L69D5?YlAE Kd3P-_cjTtJJI1eIZUI6g6eQ8RCaBAdO?Fg08i7GeWzKi 22-10-0 22-10-3 6x6 = • 3.00 12 2 bi e e 5X10 = e e 4 5x10 MT20HS I I 7x6 = 3 Li I e e e 5x10 = 5x10 MT20HSII 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 0.42 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 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 3-0-4 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 = 94(LC 12) Max Uplift 1 _-1429(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=-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. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. II; Exp D; Endl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(4) 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 noriconcurrent 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-M wide will fit betweeri 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 at --lb) 1=1429, 3=1262. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply �0117249 72005 G05 COMMON 3 1 Job Reference (optional) Al KooT i russes, r-on coerce, r-L Au4o, oeslgn(c_val iruss.com 11-5-0 m izu s Nov iz Zul / mi I eK Inausines, inc. I nu May a uJao:uu Zino wage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3PSoHr5fKwWytQ6ShsgMxNzP7EEOic 7SIxn?B1xzKGVj 5X6 11 2 7-11-8 6X10 11 7x6 = 4X8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi 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 WB 0.86 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 2400F 2.OE *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 purlins, 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. Wind: ASCE 7-10; Vult=180mph (3-second gust) sd=139mph; TCDL=5.Opsf; BCDL=5.Opsf; h=39ft; it. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) d C-C Exterior(2) zone; cantilever left exposed ; rch left exposed;C-C for members and forces & NFRS for reactions shown; Lumber DOL=1.60 plate p DOL=1.60 This truss has been designed for a 10.0 psf bottom ord live load nonccncurrent with any other live . This truss has been designed for a live load of .Opsf on the bottom chord in all areas where a -tangle 3-6-0 tall by 2-0-0 wide will fit between the ttom chord and any other members. Refer to girder(s) for truss to truss connections. Provide�mechanical connection (by others) of truss bearing plate capable of withstanding 100 lb uplift at nt(s) except Qt=1b) 4=964, 1=1333. iLOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 111 lb FT = 10% i 1-i Job F Truss Truss Type Qty Ply A0117250 72005 G06G COMMON 1 1 v Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3.00 ri2 8.120 s Nov 12 2017 MI I eK Industries, Inc. Thu May 3 14:12:03 2018 rage 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-s65-9SI1 Jdp3fE7mlP7sPGJu8OGBOt2rXsNd—tzKCAA 194-8 6x6 = 7-1 Us 1 "-.•-...........� 3 Ell tiz 6x6 = a a s 5 4 7x10 11 7x6 = 3x10 11 1-10-8 11-5-0 19-4-8 1-10-8 9-6-8 7-11-8 Plate Offsets (X Y)— [1:0-0-1 2-1-3] [1:0-5-11 Edge] [3:0-3-1 0-1-9] [4:0-5-4 0-1-8] [5:0-2-12,0-4-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.17 5-10 >999 360 MT20 244/190 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 FBC20171TPI2014 Matrix -MS Weight: 111 lb FT = 10% LUMBER - TOP CHORD 2x6 SP 2400F 2.OE *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 4-11-11 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-12 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 = 929/Mechanical 1 = 1058/0-8-0 (min. 0-1-8) Ma)6Horz 1 = 148(LC 8) Max Uplift 4 = -961(LC 4) 1 _ -1283(LC 4) Max Grav 4 = 929(LC 1) 1 = 1058(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when. shown. TOP CHORD 1-2=-1603/1708, 2-3=-1586/1739, 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. 2) Wind: ASCE 7- Vasd=139mph; TI Cat. II; Exp D; Eni cantilever left exp DOL=1.60 plate g 3) This truss has I chord live load no loads. 4)' This truss ha: 20.Opsf on the bol rectangle 3-6-0 to bottom chord and 5) Refer to girder( 6) Provide mecha to bearing plate G joint 4 and 128311 7) Hanger(s) or of provided sufficien lb down and 299 I design/selection c responsibility of of 8) In the LOAD G face of the truss a LOAD CASE(S) Standard 1) Dead + Roof Li, , Plate Increase Uniform Loads Vert: 1-2=-90, � Concentrated L Vert: 9=113(B) Vult=180mph (3-second gust) S.Opsf; BCDL=5.Opsf; h=39ft; GCpi=0.18; MWFRS (envelope); :d ; porch left exposed; Lumber DOL=1.60 n designed for a 10.0 psf bottom mcurrent with any other live been designed for a live load of om chord in all areas where a by 2-0-0 wide will fit between the any other members. ) for truss to truss connections. ical connection (by others) of truss pable of withstanding 961 lb uplift at uplift at joint 1. er connection device(s) shall be to support concentrated load(s) 287 up at 2-7-8 on top chord. The such connection device(s) is the E(S) section, loads applied to the noted as front (F) or back (B). (balanced): Lumber Increase=1.25 .25 0, 4-6=-20 (lb) Job Truss Truss Type Qty Ply 72005 HC3 RAFTER TRUSS 4 1 A0117251 Job Reference (optional) Al Root I cusses, tort Pierce, VL 3494ti, oes{gn(a)altruss.com t3.12U S NOV 12 2U1 / MI I eK Inaustnes, Inc. I nu May 3 U9:1ti:Ul 2U16 Nage 1 I D.? V 729FI bq DtO Ru3?XJcch4zsTYu-x_rD I? LYH F?HkcG3E3TcWdgZoQCzjn5 R9RI kZNzKG V i 2-9-5 2-9-5 2.12 F12 2-9-5 2 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d 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 FBC2017frP12014 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 puriins. 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.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 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 at --lb) 1=102, 2=109. LOAD CASE(S) Standard Job , Truss Truss Type Qty Ply A0117252 72005 HC5 RAFTER TRUSS 52 1 Job Reference (optional) Al Koor I rUSSeS, r-On Ylerce, rL 340143, cesign(Naluuss.com O. ILU S rvuv 1 u I / i0i I eR 1117"lub, Illu. I llu May o uv. Iu.V l LU 10 rays ID:In1 E14n4krFMR5vCX81ws4z20vo-x_rDl?LYHF?HkcG3E3TcWdgZVQCzjn5R9RIkZNzKGVi 1-5 �_s 3.54 12 T1 2-9-5 2-9-5 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 0.30 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 puriins. 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 at --lb) 2=116. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 HJ5 Diagonal Hip Girder 2 A0117255 Job Reference (optional) •-��.y, w� a. izu s Nov i z zui r mi I eK moustnes, Inc. T hu May 3 09:16:02 2018 Page 1 I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-PBPbWLMA2Z78LIrFnn_r3gCgMgQTSEXa05U15qiKGVh 3x6 11 6-8-10 N LOADING (psf) SPACING- 2-0-0 ! CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 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 FBC2017frP!: ! 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 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. (Ib) 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=5.Opsf; BCDL=5.Opsf; h=39ft; Cat. 11; 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 nonconcurent 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 8B�ARZ@�%o ��y 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 joints) 3 except at --lb) 4=162, 5=746. - 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10. 11, 12, 13, 1i4, 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, 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). Ll OAD 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) ) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-75, 4-6=-20 Concentrated Loads (lb) Vert: 8=-137(F=-69, B=-69) 9=190(F=95, B=95) 10=197(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 (plf) 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. Intemal) 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 (lb) ' 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. Intemal) 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=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 (plf) 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. Intemal) 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=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. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80, 4-6=-10 Horz: 1-3=-90 Job 4 Truss Truss Type Qty Ply A0117255 72005 HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-90(F=-45, B=-45) 10=171(F=85, 13=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(F=123, 13=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, 13=85) Horz: 7=-218(F=109, 13=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 (pin Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Concentrated Loads (lb) Vert: 8=258(F=129, 13=129) 9=33(F=17, 13=17) 10=199(F=99, 13=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 (pin Vert: 1-3=-10, 4-6=-20 Horz: 1-3=-20 Concentrated Loads (lb) Vert: 8=258(F=129, 13=129) 9=126(F=63, 13=63) 10=199(F=99, 8=99) 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, 13=95) 10=197(F=99, 6=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,B=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 (pig Vert: 1-3=-54, 4-6=-20 Horz: 1-3=-21 Concentrated Loads (lb) Continued on page 3 Standard Vert: 8=193( 10=301(F=1 Horz: 7=-21 i 17) Dead + 0.75 Wind (Neg. I Increase=l .i Uniform Loa Vert: 1-3=-3( Horz: 1-3=-3 Vert: 8=193( 10=301(F=1 Horz: 7=-21 i 18) Dead + 0.75 Wind (Neg. I Increase=1.i Uniform Loa Vert: 1-3=-6( Horz: 1-3=-1 I U.IZU S NOV lZ ZUl / mi I eK inausines, Inc. nu May 3 69: i6:02 26 io rage z ID:nKMLCG99vHyLG9D57YIAEyzKd3P-PBPbWLMA2Z78LIrFnn_r3gCgMgQTSEXaO5U 15gzKGVh =97, B=97) 9=314(F=157, B=157) , B=151) ==-109, B=-109) oof Live (bal.) + 0.75(0.6 MWFRS )1st Parallel): Lumber Plate Increase=1.60 (Pl0 4-6=-20 Loads (lb) =97, B=97) 9=262(F=131, B=131) I, B=151) F=-109, B=-109) ;oof Live (bal.) + 0.75(0.6 MWFRS :) 2nd Parallel): Lumber Plate Increase=1.60 (plf) 4-6=-20 Loads (lb) =97, B=97) 9=332(F=166, B=166) I, B=151) F=-109, B=-109) d + Roof Live (balanced): Lumber Plate Increase=1.25 s (PID 4-6=-20 Loads (lb) -23, B=-23) 9=471(F=236, B=236) 1, B=190) F=-109, B=-109) d + 0.75 Roof Live (balanced): Ise=1.25, Plate Increase=1.25 -oads (lb) -23, B=-23) 9=401(F=200, 13=200) , B=167) =-109, B=-109) is Lumber Increase=0.90, Plate Pit. metal=0.90 Uniform Loads (pig Vert: 1-3=-30,1 Concentrated L Vert: 8=45(FJ- 10=197(F=99, Horz: 7=-218(F 22) Reversal: Dea Left: Lumber In Uniform Loads Vert: 1-3=80, 5 Horz: 1-3=-90 Concentrated L Vert: 8=-111(F B=-192) 10=1 Horz: 7=-218(F 23) Reversal: Dea Right: Lumber I Uniform Loads Vert: 1-3=55, 4. Horz: 1-3=-65 Concentrated It Vert: 8=-53(F=- 10=-194(F=-97I Horz: 7=-218(F' 24) Reversal: Dead Left: Lumber Ini Uniform Loads Vert: 1-3=22, 5- Horz: 1-3=-52 Concentrated L Vert: 8=-83(F=- 10=-170(F=-85, Horz: 7=-218(F 25) Reversal: Dead Right: Lumber I Vert: 8=193(F) 10=301(F=151 Horz: 7=-2185 19) Reversal: Dec Increase=1.2: Uniform Load; Vert: 1-3=-90 Concentrated Vert: 8=-45(F= 10=380(F=191 Horz: 7=-218( 20) Reversal: Des Lumber Incret Uniform Load: Vert: 1-3=75, Concentrated Vert: 8=-45(F= Horz: 7=-21 21) Reversal: D oads (lb) 23, B=-23) 9=190(F=95, B=95) B=99) =-109, B=-109) d + 0.6 MWFRS Wind (Pos. Internal)crease=1.60, Plate Increase=1.60 (P10 6=51, 4-5=-10 oads (lb) =-56, B=-56) 9=-383(F=-192, 98(F=-99, B=-99) 109, B=-109) d + 0.6 MWFRS Wind (Pos. Internal) ncrease=1.60, Plate Increase=1.60 )ads (lb) t7, B=-27) 9=-315(F=-157, B=-157) B=-97) -109, B=-109) + 0.6 MWFRS Wind (Neg. Internal) :rease=1.60, Plate Increase=1.60 , 4-5=-20 :ads (lb) .2, B=-42) 9=-260(F=-130, B=-130) B=-85) -109, B=-109) + 0.6 MWFRS Wind (Neg. Internal) icrease=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=191(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, 13=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 (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=-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 (plf) Vert: 1-3=22, 4-6=-20 Hbrz: 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= l2, 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) 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=-1 11 (F=-56, B=-56) 10=-96(F=48, 13=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 (pif) Vert: 1-3=-60, 4-6=-20 Horz: 1-3=-15 Concentrated Loads (lb) Vert: 8=-99(F=49, 13=49) 9=-93(F=46, 13=46) 10=96(17=48, B=48) Horz: 7=-218(F=-109, B=-109) a IMVV 14—I/— I CK I I IUUbLFIC5, Inc. uiu May aua:-Io:uczuiu rages ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PBPbWLMA2Z78LIrFnn_r3gCgMgQTSEXaO5U 15glKGVh i Job •i• Truss Truss Type Qty Ply A0117256 72005 HJSA Diagonal Hip Girder) 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com , 3.54 F12 3A = 8.12U S NOV 12 ZU1 / MI reK InOUSmes, Inc. I nu May 3 uv:it3:uj zult7 rage 1 I D: nKMLCG99vHyLG9 D 5?YIAEyzKd3P-tNzzjh MoptF?zvQRLU V4b2lsAEozBhf kdlE reGzKG Vg .2 LOADING (psg 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 NO Code FBC2017rrPI2014 CSI. TC 0.48 BC 0.41 WB 0.06 Matrix -MP DEFL. in (loc) I/deft Vert(LL) -0.02 4-5 >999 Vert(CT) 0.03 4-5 >999 Horz(CT) -0.05 3 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 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 mecha ical connection (by others) of truss Standard BRACING- to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 3=105, 5=719. Vert: 1-3=80, 5-6=51, 4-5=-10 TOP CHORD 6) Load case(s) 112, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, Horz: 1-3=-90 Structural wood sheathing directly applied or 6-0-0 ocConcentrated 14, 15, 16, 17, 18� 19, 20, 21, 22, 23, 24, 25, 26, 27, Loads (lb) purlins. BOT CHORD 28, 29, 30, 31, 32 33, 34, 35 has/have been modified. 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. Building designer ust review loads verify that they are correct for the intended use of this s truss. 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: MiTek recommends that Stabilizers and required 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 sufficien to support concentrated load(s) 109 accordance with Stabilizer Installation uide. Ib 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 Ib up at 4-2-15 on top chord, and 84 lb REACTIONS. (lb/size) down and 129 Ib 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 1 Vert: 8=246(F=123, B=123) 9=-11(F) 10=85(F) Horz: 7=-218(F=-109, B=-109) 4 = -88/Mechanical 4-2-15 on bottom chord. The design/selection of such 5 = 800/0-11-5 (min. 0-1-8) connection devices) is the responsibility of others. 6 Dead + 0.6 MWFRS Wind (Neg.Internal) Left: ) Max Horz 8) In the LOAD CASE(S) section, loads applied to the n) Lumber Increase=1.60, Plate Increase=1.60 5 = 403(LC 4 of 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 = 18) LOAD CASE(S) Concentrated Loads (lb) 719(L 5 =-719(LC 8) Standard Vert: 8=85(F=42, 8=42 9=17 F 10=98 F ) () ( ) MaxGrav 3 = 50 LC 35 ( ) 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Horz: 7=-218(F=-109, B=-109) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: = 4 58(LC 22) Plate Increase Uniform Loads (pig lf) Lumber Increase=1.60, Plate Increase=1.60 5 = 800 LC 1 ( ) Vert: 1-3=-90, 4=6=-20 I Uniform Loads (pig Vert: 1-3=-2, 4-6=-20 FORCES. (lb) ( ) Concentrated Loads (lb) Vert: 8=-168(F=-84, B=-84) 9=95(F) 10=99(F) Horz: Max. Comp./Max. Ten. -All forces 250 (lb) or less except Horz: 7=-218(F--109, B=-109) Concentrated Concentrated Loads(lb) 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 (pig8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st WEBS Vert: 1-3=-75, 4-6=-20 Parallel: Lumber Increase=1.60, Plate 2-5=-543/482 i Concentrated Loads (lb) Increase=1.60 Vert: 8=-137(F= 69, B=-69) 9=95(F) 10=99(F) Uniform Loads (pig NOTES- Horz: 7=-218(F=1109, B=-109) Vert: 1-3=80, 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=5.Opsf; BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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 3) ` This truss has been designed for a live load of 4) Dead + 0.6 MWF S Wind (Pos. Internal) Left: Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 20.Opsf on the bottom chord in all areas where a Lumber Increase=1.60, Plate Increase=1.60 Horz: 1-3=-57 rectangle 3-6-0 tall by 2-0-0 wide will fit between the Uniform Loads (plg Concentrated Loads (lb) 88Agngg %A p9gp2y other members. i Job Truss Truss Type Qty Ply 72005 HJ5A Diagonal) Hip Girder 2 1 R0117256 Job Reference (optional) .. i �.uu� i i uaa ui i rice w, r� .rrwu, ucmyuLw,e i u usa.wm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=1(F) 10=85(F) Harz: 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 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=-45(F) 10=85(F) Harz: 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 Harz: 1-3=-57 Concentrated Loads (lb) Vert: 8=246(F=123, B=123) 9=1(F) 10=85(F) Harz: 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 Harz: 1-3=-52 Concentrated Loads (Ib) Vert: 8=258(F=129, B=129) 9=17(F)10=99(F) Harz: 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 (pig Vert: 1-3=10, 4-6=-20 Harz: 1-3=-20 Concentrated Loads (lb) Vert: 8=258(F=129, B=129) 9=63(F) 1 0=99(F) Harz: 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(17=23, B=-23) 9=95(F) 10=99(F) Harz: 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 Harz: 1-3=-39 Concentrated Loads (lb) Vert: 8=64(F=32, B=32) 9=131(F) 10=149(F) Harz: 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 Harz: 1-3=-21 Concentrated Loads (lb) Vert: 8=193(F=97, 13=97) 9=157(F) 10=151(F) Harz: 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 Harz: 1-3=-39 Concentrated Loads (lb) Vert: 8=193(F=97, B=97) 9=131(F) 10=151(F) Harz: 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 Harz: 1-3=-15 Concentrated Loads (lb) 0 .1Zu s Nov 1z zul i MI I eK Inaustnes, Inc. I nu May 3 09:16:03 2018 Page 2 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-tNzzjhMoptF?zvQRLUV4b21sAEozBhfkdlEreGIKG Vg Standard Vert: 8=193(F=97, B=97) 9=166(F) 10=151(F) Harz: 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) I Vert: 8=-45(F=-23, B=-23) 9=236(F) 10=190(F) 1 Harz: 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) Harz: 7=-218(F=109, B=109) 21) Reversal: Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads.(plf) I Vert: 1-3=30, 4-6=-20 Concentrated Loads (lb) Vert: 8=-45(F=-23, B=-23) 9=95(F) 10=99(F) Harz: 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 (pig Vert: 1-3=80, 5-6=51, 4-5=-10 Harz: 1-3=-90 Concentrated Loads (lb) i Vert: 8=-111(F=-56, B=-56) 9=-192(F) 10=-99(F) '; Harz: 7=-218(F=-109, B=-109) 3) Reversal: 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 Harz: 1-3=-65 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-157(F) 10=-97(F) Harz: 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 Harz: 1-3=-52 Concentrated Loads (lb) Vert: 8=83(1==-42, B=-42) 9=-130(F) 10=-85(F) Harz: 7=-218(F=-109, B=-109) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 I Uniform Loads (pig I Vert: 1-3=2, 4-6=-20 Harz 1-3=-28 Concentrated Loads (lb) I Vert: 8=-25(F=-12, B=-12) 9=-95(F)10=-83(F) Harz: 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 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-192(F) 10=-97(F) Harz: 7=-218(F=-109, B=-109) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=47, 4-6=-10 Harz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-145(F) 10=-97(F) Harz: 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 (plf) Vert: 1-3=80, 4-6=-10 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-192(F) 10=-97(F) Harz: 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 Harz: 1-3=-57 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=1 45(F) 1 0=-97(F) Harz: 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) Harz: 7=-218(F=-109, 13=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 Harz: 1-3=-20 Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=-83(F) 10=-83(F) Harz: 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 Harz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-142(F=-71, B=-71) 9=-81(F) 10=-50(F) Harz: 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 Harz., 1-3=-21 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-56(F) 10=-48(F) Harz: 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 Harz: 1-3=-39 Concentrated Loads (lb) Vert: 8=-99(F=-49, B=-49) 9=-81(F)10=48(F) Harz: 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 Harz: 1-3=-15 Concentrated Loads (lb) Vert: 8=-99(F=49, B=49) 9=-46(F)10=-48(F) Harz: 7=-218(F=-109, B=-109) Job ". Truss Truss Type Qry Ply A0117257 72005 HJ5C DIAGONAL HIP GIRDER 2 1 Job Reference (optional) All Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 2x4 11 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:04 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LZWMx1 N RaANsb3_dvBOJ8FH?Ue8Gw5KtrPzPAizKGVf 6-11-1 3.54 12 5x6 2x4 2x4 11 2-7-9 6-7-9 LOADING (psf)- TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-6-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.64 BC 0.41 WB 0.23 Matrix -MP DEFL. in (loc) I/deft Vert(LL) 0.18 4-5 >444 Vert(CT) 0.22 4-5 >362 Horz(CT) -0.18 3 n/a L/d 360 240 n/a PLATES GRIP MT20 244/190 Weight: 55 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a WEBS 2x6 SP No.2 i rectangle 3-6-0 tall by 2-0-0 wide will fit between the Standard W2: 2x4 SP No.3 bottom chord and any other members. a a 3) Dead +Uninhabitable Attic Without Storage: Lumber OTHERS 2x6 SP No.2 BRACING- 4) Refer to girderr for truss truss connections. Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) TOP CHORD 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Vert: 1-2=-3 4-6=-50 2-0-0 oc puriins (6-0-0 max.), except end verticals � joint(s) except Ot=1b) 6=1034, 3=328, 4=480. d Loads (l Concentrated Loads (lb) (Switched from sheeted: Spacing > 2-0-0). 6) Load case(s) 1 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, � Vert: 9=-3(F=-1, B=-1) 10=-24(F=-12, B=-12) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14, 15, 161718 192021, 22, 23, 24, 25, 26, 27, , , , Horz: 8=-268(F=-134, B=-134) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: 28 2930, 31, 32f has/hav,e been modified. Building designer must review loads to verify that they are Lumber Increase=1.60, Plate Increase=1.60 REACTIONS. (lb/size) 6 = 1136/0-11-5 (min. 0-1-8) i correct for the intended use, of this truss. � 7) Graphical purlin representation does not depict the Uniform Loads (plf) Vert: 1-2=153, 2-3=99, 4-6=64 3 = 282/Mechanical 4 = 19/Mechanical size or the orientation of the purlin along the top and/or Horz: 2-6=49, 1-2=-165, 2-3=-112 Concentrated Loads (lb) Max Horz bottom chord. I 8) Hanger(s) or other connection device(s) shall be Vert: 9=19(F=10, B=10) 10=130(F=65, B=65) 6 = 636(LC 5) provided sufficien{ to support concentrated load(s) 134 11=89(F=44, B=44) Max Uplift lb left at 1-3-15, 134 lb left at 1-3-15, and 75 lb down Horz: 8=-268(F=-134, B=-134) 6 =-1034(LC 4) and 98 lb up at 4�1-14, and 75 lb down and 98 lb up 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: 3 =-328(LC 8) 4 =-480(LC 4) at 4-1-14 on top chordand 99 lb down and 175 lb up , Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) at 1-3-15, 99 lb down and 175 lb up at 1-3-15, and 24 Max Grav lb down and 15316 up at 4-1-14, and 24 lb down and Vert: 1-2=46, 2-3=69, 4-6=64 6 1136(LC 1 = ) 153 lb up at 4-1-14 on bottom chord. The Horz:2-6=-71, 1-2=-58, 2-3=-82 3 = 282(LC 1) 4 = 80(LC 3) design/selection of such connection device(s) is the Concentrated Loads (lb) Vert: 9=34(F=17, 13=17) 10=130(F=65, B=65) FORCES. (lb) 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). 11=89(F=44, B=44) Horz: 8=-268(F=-134, B=-134) Max. Comp./Max. Ten. - All forces 250 (lb) or less except 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: when shown. Lumber Increase=1.60, Plate Increase=1.60 TOP CHORD LOAD CASE(S) Uniform Loads (pig 2-6=-1029/382, 2-8=-405/0 Standard Vert: 1-2=51, 2-3=28, 4-6=52 BOT CHORD 6-10=-580/0, 5-10=-580/0 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Horz: 2-6=95, 1-2=-89, 2-3=-66 Concentrated Loads (lb) WEBS Uniform Loads �p11. Vert: 9=150(F=75, B=75) 10=130(F=65, B=65) 2-5=0/758 Vert: 1-2=-113, 2-3=-112, 4-6=-25 11=89(F=44, B=44) 1 Concentrated Loads (lb) Horz: 8=-268(F=-134, B=-134) NOTES- 1) Wind: Vert: 10=-198(Fi -99, B=-99) 11=13(F=6, B=6) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=5.Opsf; Horz: 8=-268(F=-134, B=-134) Lumber Increase=1.60, Plate Increase=1.60 BCDL=5.Opsf, h=39ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); 75 Roof Live (balanced): Lumber 2) Dead + 0.Vert: Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 1-2=21, 2-3=-2, 4-6=52 cantilever left exposed ; end vertical left exposed; porch Uniform Loads (plo Horz: 2-6=-24, 1-2=-58, 2-3=-35 left exposed; Lumber DOL=1.60 plate grip DOL=1.60 Vert: 1-2=-94, 2J3=-94,) 4-6=-25 (lb) Concentrated Loa ( ) 2) This truss has been designed for a 10.0 psf bottom Concentrated Loads (Ib! Vert: 9=165(F=82, B=82) 10=130(F=65, B=65) chord live load nonconcurrent with any other live loads. Vert: 10=-154(F = -77, B=-77) 11=10(F=5, B=5) 11=89(F=44, B=44) Horz: 8=-268(F=1I 134, B=-134) Horz: 8=-268(F=-134, B=-134) Continued on page 2 Job Truss Truss Type Qty Ply 72005 HJ5C DIAGONAL HIP GIRDER 2 1 !40117257 1 Job Reference (optional) MI f VV1 "UJSC,, rU1L r!U[W, rL J9a90, Ut:51gf1(Eal[fu55.COm i LOAD CASE(S) Standard 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76, 2-3=99, 4-6=-13 Harz: 2-6=28, 1-2=89, 2-3=112 Concentrated Loads (lb) Vert: 9=19(F=10, B=10) 1 0=350(F=1 75, B=175) 11=305(F=153, B=153) Harz: 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 (plf) Vert: 1-2=35, 2-3=58, 4-6=-13 Harz: 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) Harz: 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 (plf) Vert: 1-2=76, 2-3=99, 4-6=13 Harz: 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) Harz: 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 Harz: 2-6=-60, 1-2=-48, 2-3=-71 Concentrated Loads (lb) Vert: 9=64(F=32, 13=32) 10=350(F=175, B=175) 11 =305(F= 153, B= 153) Harz: 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 Harz: 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) Harz: 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 (plf) 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=195(F=98, B=98)10=350(F=175, B=175) 11=305(F=153, B=153) Harz: 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 (lb) Vert: 10=-24(F=-12, B=-12) Harz: 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 (plf) Vert: 1-2=-27, 2-3=-45, 4-6=32 Harz: 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) Harz: 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 (plf) Continued on page 3 U.12u S NOV 12 2Ul i MI I eK Ineustnes, Inc. Thu May 3 09:16:04 2018 Page 2. ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LZWMx1 NRaANsb3_dvBOJ8FH?Ue8Gw5KtrPzPAizKGV1 Standard Vert: 1-2=-50, 2-3=-67, 4-6=32 Harz: 2-6=-18, 1-2=-44, 2-3=-26 Concentrated Loads (lb) Vert: 9=123(F=62, B=62) 10=98(F=49, B=49) 11=76(F=38, B=38) Harz: 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 (plf) Vert: 1-2=-27, 2-3=-45, 4-6=-25 Harz: 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) Harz: 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 (plf) Vert: 1-2=-58, 2-3=-75, 4-6=-25 Harz: 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,E=119) Harz: 8=-268(F=-134, B=-134) 1,9) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=153, 2-3=99, 4-6=64 Harz: 2-6=49, 1-2=-165, 2-3=-112 Concentrated Loads (lb) Vert: 9=-151(F=-75, B=-75)10=-99(5=-50, B=-50) 11=-48(F=-24, B=-24) Harz: 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 (plf) I Vert: 1-2=46, 2-3=69, 4-6=64 Harz: 2-6=-71, 1-2=-58, 2-3=-82 Concentrated Loads (lb) Vert: 9=-1 51 (F=-75, B=-75) 10=-99(F=-50, B=50) 11=-48(F=-24, B=-24) I. Harz: 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 Harz: 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=-21, B=-21) Harz: 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 (plf) Vert: 1-2=21, 2-3=-2, 4-6=52 Harz: 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) Harz: 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 (pin Vert: 1-2=76, 2-3=99, 4-6=-13 Harz: 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) I 11=-8(F=-4, B=-4) Harz: 8=-268(F=-134, B=-134) 124) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Standard Vert: 1-2=35, 2-3=58, 4-6=-13 Harz: 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) Harz: 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 Harz: 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) Harz: 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 (pin Vert: 1-2=35, 2-3=58, 4-6=-13 Harz: 2-6=-60, 1-2=-48, 2-3=-71 Concentrated Loads (lb) Vert: 9=-1 51 (F=-75, B=-75) 10=-56(F=-28, B=-28) 11=-8(F=-4, B=-4) Harz: 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 Harz: 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) Harz: 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 (pin 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) Harz: 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 (plf) Vert: 1-2=-27, 2-3=-45, 4-6=32 Harz: 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(17=-11, B=-11) Harz: 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 (plf) Vert: 1-2=-50, 2-3=-67, 4-6=32 Harz: 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) Harz: 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 (plf) Vert: 1-2=-27, 2-3=-45, 4-6=-25 Harz: 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 4 Truss Truss Type I Qty Ply A0117257 72005 HJSC DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com LOAD CASE(S) Standard 32) 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: 1-2=-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) 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:04 2018 Page.3 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-LZWMx1 NRaANsb3_dvBOJ8FH?Ue8Gw5KtrPzPAizKGVf Job Truss Truss Type Qty Ply 72005 HR Diagonal Hip Girder 1 1 A0117259 Job Reference (optional) r j nvui i cusses, run riwce, rL. Savo, aesignLaa iuuss.cwm 6.1zU s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:05 2018 Ppge 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pm4k8NO3LUVjCDZgTvXYgTgAk1 RTfZv143jyi9zKGVe MI.-8 9-10-1 0 -8 9-10-1 3x8 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 0.61 Vert(LL) -0.09 4-5 >892 360 MT20 2441190 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/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 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 Horz 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. 11; Exp D; End., 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 tit 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 Qt=1b) 3=236, 5=787. 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. 71) 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 Ib 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 Ib down and 18 Ib 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) Horz: 7=-218(F=-109, B=-109) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-75, 4-6=-20 ! Concentrated Loads (lb) Vert: 8=-137(F=-69, B=-69) 9=190(F=95, B=95) 11=197(F=99, B=99) Horz: 7=-218(F=-109, B=-109) Standard 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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) 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 (lb) Vert: 8=72(F=36, B=36) 9=-90(F=-45, B=-45) 11=167(F=83,B=83)12=2(F=1,B=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 (plf) 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=65(F=32, B=32) 11=171(F=85, B=85) 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, 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=104(F=52, B=52)11=195(F=98, B=98) 12=2(F=1, B=1) Horz: 7=-218(F=-109, B=-109) 7) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=-2, 4-6=-20 Horz: 1-3=-28 Concentrated Loads (lb) Job t. Truss Truss Type Qty Ply A0117259 72005 HR Diagonal Hip Girder 1 1 Jdb Reference (optional) 'Al Roof Trusses, Fort Pierce, FL 34946, deslgnLaltmss.com LOAD CASE(S) Standard Concentrated Loads (lb) - Vert: 8=258(F=129, 13=129) 9=102(F=51, B=51) 10=168(F=84,B=84)11=199(F=99,B=99)12=2(F=1, B=1) Harz: 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 Harz: 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) Harz: 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 Harz: 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) Harz: 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 Harz: 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) Harz: 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 Harz: 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 =1 71 (F=85, 13=85) 12=2(F=1, B=1) Harz: 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 Harz: 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) Harz: 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 Harz: 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) Harz: 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, B=-23) 9=190(F=95, 13=95) 11=197(F=99, B=99) Harz: 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 0.-1 GU 5 NOV -IL LU 11 MI I eK MUU51IM5, IIIU. 1IIU IWdy J UV. IU.UU GU 10 rd!JC c ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pm4k8NO3LUVjCDZgTvXYgTgAk1 RTfZv143jyi9zKGVe Standard Vert: 1-3=-36, 5-6=26, 4-5=-20 Harz: 1-3=-39 Concentrated Loads (lb) Vert: 8=64(F 32, 13=32) 9=262(F=131, B=131) 10=78(F=39, B=39) 11=298(F=149, B=149) 12=22(F=11 13=11) Harz: 7=-218(F=-109, 8=-109) 16) Dead + 0.75IRoof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. 1(rt) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=4 4-6=-20 Ho rz: 1-3=-2I1 Concentrated Loads (lb) Vert: 8=193( =97, B=97) 9=314(F=157, B=157) 10=126(F=63 B=63)11=301(F=151,E=151) 12=22(F=11B=11) Harz: 7=-21E(F=-109, B=-109) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. I {it) 1st Parallel): Lumber Increase=1.80, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-36`, 4-6=-20 Ho rz: 1-3=-3A Concentrated Loads (lb) Vert: 8=193(F=97, B=97) 9=262(F=131, B=131) 10=78(17=39�B=39)11=301(F=151,8=151) 12=22(F=11,� B=11) Harz: 7=-218(F=-109, B=-109) 18) Dead + 0.75IRoof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ipt) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Harz: 1-3=-15 Concentrates Loads (lb) Vert: 8=193(F=97, B=97) 9=332(F=166, B=166) 10=145(F=72, B=72) 11=301(F=151, B=151) 12=22(F=11jB=11) Harz: 7=-218(F=-109, B=-109) 19) Reversal: 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=-45(F=-23, B=-23) 9=471(F=236, B=236) 11 =380(F=1 90, B=190)12=36(F=18, B=18) Harz: 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, B=-23) 9=401(F=200, B=200) 11=334(F=167, B=167) 12=27(F=14, B=14) Harz: 7=-21fi(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, 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) Harz: 7=-218(F=-109, B=-109) 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumberllncrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=80f 5-6=51, 4-5=-10 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-1 11 (F=-56, B=-56) 9=-383(F=-192, B=-192)10=1118(F=-59, B=-59) 11 =-1 98(F=-99, B=-99) 12=-52(F=-26, B=-26) Harz 7=-218i(F=-109, B=-109) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Standard Uniform Loads (plf) Vert: 1-3=55, 4-6= 10 Harz: 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) Harz: 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 Harz: 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) Harz: 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 Harz: 1-3=-28 Concentrated Loads (lb) Vert: 8=-25(F=-12, 13=12) 9=-1 91 (F=-95, B=-95) 11=-166(F=-83, B=-83) 12=-52(F=-26, B=-26) Harz: 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 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-383(17=-192, B=-192) 1 0=-1 18(F=-59, B=-59) 11=-194(F=-97, B=-97) 12=-52(F=-26, B=-26) Harz: 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 Harz: 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=-194(F=-97, B=-97) 12 52(1==-26, B=-26) Harz: 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 Harz: 1-3=-90 Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=-383(F=-192, B=-192) 10=-118(F=-59, B=-59) 11=-194(F=-97, B=-97) 12=-52(F=-26, B=-26) Harz: 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 Harz: 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) Harz: 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 Harz: 1-3=-52 Job Truss Truss Type Qty Ply 72005 HR Diagonal Hip Girder 1 1 �J117259 Job Reference o tional Al moor i Cusses, t-ort tierce, rL Jaavb, aesignLaltruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:05 2018 Page 3 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-pm4k8NO3LUVjCDZgTvXYgTgAk1RTfZv143jyi9li GVe 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. Intemal) 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=-111(F=-56, B=-56) 11=-96(F=-48, 13=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, 13=48) 12=-19(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, 13=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 r. Truss Truss Type Oty Ply A0117258 72005 HJ7-3 'Diagonal Hip Girder 2 1 �J.bR.ference-(optional) Al KOOT I russes, rOrr rlerGe, rL J4y4o, ue51gr1((La uU55.W111 ,.nor ............... �...,....y.. . ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Hye6LjPh6odagN800c2nDgNidRipO1 LAJjSVEbzKGVd 10-1 0 9-1c 2.12 F12 8 T1 1 81 6x6 = 10 ° 11 3x4 9 12 2 3 4 T (9 N T Plate Offsets (X Y)— i1:0-6-11 Edgel I 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 2441190 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/TPI2014 Matrix -MS Weight: 47 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 6) Hanger(s) or other connection device(s) shall be BOA CHORD 2x6 SP No.2 provided sufficient to support concentrated load(s)154 BRACING- lb down and 1621lb 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, and 62 lb down and 84 lb up at 7-0-14, and 62 Ib down and 84 lb up at 7-0-14 on top chord, and 86 lb down and 157 lb up at 1-5-0, 86 Ib BOT CHORD down and 157 Iblup at 1-5-0, 388 lb down and 326 lb Rigid ceiling directly applied or 8-3-6 oc bracing. up at 4-2-15, 388 lb. down and 326 lb up at 4-2-15, MiTek recommends that Stabilizers and required and 129 lb down land 102 lb up at 7-0-14, and 129 lb cross bracing be installed during truss erection, in down and 102 Ib up at 7-0-14 on bottom chord. The accordance with Stabilizer Installation guide. design/selection of such connection device(s) is the responsibility of others. REACTIONS. (lb/size) 7) In the LOAD OASES) section, loads applied to the 2 = 208/Mechanical face of the truss are 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, 3-5=-20 MaxGrav Concentrated Loads (lb) 2 = 208(LC 1) Vert: 8=127(F 1 64, 13=64)10=-173(F=-86, B=-86) 3 = 183(LC 30) 11=317(F=158,13=158)12=64(F=32,13=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 Qt=1b) 2=217, 3=193, 4=1034. Job Truss Truss Type Qty Ply 72005 HRA Diagonal Hip Girder 2 1 A0117260 A♦ ��-i Tom.---- r_� n:____ ri n��r �__e__�_i.- __ i Job Reference (optional) -• • ••"'- • "•• • •"• `^" . `-� J"V� •••`��•"�o. IGV 5 NOV IL LU-I / MI IeK Inousines, inc. I nu May 3 usneiu/ zu18 Page 1 ID: nKMLCG99vHyLG9D5?YIAEyzKd3P-18CUZ2QJt51QSXjCaKaOmuvRjr307TTJYNC3nl zKGVc -OW-8 9_10-1 0-i)-8 9-10-1 �A N 3x8 11 2-3-14 3-0-12 9-6-9 9 10 1 n_a-,e a r_4a LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 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 guide. 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. 11; 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 Qt=1b) 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 Ib� 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 42-15, and 49 lb down and 83 lb up at 7-0-14, and 49 Ib� 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 I Uniform Loads (plo 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 (plo 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 (plf) 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 (plo 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, B=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 (plf) 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 (plf) 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 Jab Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu May 3 09:16:07 2018 Page 2 I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-18CUZ2QJt51QSXjCaKaOmuvRjr307TTJYNC3n 1 zKGVc LOAD CASE(S) Standard Standard Standard Concentrated Loads (lb) - Vert. 1-3=-36 4-6=26 Uniform Loads (pig Vert: 1-3=55, 5-6=-10, 4-5=51 Vert: 8=258(F=129, B=129) 9=152(F=76, B=76) Horz: 1-3=-36 10=142(F=71, B=71)11=87(F=43, 13=43) 12=2(F=1, Concentrated Loads (lb) Horz: 1-3=-65 13=1) Vert: 8=64(F 32, 13=32) 9=359(F=180, B=180) Concentrated Loads (lb) Horz: 7=-218(F=-109, 13=109) 10=74(F=37, B=37) 11 =276(F= 138, 13=138) Vert: 8=-53(F=-27, B=-27) 9=-429(F=-215, B=215) 8) Dead + 0.6 MWFRS Wind (Pos. Intemal) 1st Parallel: 12=29(F=15, B=15) 10=98(F=49, B=-49) 11 =-539(F=-270, B=270) Lumber Increase=1.60, Plate Increase=1.60 Horz: 7=-218(F=-109, B=-109) 12=-182(F=-91, B=91) Uniform Loads (plf) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0:6 MWFRS Horz: 7=-218(F=-109, B=109) Vert: 1-3=80, 4-6=-10 Wind (Neg. I qt) Right): Lumber Increase=1.60, 24) Reversal: Dead + 0.6 MWFRS Wind (Neg. Intemal) Horz: 1-3=-90 Plate increasb=1.60 Left: Lumber Increase=1.60, Plate Increase=1.60 Concentrated Loads (lb) Uniform Loads (pig Uniform Loads (pig Vert: 8=246(F=123, B=123) 9=-61(F=-31, B=-31) Vert: 1-3=-541 5-6=-20, 4-5=26 Vert: 1-3=22, 4-6=41 Horz: 1-3=-52 11=217(F=109, 8=109) 12=146(F=73, B=73) Horz: 1-3=-24 Horz: 7=-218(F=-109, B=-109) Concentrated Loads (lb) Concentrated Loads (lb) 9) Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Vert: 8=193(F=97, B=97) 9=411(F=206, B=206) Vert: 8=83(F=42, B=42) 9=-354(F=-177, B=-177) Lumber Increase=1.60, Plate Increase=1.60 10=107(F=5,- B=53) 11=287(F=143, B=143) 11=-525(F=-263, B=-263) 12=-182(F=-91, B=-91) Uniform Loads (pig 12=29(F=15, B=15) Horz: 7=-218(F=-109, B=-109) Vert: 1-3=47, 4-6=-10 Horz: 7=-218 F=-109, B=-109) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Intemal) Horz: 1-3=-57 17) Dead + 0.75 �oof Live (bal.) + 0.75(0.6 MWFRS Right: Lumber Increase=1.60, Plate Increase=1.60 Concentrated Loads (lb) Wind (Neg. lnt) 1st Parallel): Lumber Uniform Loads (plf) Vert: 8=246(F=123, B=123) 9=32(F=16, B=16) Increase=1.6b, Plate Increase=1.60 Vert: 1-3=-2, 5-6=-20, 4-5=41 10=68(F=34, B=34) 11=217(F=109, B=109) Uniform Loads (pig Horz: 1-3=-28 12=146(F=73, B=73) Vert: 1-3=-36,1 4-6=-20 Concentrated Loads (lb) Horz: 7=-218(F=-109, B=-109) Horz: 1-3=-30 Vert: 8=-25(F=-12, B=-12) 9=-285(F=-142, B=-142) 10) Dead +0.6 MWFRS Wind (Pos. Intemal) 3rd Concentrated Loads (lb) 11 =-51 1 (F=-256, B=-256) 12=-182(F=-91, B=-91) Parallel: Lumber Increase=1.60, Plate Increase=1.60 Vert: 8=193(F=97, B=97) 9=359(F=180, B=180) Horz: 7=-218(F=-109, B=-109) ' Uniform Loads (pig 10=74(F=37, iB=37) 11=406(F=203, B=203) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Intemal) Vert: 1-3=80, 4-6=-10 12=137(F=69, 13=69) 1st Parallel: Lumber Increase=1.60, Plate Horz: 1-3=-90 Horz: 7=-218(F=-109, B=-109) Increase=1.60 Concentrated Loads (lb) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Uniform Loads (plf) Vert: 8=246(F=123, B=123) 9=-61(F=-31, B=-31) Wind (Neg. Irit) 2nd Parallel): Lumber Vert: 1-3=80, 4-6=-10 11=217(F=109, B=109) 12=146(F=73, 13=73) Increase=1.60, Plate Increase=1.60 HQrz: 1-3=-90 Horz: 7=-218(F=-109, B=-109) Uniform Loads (pig Concentrated Loads (lb) 11) Dead + 0.6 MWFRS Wind (Pos. Intemal) 4th Vert: 1-3=-601 4-6=-20 Vert: 8=-53(F=-27, B=-27) 9=-498(F=-249, B=-249) Parallel: Lumber Increase=1.60, Plate Increase=1.60 Horz: 1-3=-15 10=-98(F=-49, 13=49) 11=-381(F=-190, B=-190) Uniform Loads (plf) Concentrated Loads (lb) 12=-9(F=-4, B=-4) Vert: 1-3=47, 4-6=-10 Vert: 8=193(F=97, B=97) 9=429(F=215, B=215) Horz: 7=-218(F=-109, B=-109) Horz: 1-3=-57 1 0=1 25(F=62,, B=62) 11=406(F=203, B=203) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Intemal) Concentrated Loads (lb) 12=137(F=69', B=69) 2nd Parallel: Lumber Increase=1.60, Plate Vert: 8=246(F=123, B=123) 9=32(F=16, B=16) Horz: 7=-218�F=-109, B=-109) Increase=1.60 10=68(F=34, B=34)11=217(F=109, B=109) 19) Reversal: Dead + Roof Live (balanced): Lumber Uniform Loads (pig 12=146(F=73, 13=73) Increase=1.25, Plate Increase=1.25 Vert: 1-3=47, 4-6=-10 Harz: 7=-218(F=-109, B=-109) Uniform Loads (pig Horz: 1-3=-57 12) Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Vert. 1-3=-901 4-6=-20 Concentrated Loads (lb) Parallel: Lumber Increase=1.60, Plate Increase=1.60 Concentratedl Loads (lb) Vert: 8=-53(F=27, B=-27) 9=-405(F=-202, B=-202) Uniform Loads (plf) Vert: 8=-45(F= -23, B=-23) 9=611(F=306, B=306) 11=548(F=274, B=274) 12=50(F=25, 13=25) 10=-98(F=-49, B=-49) 11=-381(F=-190, B=-190) 12=-9(F=4, B=-4) Vert: 1-3=22, 4-6=-20 Horz: 1-3=-52 Horz: 7=-2NF=-109, B=-109) Horz: 7=-218(F=-109, B=-109) Concentrated Loads (lb) 20) Reversal: Dead + 0.75 Roof Live (balanced): 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Vert: 8=258(F=129, B=129) 9=83(F=41, 13=41) Lumber Increase=1.25, Plate Increase=1.25 3rd Parallel: Lumber Increase=1.60, Plate 10=98(F=49, B=49) 11=246(F=123, B=123) Uniform Loads (pIg Increase=1.60 12=146(F=73, B=73) Vert: 1-3=45� 4-6=-20 Uniform Loads (pig Horz: 7=-218(F=-109, B=-109) Concentratedl Loads (lb) Vert: 1-3=80, 4-6=10 13) Dead + 0.6 MWFRS Wind (Neg. Intemal) 2nd Vert: 8=45(FT -23, B=-23) 9=521(F=260, B=260) Horz: 1-3=-90 Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig 11=480(F=240, 13=240) 12=37(F=19, 13=19) Horz: 7=-21*=-109, B=-109) Concentrated Loads (lb) Vert: 8=-53(F=-27, B=-27) 9=498(F=-249, B=-249) -Vert: 1-3=-10, 4-6=-20 21) Reversal: Dead: Lumber Increase=0.90,'Plate 10=-98(F=-49, 13=49) 11=-381(F=-190, B=-190) Horz: 1-3=-20 Increase=0.90 Pit. metal=0.90 12=-9(F=4, B=-4) Concentrated Loads (lb) Uniform Loads (pig Horz: 7=-218(F=-109, B=-109) Vert: 8=258(F=129, B=129) 9=176(F=88, B=88) Vert: 1-3=-30 1 4-6=-20 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Intemal) 10=167(F=83, B=8�) 1 1=246(F=123, B=123) Concentratedl Loads (lb) 4th Parallel: Lumber Increase=1.60, Plate 12=146(F=73, B=73) Vert: 8=-45(Fi -23, B=-23) 9=250(F=125, B=125) Increase=1.60 Horz: 7=-218(F=-109, B=-109) 11=276(F=138, 13=138) Uniform Loads (pig 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Horz: 7=-218(F=-109, B=-109) Vert: 1-3=47, 4-6=-10 Pit. metal=0.90 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Horz: 1-3=-57 Uniform Loads (plf) Left: Lumber Increase=1.60, Plate Increase=1.60 Concentrated Loads (Ib) Vert: 1-3=-30, 4-6=-20 Uniform Loads (pig Vert: 8=-53(F=-27, B=-27) 9=405(F=-202, B=-202) Concentrated Loads (lb) Vert: 1-3=80, 4-6=51 10=-98(F=-49, B=49)11=-381(F=-190, B=-190) Vert: 8=-45(F=-23, B=-23) 9=250(F=125, B=125) Horz: 1-3=-90 12=-9(F=-4, B=-4) 11=276(F=138, 13=138) Concentrated I Loads (lb) Horz: 7=-218(F=-109, B=-109) Horz: 7=-218(F=-109, B=-109) Vert: 8=-111(F=-56, B=-56) 9=498(F=-249, 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Intemal) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS B=-249) 10=-98(F=49, B=49) 11=-554(F=-277, 1st Parallel: Lumber Increase=1.60, Plate Wind (Neg. Int) Left): Lumber Increase=1.60, Plate B=-277) 12=-182(F=-91, B=-91) Increase=1.60 Increase=1.60 Horz: 7=-218�1==-109, B=-109) Uniform Loads (pig Uniform Loads (plf) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Intemal) Vert: 1-3=22, 4-6=-20 Right: Lumber Increase=1.60, Plate Increase=1-.60 Horz: 1-3=-52 Continued on page 3 1 Job Truss Truss Type Qty Ply 72005 HRA Diagonal Hip Girder 2 1 A0117260 Job Reference (optional) A Koor I russes, YOrr coerce, rL Atmu, cesignLal rruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-25(F=-12, B=-12) 9=354(1==-177, 13=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 (plf) 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, 13=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, 13=49) 9=-227(F=-114, B=-114) 11=-228(F=-114, B=-1 14) 1 2=-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) 8.120 S NOV 12 20Tf Mrl eK Industnes, Inc. Thu May 3 09:16:07 2018 Page 3 I D: n KM LCG99vHyLG9D5?YIAEyzKd 3P-18CUZ2QJt51QSXjCaKaOm uvRjr307TTJYNC3n 1iKG Vc J Job 'r Truss Truss Type Qty Ply A0117253 72005 HJ27-3 Diagonal Hip Girder 1 1 Job Reference (optional) Al KOOT I ruses, rOrr coerce, r-L 34i14b, oeslgnLa I iruss.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/TP12014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-13 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 = -172/Mechanical 3 = -938/Mechanical 4 = 1680/0-8-0 (min.0-2-0) Max Harz 4 = 57(LC 4) Max Uplift 2 = 172(LC 1) 3 =-938(LC 1) 4 =-1684(LC 4) MaxGrav 2 = 175(LC 4) 3 = 952(LC 8) 4 = 1680(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) 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. O. 1LUJ IVUV IL-1/IVII I —IIIUU L—b,11IU. IIIU I—Y J .IU.IU—IU'.UG ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-RvF17Y1 Al NbyZ6cb5ricEe7TOL3NXHUGONORZoSzKCBp 3-7-13 'A-7-1'A 2.12 12 T1 B1 6x6 = 8 I 3x4 = I g a 3-3-4 I 2 3 CSI. DEFL. in (loc) I/defl Ud TC 0.31 Vert(LL) -0.00 4 >999 360 BC 0.60 Vert(CT) 0.00 4 >999 240 WB 0.00 Horz(CT) 0.01 2 n/a n/a Matrix -MP 6) Hanger(s) or other connection device(s) shall be provided sufficient; to support concentrated load(s) 86 lb down and 157 lb up at 1-5-0, and 86 lb down and 157 lb up at 1-5-0� 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 LI , Plate Increase Uniform Loads Vert: 1-2=-90, Concentrated I Vert: 8=-173(F (balanced): Lumber Increase=1.25 .25 (lb) B=-86) 1;i STRAP TOP AND BOTTOM CHORD WITH LSTA12 STRAP m 0 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 10%' Job Truss Truss Type Qty Ply 72005 HJ36 Diagonal Hip Girder 4 1 A0117254 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 09:16:09 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-iXKF_kRZOj?8hgtbilcUrJ?u4fs5bOBc?hh9rwzKGVa -0,4-8 2-10-11 5-1-8 o- -s i z-10-11 z-z-12 i 3x6 II 2-5-1 4-10-015-1-15 2-5-1 2-4-15 -3- LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 27 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 5-1-8 oc puriins. BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (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. 5) 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 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 Ib 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). i 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) Job ' Truss Truss Type Qty Ply A0117261 72005 J5 Jack -Open 4 1 Job Reference o tional Al Hoot I cusses, tort Herce, hL 3494b, Oesign(a)alirUss.com M IZU 5 NOV lL LU-I / ml r eK I1710U51fIe5, Inc. I nu may a Uyao;uv zu io rage I ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-iXKF kRZOj?8hgtbilcUrJ?xxfvDbNTc?hh9rwzKGVa 3 5.00 12 2x4 II 2 T1 2-0-0 1 B1 e• ri• 3x4 = ri 'k 5 4 3611 1-9-8 2-1-8 4-8-8 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) -0.00 4-5 >999 360 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 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 guide. 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. 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 talllby 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=118, 5=327. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 26 lb FT = 10% Job Truss Truss Type Qty Ply 72005 J5A Jack -Open 4 1 i40117262 1 Job Reference (optional) r� r nuur r IUbbcb, rur r neiva, F� r wd u, uubryncyd r uubb.wrn S.7Zu s Nov 7Z 21 r mi I eK Incusines, Inc. I nu May 3 u9nwiu zui8 1-age 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-AjudB4SB907?J SnFS7jNM7C2FnKrKmELQjNMII GVZ 3-2-8 3-2-8 5.00 12 2 2x4 T CO N N 4 3 4x4 11 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 0.17 BC 0.15 WB 0.00 Matrix -MR DEFL. in (loc) I/deft Vert(LL) 0.00 3-4 >999 Vert(CT) -0.00 3-4 >999 Horz(CT) -0.01 2 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 17 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 5) Provide mechanical connection (by others) of truss WEBS 2x6 SP No.2 to bearing plate capable of withstanding 100 lb uplift at BRACING- joint(s) 4, 3 except Qt=lb) 2=143. TOP CHORD Structural wood sheathing directly applied or 3-2-8 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 tniss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/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. 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. Job . Truss Truss Type Qty Ply A0117263 72005 J5C Jack -Open 5 1 Job Reference (optional) Al Koor I rLsSes, tort F9erce, tL .54`J4b, aesignLaltruss.com 0.1 Llr s IVOV 'IL LUl r MI1 eK moustnes, inc. r nu May z uw: iIlu Lino rage -i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-Ajud B4SB907?J_SnFS7jN WX3J25aKn9mELQjNMzKGVZ 12 6x6 2 3 e 11 5 6 3�8 11 2x4 O 4 2-7-4 4-7-12 4,11, LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.09 5-6 >594 360 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 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except* W2: 2x4 SP No.3 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 501/0-8-0 (min. 0-1-8) 3 = 162/Mechanical 4 = 46/Mechanical Max Horz 6 = 299(LC 9) Max Uplift 6 0 = -411(LC 8) 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 NOTES- 1) Wind: ASCE 7-1 Vasd=139mph; TC Cat. II; Exp D; Encl and C-C Exterior(2 vertical left expose members and force Lumber DOL=1.60 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 4) Refer to girder(s 5) Provide mechan to bearing plate cal joint(s) except (jtAl 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 ; end porch left exposed;C-C for & MWFRS for reactions shown; )late grip DOL=1.60 an designed for a 10.0 psf bottom oncurrent 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 100 lb uplift at 6=411, 3=183, 4=232. PLATES GRIP MT20 244/190 Weight: 42 lb FT = 10% Job Truss Truss Type Qty Ply 72005 J7 Jack -Open 6 1 A0117265 Job Reference (optional) �...... w, , � waru, uaaiy„Vn,uuaa.win 0.1GU 5I1UV 14 ZU I r MI IeK Inousines, inc. I nu May .5 Uy:lb:ll zulS rage i ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-evR?PQTgwKFsw81,pAeywk4GgSb73GMvS?AGwozKGVY 0-p-6 7-M 0- -6 7-0-0 3 5.00 12 3x8 11 1 2 2. 1 B1 Ilkes 6 g B 3x4 5 4 3x6 II T N 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 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/TP12014 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-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) 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=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 100 lb uplift at joint(s) 4 except at=lb) 3=208, 5=329. LOAD CASE(S) Standard Job t Truss Truss Type Qty Ply A0117264 72005 J7-3 Jack -Open 6 1 Job Reference (optional) Al Moor I cusses, roc[ coerce, rL .74u4o, aeslgn(c_yaluuss.com 8. ILU 5 NUV I L LU I r IVII 1 eR If IUU5U1e5, HIU. 1IIU IVldy J UZI. 10. IL LU 10 rdyu 1 I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-66?NcmTSheNIYIcANE9BTxdQmstBolg3hfvgSFzKGVX 1-0 0-0-3 7-0-0 2 3.00 12 i T1 O 2-M 0 6x6 = d• 3 o 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.02 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.02 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/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 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) 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=S.Opsf; BCDL=S.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 gird( 5) Provide mecl to bearing plate joint(s) except ( LOAD CASE(S) Standard for truss to truss connections. al connection (by others) of truss able of withstanding 100 lb uplift at 2=184, 3=111, 4=638. PLATES GRIP MT20 244/190 Weight: 34 lb FT = 10% r Job Truss Truss Type Qty Ply Ai0117266 72005 RA Jack -Open 15 1 1 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 09:16:12 2018 Page 1 ID: nKM LCG99vHyLG9D5?YIAEyzKd3P-66?NcmTSheNjYlcANt9BTxdQ8su4ok43hfvgSFzkG VX 0-9& 7-0-0 0 6 7-0-0 5.00 12 i 3x6 11 1 2 2-0 0 f"_ I % Ll � B1 O 3x4 = 1 5 4 30 € T N Plate Offsets (X,Y)— j5:0-4-4,0-1-81 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/TP12014 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 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 Qt=lb) 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 o tional Al Koot I cusses, fort Fierce, rL :1484b, aesign(dal Uuss.corn MZU S NOV 1Z ZUl / MI I eK moustnes, Inc. I nu May 3 uu:lb:13 ZuitS rage l I D:nKMLCG99vHyLG9D57YIAEyzKd3P-alZlp6U4SxVaASBMxagQ799ZXGDuXC3CwJfN_hzKGV W .00 F,2 3x6 II 1 tr tr tr tr 4 4x6 = 2 3 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.03 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.03 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 27 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 5-2-8 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 = 270/0-8-0 (min.0-1-8) 2 = 203/Mechanical 3 = 67/Mechanical Max Horz 4 = 183(LC 12) Max Uplift 1 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. (lb) 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except 6t=1b) 2=225. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 MHV2 Valley 2 1 A0117272 Job Reference o tional • • •""• • • """"", "• • • •"""" `^ ^", `�� J"l:.a �� .�^^ �� I 0. 1 zu 5 IvOV 1 Z ZU 1 / IVII 1 eK In0USrneS, mc. I nu may s Uy:lb:l S Zul6 , Pagel ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-alZIp6U4SxVaASBMxagQ?99fpGFbXC3CwJfN hzKGVW 1-11-0 1-11-0 -1- 5.00 Fl2 2 3x4 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud 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 FBC2017frP12014 Matrix-P Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 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 X Truss Truss Type Qty Ply A0117273 72005 MHV8 Valley I 1 1 Jo b Reference (optional) A7 Koor I russes, rOrr MerGe, rL wtp io, Oeslgnea-I rruss.eom v 0 0 5x6 O. I LV, IVVV IL LV 1/ Iv111 UK 111Vu.1111CD, 111U. II,u Ivldy J. IV.—GV 10'.y.1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-2U781 SViDFdRnbIYU ICfYMihpgcvGdML9zOwW7zKGW 6-10-8 1 8-0-0 A-1 n-A i-1-R 5.00 12 B1 4x6 11 2 5 3x8 11 T2 42x4 II 0-01-10 16-9-14 ' 0-10-00-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.65 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/TPI2014 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 guide. REACTIONS. (lb/size) 1 = 311/7-11-6 (min.0-1-8) 4 = -38/7-11-6 (min.0-1-8) 5 = 46517-11-6 (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. II; Exp D; End., 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 100 lb uplift at joint(s) except Ot=16)1=167, 4=150, 5=203. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 72005 MHV10 Valley; 1 10117268 w 4 o....s T------ Job Reference (optional) m as 0 0 - - - -• --- --- --... < .. r «� i m cn nwuauics, inc. i nu may a ua: io: io zu io ,age 76 ID:nKMLCG99vHyl.WYIAEyzKd3P-WhhWEoWK_ZmIPIKl2?ju4aFwA3yg?3dVNc8U3azKGVU 6-10-8 10-M 6-10-8 3-1-8 5x6 2 2x4 11 3 4x4 - 3x6 II 42x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 I TC 0.42 Vert(LL) n/a - n/a 999 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/TPI2014 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 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 = 288/9-11-6 (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. ll; 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. I 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb)1=139, 5=361. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 51 lb FT = 10% Job " Truss Truss Type Qty Ply A0117269 72005 MHV12 Valley 1 1 Job Reference o tional Al Root l ruSses, Fort Pierce, F-L 34946, ceslgn(c_Val truss.com 0 y 0 0 4x4 0-8 5.00 12 S.1ZU S NOV 1Z ZU1 / MI I eK Inaustnes, inc. I nu May 3 U9:16:10 ZUl S Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-W hhWEoWK_ZmIPIKI2?ju4aFxg3yv?2NVNc8U3azKGVU 12-M 5x6 = 2 5 3x6 II T2 2x4 II 3 42x4 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 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/TPI2014 Matrix-S Weight: 60 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 = 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. (Ib) 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. 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 20.Opsf on the bolt rectangle 3-6-0 tall bottom chord and 6) Provide mechar to bearing plate ca joint(s) except at--I1 LOAD CASE(S) Standard seen designed for a live load of m chord in all areas where a )y 2-0-0 wide will fit between the rry other members. :al connection (by others) of truss able of withstanding 100 lb uplift at )1=143, 4=159, 5=369. Job Truss Truss Type Qty Ply 72005 MHV14 Valley 1 1 A0117270 Job Reference (optional) --- - - - -- --• ----a --------•--••• I v.—v J l— 1-1, IVIIICR IIIUUSlIleS, Inc. I nu may J uu:IO:-io eu-its rage l ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-?tFuS7Xylsu9l vvxcjE7dnn2gTlgkVHecGtl bOzKGVT 6 10-8 14-M 6-10-8 7-1-8 0 6x6 = ' 2 5.00 F12 4x4 i:� 5 3x8 II 6-10-8 T2 4x6 11 3 43x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a - n/a 999 MT20 244/190 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 FBC2017/TP12014 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 uide. 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. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-295/438 WEBS 2-5=-583/977 i 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 100 lb uplift at joint(s) except at=lb)1=148, 4=235, 5=417. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0117271 72005 MHV16 Valley I 1 1 Job Reference (optional) Al Hoot I cusses, tort 19erce, rL 3494b, aesign(cpal truss.com 6-1 5.00 F12 4x4 5x6 2 d.IZU s NOV 1Z Zu-1 / MI1eK mOUsines, Inc. I nu may a uu:-to: to LUlo rage 1 ID:nKMLCG99vHyLG9D5?YIAEy1Kd3P-?tFuS7Xylsu9l vvxcjE7dnn61Tl EkWPecGtl bOzKGVT 11-5 3 16-0-0 4-6-12 4-6-12 2x4 II 3 u B1 U. 7 6 2x4 II 2x4 II 11-5-4 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=449034, 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. 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. 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 2x4 II 4 5 2x4 II PLATES GRIP MT20 244/190 Weight: 82 lb FT = 10% Job Truss Truss Typie Qty Ply 72005 MV2 Valley I 1 1 Afl117275 Job Reference (optional) n�—ui Ii UbbUb, run naive, VL.r U, uaslyn�u+a I u u55.wn1 i ♦ 4 Q 0 O.lzu s Nov lz zul r MI I eK In0usines, Inc. r nu May 3 u8a6:i / zuia Y4pge l ID: n KMLCG99vHyLG9 D5?YIAEyzKd3P-T3pGtTXaWA00e3U 7AQIMA?KM rtgYT03orwdb7S2KGV S 2-0-0 3x4 5.00 12 2 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.02 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: 6 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 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-M 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. I I Provide mechanical connection (by others) of truss bearing plate capable of withstanding 28 lb uplift at nt 1 and 50 lb uplift at joint 2. .OAD CASE(S) Standard Job r, Truss Truss Type Qty Ply A0117277 72005 MV4 Valley 3 1 � Job Reference o tional Al KooT I NSses, rOn coerce, t-L 34u4% oeslgn(da"luuss.com Y n 0 O. ILU b IVOV I L LU I / IVII I M IIIUUbUICb, IIIG. I IIU IVldy J ud. lu. I / Zu 10 rdyu I I D:nKMLCG99vHyLG9D5?YIAEyzKd3P-T3pGtTXaWA00e3U7AQIMA?KKjtg8T03orwdb7SzKGVS 4-0-0 B1 3-7-14 5.00 12 2 3 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 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) 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. (Ib) Mai. 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=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) 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 mecha l ical 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 '4b117278 Job Reference (optional) , .,... � .��, �� y � a „ .,��.u, � o.,zu s rvov iz zu-i i mi i eK mausrnes, inc. i nu may s ubPnbn tf zul6 1- ge i I D: n KMLCG99vHyLG9D5?YIAEyzKd3 P-xG NetpYDH U8tG D3KjBG biCtQgH?CCTJx3aM8guzKGV R 6-0-0 6-0-0 3x6 11 2 5-7-14 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 0.45 BC 0.11 WB 0.00 Matrix-P DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) n/a n/a - 0.00 I/deft n/a n/a n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 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 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 = 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) j 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=5.Opsf, h=39ft; Cat. 11; 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 i 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 MV8 Valley 2 1 Job Reference (opt ional Al KOOT I russes, "rE merce, M 34`J4a, Oeslgn(OJal IIuss.com v 0 0 6x6 O. ILU J IVUV I—— 1 / IVII I GA IIIUUJUICJ, II IOY J royc ID:nKMLCG99vHyLG9D57YIAEyzKd3P-xGNetpYDHU8tGD3Kj8GbiCtJfHzACTJx3aM8guzKGVR 8-0-0 5.00 F12 7-7-14 3x8 II 2 33x8 11 LOADING (psf) SPACING- 2110 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 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 FBC201771"PI2014 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 = 36917-11-6 (min. 0-1-8) 3 = 36977-11-6 (min. 0-1-8) Max Harz 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 wh.en 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 8 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 . I 2 1 A0117274 A4 0....i T........... C...1 O:..-.... CI �]AlIAC —/1..A ate.--- I Job Reference (optional) ra r raver r ra�QQ , yr a r ra. , a_ .r. wiyr rVa i".55.wlrl i0. 1AU S IVUV 1Z ZU 11 IVII1 CK 11=5iHU5, lnu. l nu may 3 09:16:19 2018 rage 1 3 2x4 5.00 F, 2 I 3x8 11 T 2 I, 4 0 0 3.4 5 4 3x6 11 3x6 II 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 YES BCDL 10.0 Code FBC2017/TP12014 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 = 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. CSI. DEFL. in (loc) I/deft Ud TC 0.36 Vert(LL) n/a - n/a 999 BC 0.09 Vert(CT). n/a - n/a 999 WB 0.30 Horz(CT) -0.00 4 n/a n/a Matrix-S This truss has been designed for a live load of .Opsf on the bottom chord in all areas where a :tangle 3-6-0 tall by 2-0-0 wide will fit between the ttom chord and any other members. Provide mechanical connection (by others) of truss bearing plate capable of withstanding 188 lb uplift at nY4 and 467 lb uplift at joint 5. .OAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 52 lb FT = 10% Job r' Truss Truss Type Qty Ply A0117276 72005 MV26 Valley 2 1 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 09:16:19 2018 Page 1 ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-PSw049Zr2nGku NeWHmgFQPi7hL3xwZ5IE6hCLzKGVQ 2-6-4 2-2-2 131 3x4 5.00 12 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 0.03 BC 0.01 WB 0.00 Matrix-P DEFL. in (loc) Vert(LL) n/a - Vert(CT) n/a - Horz(CT) -0.00 2 I/deft Ud n/a 999 n/a 999 n/a n/a PLATES GRIP MT20 2441190 Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 6) Provide mechanical connection (by others) of truss BCHORD 2x6 SP No.2 to bearing plate capable of withstanding 37 lb uplift at BRACING- joint 1 and 65 lb uplift at joint 2. TOP CHORD Structural wood sheathing directly applied or 2-64 oc purlins. LOAD CASE(S) BOT CHORD Standard 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) Ma; . 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. Job Truss Truss Type (sty Ply 72005 V4 Valley 1 1 AD117282 Al Rnnf Tn�cce� c..A DI,....., .1 —A..�....:__n_A.-.__ __— i _ Job Reference (optional) 111u lwdy a u`.1:-1a:zu zuin raae i 2-0-0 5.00 12 2 4x4 = co 0 3.4 7�- 3x4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr , YES Code FBC2017/TP12014 CS 1. TC 0.05 BC 0.06 WB 0.00 Matrix-P DEFL, in (loc) I/deft Vert(LL) n/a - n/a Vert(CT) n/a - n/a Horz(CT) -0.00 3 n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BR CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss BRACING- to bearing late capable of withstanding 63 lb uplift at 9 P P 9 P TOP CHORD joint 1 and 63 lb uplift at joint 3. Structural wood sheathing directly applied or 4-0-0 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 quide. 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 (Ib) 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. I Job ' Truss Truss'Type Qty Ply A0117283 72005 V8 Valley 1 1 Job Reference o tional Al Moot I russes, tort vierce, r[- ;i494ti, aesign(a_)al truss.com 4-0-0 0 Y 0 0 5.00 F12 UAZU s NOV 7Z ZUl / ml1 eK Inciusines, Inc. r nu may a uw: io:zu Zu io rage I ID:nKMLCG99vHyLG9D5?YIAEyzKd3P-teUPHVaTp5OaV WDirZl3ndyg34fXgNoEXurFknzKGVP 4x4 = 2 B1 r] 4x4 3x4 3x4 4x4 0-Qr10 0- -10 1 7-7-14 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 Ud 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/TPI2014 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 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 = 31317-10-13 (min.0-1-8) 3 = 31317-10-13 (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. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) 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. 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 20.Opsf on the bott rectangle 3-6-0 tall bottom chord and 6) Provide mechar to bearing plate ca joint 1 and 170 lb L 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. al connection (by others) of truss rble of withstanding 170 lb uplift at ift at joint 3. Job Truss Truss Type Qty Ply 72005 V12 Valley 1 1 1 AD117280 Job Reference (optional) o. i,1u 5 rvov i<<ur i Mr reK mcusmes, rnc. rnu May s ua:io:zi zuits rage 1 I D: nKM LCG99vHyLG9D5?YIAEyzKd3P-Lr2nVra5aP W R7govPGq lKrV__vu 0zPo4N mYboGDzto:GVO 6-0-0 12-0-0 6-0-0 6-0-0 4x6 = 2 � 4 4x4 � 3x4 % 2x4 4 3x4 -- 4x4 0 0 d LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 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 FBC20171TP12014 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. (Ib/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) 1 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 (Ib) or less except when shown. WEBS 2-4=-420/641 I 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;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 162 lb uplift at joint 1, 173 lb uplift at joint 3 and 255 lb uplift at joint 4. LOAD CASE(S) Standard A Job t Truss Truss Type Qty Ply 72005 V16 Valley I 1 1 A0117281 Job Reference (optional) H I MOOT 1 russes, rOrt coerce, I'L Au4o, oeslgn(a_)a-imiss.com 6x6 = 2 t$.IZU s NOV IZ ZUI / MI I eK InaUstnes, Inc. I nU May J U9:Ib:ZZ ZUIS rage I 5.00 F12 v�•��~ ST1 1 O O 5x6 i 4 5x6 Us 11 01109 15-8-8 1 - 0 -10 1 15-7-14 3 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 0.51 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 5) . This truss has t BOT CHORD 2x6 SP No.2 f on the bottc OTHERS 2x4 SP No.3 r rectangle rectangle 3-6-0 t BRACING- TOP CHORD bottom chord andd a a Structural wood sheathing directly applied or 6-0-0 oc 6) Provide mechan' to bearing plate cap purlins. BOT CHORD joint 1, 245 lb uplift Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required ` LOAD CASE(S) cross bracing be installed during truss erection, in Standard 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) May. 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; VuIt=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. an designed for a live load of i chord in all areas where a 2-0-0 wide will fit between the other members. l connection (by others) of truss )le of withstanding 229 lb uplift at joint 3 and 361 lb uplift at joint 4. JANUARY 17, 2017 HIP / KING JACK CONNECTION I STDTL01 v • I _ CORNERSET GENERAL SPECIFICATIONS r MAX LOAD: 55 psf Roof Load, 175 mph, ASCE r; 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ & (3) 16d Toe Nails @ Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC I ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) it<.idl6A-IReatTtc'sses AnslOnY3:TeraO P.f. ?v3dwiin fikut enpsimissiorframAdbc'Times t Asthenri,TaskuEl, P.f; Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & . BC (Typ) Anthony Ti T'ombo W; P.E. 89083 4451 St. iude Blv& FOit Pierce, R 34946 FEBRUARY 17, 2017 ALTERNATE END BRACING DETAIL STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 V - 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. 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 FOLLOWINI NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: - FOR WINO 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 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUS'. MAXIMUM STL BRACING ME1 AND ARE TO VERTICAL S' ON THE INTE ONTAL BRACE SECTION A -A) TRUSSSES @ r 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d 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. ol 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 SCAB ALONG VERTICAL LENGTHS ARE LISTED 'ON PAGE 1. ALI DS SHOWN ON PAGE 1 ARE VALID FASTENED TO THE SCABS OR IS OF THE STANDARD GABLE TRUSS 71? SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. I STANDARD GABLE / TRUSSI / UKAL TRUSS :TIin 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. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: � ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. runrr: A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. I I i i I I SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OFITHE BASE TRUSS (SPACING NOT TO EXCEED 24'IO.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. isf �Ibr livy�adtabr�lrefitstlaAatti!.10.4adt��ukti W {�i6!I�as a'"gels'�iqltaKn:#§dst;�lxrtfin�tii��;bf6riftisal:t£1'¢ercRe�Jd��c�,9almti d"Aarziwk°asClysCnGat!a�id+gaah� 8edjupar7r ¢+aFred. Ralnss Ns�£ogaen i.I4xt�ienre0es�pr<almssSgdrn li�aFdanftmid'a1. A7 izj�c6nd�ssaai taM iepya-ssgti0.20164-1go' hoses•Anitonyl,Tomb lltF.E itladdnthant!fEssiwumeel,inmrylcim,up�t6i6itedutilld&filt�atutllenpelaissieaka�A-1 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 AT 48" O-C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Anthtmi T: Tombo ill; P.E. toop' 4451 St. tucIe S d.. Fort Pierce, FL 34946. JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. GABLE END, COMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772409-1010 TRUSS VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A P 12 SEE DETAIL "A" BELOW (TYP.) ATTACH 2X4 CONTINUOUS 92 SYP TO THE ROOF W/ TWO 6 WS45 (114" X 4.5") WOOD SCRI INTO EACH BASE TRUSS. GENERAL SPECIFICATIONS: 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. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS (TYPICAL) TRUSS CRITERIA: 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. Fpsq•Pitasstitao', I.s!,isr tix 9t7siam u ties'14 ik xseh. mdr:s Ifim twsiu v, t!ili:q Is Aqt='La;Dsa}essd tmi�!.t :9aiite i�oei Fi s Isysd speeC. (oppigksT;11016d•1 aadIt N?rail EYvssig+txj�s, ipiiieti t"pie „Por }sdxm DO rsP!!sw,!ro sa x,its,azaaf!!KusysnC+agesrdstir.pex'3�t`+a'�!dsgsd ksiyfg7!as t�pnimt6!?aD�iy a+$,'Al: its it++7snssatlfois; l� 6nst: ae0 mssesdisi:efcts xE3'1yCeix9nbIV.. ours!dNIt<ND, isltl!taai W,Ilu sdimttNs t'aqpaf@s DDW iLik'ste.dstt?ss.tiuw.yb'--q Aau!,as;DetmtIt" U Y ord!ki<�Aes rzlyskhxs d'!e Icdu; tevyex�3da7 `�x¢aintti<iQp!pDstxl3 91 mi Sttd at<�naus)ds pandt'�. R } tP rs Relesia:d�ussd i2itsstdu is s Ossya;, frntks�,Ex,me�.ad eDis m!r'red. Sis inslF�siSx!i e9ifiikiliq Urvgmmlmt?tsiec[;,srdmrMi�p t9!gdticsi has 5i r, d�'.axtoiPif, TacbolA,P.t. Fepradwiaaoh6adtm,-em iVany film, ispoh iiedw0sidthew!itleaptr�W:o!lomM100Times•AraSmryf,Tom:aIII,P.L Apf haq T: Tombo 111, P.E. = moa) 4451 R. Lucie Blvd. Foil p'ietce; FL 34946 i JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL06 ' GENERAL SPECIFICATIONS: .�. 1. NAIL SIZE = 3" X 0.131" = 10d ter: i 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL 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. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER P r2 VALLEY TRUSS TRUSS (TYPICAL) o SEE DETAIL "A" BELOW (TYP.) i 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 6112 CATERGORY II BUILDING EXPOSURE 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. 4usvj+ilateSmrsxy5l!rnie[@a"L{�.1f IlSStLi(iEitit"GIWLTEIq?j,(4sDi'lFsil�iF:NYbbs�kU?3M,la2M[kt'k95�ifi d•st7+lawsxs ofieife�swtin rl;;Jes�9nsu�jrQR3ed�la�ni.Ter.�Ca.Pt S�em9tP.bAs•n S€K>.e4erge.�+SP�i.t1;a rli-rdnrotaaf�+I NNrfki etBT Terpd.Sill sfi.siyA%yam!; ,tyrr%�Ctr+rba,ss,r;tssry"ieinprr,+as�rtsrF.s ln�ef sva.�z ya'6ns�':�idadr ole�ia�ysTrr�[ir .Ma rF a l d.Tahti ertis rrcai:hra,yrd-u?i;x+cir Anthem T.Tombo.111, P.E: W,iad5lsTms am{f.+ysjirar eycas3ifi el,esJtaa,i;e Canr'i os5veeds3rngSaa6rlEnl �rpta^,s..ntsrtal'.nIY.�M IK.ctinsbal M15t4tk!rS'S`.t. LhrgxstaaTAs i,rs, a9 eq&ltaadaxr Yen. stWiyTag...turye.AsarsadiftaaT sia7 ee euesvcnu3rgA Y e 6s6i ecR[a0r4a: itt& ss:a9 txTCSsMtStuMrsuf ikJixsafaekTf+ La netgkSh7austm l,k� AlrM.lirl..md5.i,aerzlae!rt6�arsr><-u'i1:9rxie.AtneaMtatselNTati>fiu lrorsftC Trni Ceh enMirat.�,:ndrisq,wafs d 80083: a+. 4451St:�Lucie Blvd. tltA isHti�96pi{mzT';gsd�aem rrmSgel tYs JrtQ e#iTnssfie gabgsixRk214x fK qGs, }'r;alauSrslan [3gaE?dmibrdHS SSq i'eetktrx¢txQalssix tp 1. FoTt'Pietc4 FL 34946 �(apyo?ytlQ:t0ldAliusiilessssAntboayi.)amt+tili6P.E:➢egicdo�taeatiE'ssf�uaurt,iaarytateeuprak.6iteEaittusfi?ewiiUrnpecnn.raa4nnA-1ReoiTrosses;Antkeq+yi.TomDaitlP.F JUL,�Y 17, 2017 I I I` (HIGH WIND VELOCITY) r,�� I STDTL07 NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. 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 CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) 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. FEBRUARY 17, 2017 1 1 STANDARD GABLE END DETAIL 1 STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6- O.C. VERT STUD i SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. I DIAGONAL BRACE 4' 0' D.C. MAX. I SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS ' ' SPACED 6' D.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS 12 PROVIDE 2X4 BLOCKING BETWEEN - Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, I ROOF 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK v I * DIAGONAL BRACING 4c* L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. --��►� NOTE: / �; x 1. 2. MINIMUM GRADE OF #2 MATERIAL IN THE TG OP TOM AND BOCHORDS. CONNECTION _ lOd X BETWEEN BOTTOM CHORD OF BLE END SS AND WALL TO 12' MAX. NAILS 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 SPACE01 6. O.C. TRUSSES P 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4'-0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING Al 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED G' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48. O.C. ATTACHED THE MIOSPAN OF THE'LONGEST GABLE STUD. ;ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) - 16d NAILS, AND ATTACHED 7, GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES I IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 i L - BRACE DIAGONAL BRACE (2) DIAGONAL ACES AT BRACES 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 1 12" O.C. 3.8-10 5-&-11 6-6-11 11-1-13 2X4SP#31STUD 16"O.C. 3.3-10 4-9-12 6-6-11 9-10-15 2xasP#31STUD 24"O.C. 2-8-6 3-11-3 I 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 j 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP-#2. 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. HORIZONTAL BRACE (SEE SECTION A -A) END WALL FEBRUARY 17, 2017 LATERAL (BRACING RECOMMENDATIONS I STDTL10 ^ TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. C 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 A-1 ROOF TRUSSES OF THE METHODS 4LLUSTRATEO BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL WEB WITH (NAILS (0 313)X X) I BLOCKING BEHIND THE VE WEB IS RECOMMENDED NAILING THE STRO USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD Z_ ATTACH TO VERTICAL ATTACH TO VERTICAL WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0131' X 3') NAILS (0.131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAL 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 1 LATERAL, TOE -NAIL DETAIL I STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVEIFULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EX�T 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 SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 Lt o .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 58.9 57.6 50.3 c� .131 75.9 69.5 60.3 59.0 51.1 Z 0 J N .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84.5 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MA VARY FRI 30° TO 6( 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 SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30• TO 60' 45.000 FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A I RESISITING UPLIFT FORCES ONLY. BU IS RESPONSIBLE FOR LOADS IN OTHER NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, 3. ALLOWABLE VALUE SHALL BE BASED DESIGNER TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 a M ('7 .162 72 58 39 37 25 J 2 O .128 54 42 28 27 19 F- z Z O J .131 55 43 29 28 19 W .148 62 48 34 31 21 J J N Q M Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 M LE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 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. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') 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 WINO 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 WINO I 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 VIIEW END VIEW FEBRUARY 5, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 1.5 x 4 TYP. 2x2 NAILER ATTACHMENT + STDTL13 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29 -0 Mean Height, Exp. B, C or D. IZ lM�rl Q 0• 2'�-�`�\2x4SP`No.2(Min) o° 1.5x4 o° 2x2 SP No. 3 I TYPICAL ALTERNATE BRACING DETAIL April 11, 2016 FO EXTERIOR FLAT GIRDER TRUSS STDT1,I4 I - t_ - t_ - A-1 ROOF TRUSSES 4451 ST..LUCIE BLVD. j� FORT PIERCE, FL 34946 1 2 M-409-1010 ' VARIES i (4) 12d TRUSS 24110.:. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT - GIRDER ' (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 I x[.q•m,[b.yurmpKt'1i1:5tIi6AS{SBtEY}NfUiTiYS[t4[�kMit6iiGY IBi IRtGG;45tl[Yfnatxitlrupjmsfry!IM[MehtwSlrt;a6..alfaamtCn.L7;ak4ix.u«ofsaasdwv.H.pilw.tnn,ariabtivQa. YINtmSCny'6riakckneiMd 5'.bk n4f. lf[lt DnJplgaten.45♦+'!i"it r+}Yr.[d rr r+i TDcnpeuYtoa /.mdea pa4fsnaiHl !brM isf�eMar, ;rm,t banbrTx�.nr aY.tba. te,ce!,p[fmtweya.3e,rrot r.ee[4.Af, Anthony T. Tombo HT, D.E. ml di6'ttnfieawriilegba,myafSs3lidar R.[d t5e v[.diiAi*I.N vgdx be F?K*3 pftEyxt,otaadW fSeA m,x�vlAe Ya!1MGy uN�ttit: tks7�m6dde l0P¢ile�LeY[udtkiut6 i•�atl�daf:z�,e.bfnllroamibr.'ry>ldktpicrn5dit;iA fiEboy3 N gtaM W fw?kw, ip[Yrf ertp! vaalivUwrf M Yzeaf M,.b=•n Mae tcYgH•[wMlinrY'Y.aM!r'itfni l4y41kPlwt Sitlrr e+?nmN9r yere:d (^fmr. lyN tekdte[n+pr!turM.fam dar tmtGr;gm,Tmt EvtEgsn! eNinn Ynhtxw, ann bb.Iu 66wilto(a[r:r}M7[tarrnglf dipset inb Gnt6eup[[�ar.b SUfMpJLq crugm.el'ify ha[gwbdrq MMq. WnpnLnl Matev[s idedbttll, 4451 $t. UeCiC Blvd, (op,dpdt 0'1016 A4 Rol Losses. A[th[cy LTomlo Ill. P:C teptodenion d INS MOM[Lin Coy (01 , is ptoliWA with[ol the weiu[npet Af-lmeAI WT,ussn• Acthoey 1. fcw6'etll, P.I. Fort Pierce, FL 34946 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK I (IN HES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 214' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 36' I 2194 3291 2007 3011 1697 2546 1738 2608 32 48 3¢' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' I 3169 4754 2900 4350 2451 3677 2511 3767 44 66 4$ I 3657 5485 3346 5019 2829 4243 2898 4347 r DIVIDE EQUALLY FRONT AND BI ATTACH 2X_ SCAB OF THE S, THE TRUSS ( CENTER OP ROWS FOR 2X6) SPACED STAGGER NAIL SPACING THE MAIN MEMBER. USE THE LENGTH OF THE BREAK (C) E THE MINIMUM OVERALL SCAB • 10d NAILS NEARSIDE + 10d NAILS FAR SIDE - BREAK X' MIN I--*- 1E SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE F' O.C. AS SHOWN (131' OIA. X 31. ROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN 1 MIN. 3' MEMBER END DISTANCE. NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) fH REQUIRED•(L) IS CALCULATED AS FOLLOWS: L = (2) X + C 6' MIN VO4 ti= } TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 61 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 TRUSS IIS 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. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIO S 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 TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. i FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 f� x I i C A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 1 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 1 4/12 - 12/12 HEEL HEIGHT:. STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION I NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148''OIA. X 3') SPACED G' D.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 SCAB (L) (2.0 x L) 24" MAX 24" MIN i NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT � THIS DETAIL TOrBE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24, D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES