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HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX:772-409-1015 "�� �,�o,www.A1Truss.com TRUSS'co FLORID CORPORA PN TRUSS ENGINEERING BUILDER: PHOENIX REALTY HOMES PROJECT: TARPON FLATS COUNTY: ST. LUCIE ,t LOT/BLK/MODEL: LOT.3 / MODEL:A 0 JOB#: 76423 00 MASTER#: WPRHTFAL `�' OPTIONS: EXT LANAI r Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES AFLORIDACORPORATION RE: Job WPRHTFAL A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: PHOENIX REALTY HOMES, INC. Project Name: TARPON FLATS Lot/Block: Model: MODEL A Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 56 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0251250 A01G 516/19 13 A0251262 B02 516/19 25 A0251274 CJ5 516/19 2 A0251251 A02 5/6/19 14 A0251263 B03 5/6/19 26 A0251275 CJ7B 5/6119 3 A0251252 A03 5/6119 15 A0251264 B04 516/19 27 A0251276 D01G 5/6/19 4 A0251253 A04 516/19 16 A0251265 B05 516119 28 A0251277 F01G 516/19 5 A0251254 A05 516119 17 A0251266 B06 516119 29 A0251278 G01 516119 6 A0251255 A06 516119 18 IA0251267 I B07 5/6119 30 A0251279 HJ3 516/19 7 A0251256 A07 516/19 19 A0251268 B08 516/19 31 IA0251280 HJ68 516119 8 A0251257 A08 516/19 20 A0251269 609G 516/19 32 A0251281 HJ7 516/19 9 A0251258 A09 5/6119 21 A0251270 C01G 5/6/19 33 A0251282 HJ7L 5/6/19 10 A0251259 A10 5/6119 22 A0251271 CO2 516/19 34 A0251283 HJ8 516119 11 A0251260 A11G 5/6/19 23 A0251272 CA 516119 35 A0251284 J2 516/19 12 1 A0251261 I BOIL 516/19 24 A0251273 CJ3 5/6/19 36 A0251285 J68 1516119 The truss drsvdng(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Tmsses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2021. NOTE. -The seal an 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 responsibility of the building designer, per ANSI/TPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attimes as 'Structural Engineering Documents') provided bythe Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [All Roof Trusses or specific location]. These TDDs (also referred to attimes as'Structural Delegated Engineering Documents') are specialty structural component designs and may be part of the projects deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD anl�nthWy T. Building Designer is responsible for and shall coordinate and review the TDDs, for compatibility with their written engineering requirements. Please review all TDDs and all related notes. 4d36b989999e20a51b6cde8e Page 1 of 2 �_ A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job WPRHTFAL No. Seal # Truss Name Date 37 A0251286 J68A 5/6/19 38 A0251287 J7 5/6/19 39 A0251288 J7A 516/19 40 A0251289 J7L 516/19 41 A0251290 J8 516/19 42 1 A0251291 J8A 516119 43 A0251292 J86 516119 44 A0251293 J9 516/19 45 A0251294 J9A 516119 46 A0251295 K01G 516119 47 A0251296 1-01 516/19 48 A0251297 L02 516/19 49 IA0251298 I L03 5/6/19 50 A0251299 L04 5/6/19 51 A0251300 L06 516/19 52 A0251301 L07 516119 53 A0251302 L08 516/19 54 A0251303 L09 5/6/19 55 A0251304 VM05A 5/6/19 56 IA0251305 I VM17A 5/6/19 57 STDL01 STD. DETAIL 5/6/19 58 STDL02 STD. DETAIL 5/6/19 59 STDL03 STD. DETAIL 5/6/19 60 STDL04 STD. DETAIL 516/19 61 STDL05 STD. DETAIL 516/19 62 STDL06 STD. DETAIL 5/6119 63 STDL07 STD. DETAIL 516/19 64 STDL08 STD. DETAIL 5/6/19 65 STDL09 STD. DETAIL 516/19 66 STDL10 STD. DETAIL 5/6/19 67 STDL11 STD. DETAIL 5/6/19 68 STDL12 STD. DETAIL 5/6/19 69 STDL13 STD. DETAIL 5/6I19 70 1 STDL14 I STD. DETAIL 5/6119 71 STDL15 I STD. DETAIL 5/6119 72 STDL16 I STD. DETAIL 5/6/19 Lumber design values are in accordance with ANSI/iPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type qty Ply WPRHTFAL A01G HIP GIRDER 1 2 A0251250 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 6.00 12 7x6 11 5x Run: 8.210s May 182018 Print: 8.210 s May ID:uMNtXBMFOzgGeYlmYwngyh 1 16-6-1 I 22-21 5-fi-3 5-7-15 3x4 = 3x6 = 1.5x4 II 4x8 = Mon 3x10 II 7x6 = 5x6 = 6x8 = 6.6 = 6x6 = 6x6 = 3.8 If 8.8 = LOADING(psf) SPACING- 2-U CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.21 11-13 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.29 13-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Honz(CT) 0.05 9 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' W1,W8: 2x8 SP 240OF 1.8E W2,W7: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M Be bracing. WEBS 1 Row at midpl 2-15 REACTIONS. (lb/size) 17 = 815510-8-0 (min. 0-3-6) 9 = 8258/Mechanicai Max Horz 17 = -436(LC 6) Max Uplift 17 = -4374(LC 5) 9 = -0169(LC 9) Max Grav 17 = 8155(LC 1) 9 = 8258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-5291/3000,2-3=-7475/4316, 3-4=-8280/4699, 4-5=-8280/4699, 5-6=-8280/4699, 6-7=-7890/4322, 7-8=-6783/3497,1-17=-7465/4082, 8-9=-7457/3837 BOT CHORD 17-18=190/340, 18-19=-190/340, 19-20=-1901340, 16-20=-190/340, 16-21=-2606/4585, 21.22=-2606/4585, 22-23=2606/4585, 15-23=2606/4585, 14-15=-4213/7475, 14-24=-4213/7475, 24-25=-0213/7475, 25-26=-4213/7475, 13-26=421317475, 13-27=-3721/6975, 27-28=-3721/6975, 12-28=3721/6975, 11-12=3721/6975, 11-29=3063/5978, BOT CHORD 17-18=-190/340, 18-19=-190/340, 19-20=-190/340, 16-20=-190/340, 16-21=-2606/4585, 21-22=2606/4585, 22-23=2606/4585, 15-23=2606/4585, 14-15=-421317475, 14-24=4213r7475, 24-25=-421317475, 25-26=-0213/7475, 13-26=421317475, 13-27=3721/6975, 27-28=3721/6975, 12-28=3721/6975, 11-12=-3721/6975, 11-29=306315978, 29-30=3063/5978, 30-31=-3063/5978, 10-31=-3063/5978 WEBS 2-16=2314/1344, 2-15=2975/5087, 3-15=-176911021, 3-13=-819/1454, 5-13=-559/349, 6-13=-152412369, 6-11=783/1189, 7-11 =-1 096/1592, 7-10=-2139/1301, 1-16=3751/6655, 8-10=-368417169 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; CaL II; Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; 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 nonwncurrent with any other live loads. Dead Load Deb. = 3A16 in PLATES GRIP MT20 2441190 Weight:552lb FT=10% 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 = 7.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 43741b uplift at joint 17 and 4169 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconourrent with any other live loads. 11) Hanger(s) or other wnnection device(s) shall be provided sufficient to support concentrated load(s) 875 lb down and 424 Ito up at 2-0-12, 865 lb down and 497 lb up at 4-0-12, 865 Ito down and 544 It, up at 6-0-12, 865 It, down and 544 lb up at 8-0-12, 865 lb down and 544 Ib up at 10-0-12, 865 lb down and 544 lb up at 12-0-12, 865 Ib down and 644 lb up at 14-0-12, 865 to down and 544 lb up at 16-0-12, 865 It, down and 544 Ito up at 18-0-12, 865 lb down and 544 lb up at 20-0-12, 865 lb down and 544 Ito up at 22-0-12, 871 to down and 473 Ib up at 24-0-12, 872 Ib down and 404 lb up at 26-0-12, and 865 lb down and 387 lb up at 28-0-12, and 865 lb down and 395 It, up at 30-0-12 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: 1-2=96, 2-6=-96, 6-8=-96, 9-17=14 Concentrated Loads (lb) Vert: 14=-865(F)11=-865(F)12=-865(F) 18=-865(F) 20=-865(F) 21=865(F) 22=-865(F) 23=865(F) 25=-865(17)26=865(F)27=-865(F)29=-865(F) 31=-865(F) 32=865(F) 34=-855(F) v�(.n.amapkmt.m'iaummftaClma'tuatiuyrs.mwrlawaa(tndjraueuouim'.ti. roh�wr+m�dnd,rnnml�muwm�; �amrmil rm,artwmve,ilesa. wmm.mrcn®rT+Arr Bodmmdrbmoakmdb4141xbNd lf.lnakoaF4emp.•AucR6Eae}bui wra�mnms.,apm,e Yxa✓�w wrtw mmxwaffi®Se1m:F{IM.61m.h but u+wenrm. hfa�-"+cs 'l. Anthony T. To bo 111, P:E. mmam4mh RlBf95L„4m3S)dYom.6,OnrhrmeMWn6r,r�91r4a arnmatlib GCblrmlbbakNalv6�W10WmAtlbldCdNfitlmaYN,tWvlhbiaeY,mmYmvlhW,ldbre„FMPt[a e,_rirvA'%N.lrwmcumc,6m.omrarmsautlm4bfrmpnY4bGmemlaladhUlWwc,;iacabr�ar�a mi Ytmc�,6to,miaotlmP,ss4,,g,r„v Ewa ry+mrLmBcasaaAo+ q800a3 tlbnivldmlh rmtl4eaybn3lhdlmMxdN ID7ms0egtr.+m66116MVgA¢yalm,frainfgmtlgF�Bq /!qu&tlbmnmNWYAI 44P[me, R de Blvd.Blvd.A!*Fat Pierce, 34946 (rPpiltlO P01641PEd 1nues-AvElwr LIEmEE04P1 lepEdoeiwd0ii dom®m.mtijMwispEASaedxWminraialnpeimiyihESem Li bdhunel AEOEEyt.tomE4601 Job Truss Truss Type Oty Ply + WPRHTFAL A02 ROOF SPECIAL 1 1 A0251251 Jab Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run:8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek 10x14 MT20HS11 6.00 12 4x6 = 9 fiat 3x4 = LOADING(psf) SPACING- 2-1-12 CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.33 8-9 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.46 8-9 >815 240 BCLL 0.0 Rep Stress incr . NO WB 0.97 Horz(CT) 0.06 8 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP 240OF 2.0E T2,T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W 10,W 7: 2x4 SP No.2 BRACING- TOPCHORD 2-0-0 oc pudin (4-1-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 4-9-10 oc bracing. WEBS 1 Row at midpt 2-13, 2-12.4-12, 6-8, 1-14, 1-13 REACTIONS. (lb/size) 8 = 1861/Mechanical 14 = 186110-8-0 (min. 0.2-4) Max Horz 14 = -453(LC 10) Max Uplift 8 = -751(LC 13) 14 = -572(LC 12) Max Gmv 8 = 1861(LC 1) 14 = 1886(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1498/1298,2-3=1642/1611, 3-4=-1837/1696, 4-5=-1933/1750, 5-6=-1808/1453, 1-14=-1807/1487 BOT CHORD 14-15=286/310, 15-16=-286/310, 13-16=-286/310,13-17=-929/1174, 17-18=-929/1174,12-18=-929/1174, 12-1 9=1 631/1928, 11-19=-1531/1928, 10-11=153111928, 10-20=-117811549, 9-20=-1178/1549, 9-21=-1014/1247, 21-22= 101411247, 22-23=-101411247, &23=1014/1247 WEBS 2-13=-738/721, 2-12=556/760, WEBS 2-13=-738!/21, 2-12=556f760, 3-12=314/399, 4-12=907/832, 4-10=-4411470, 5-10=556/632, 5-9=-271/313, 6-9=290/526, 6-8=-200411642, 1-13=-1062/1427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=158; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical 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 nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.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 751 lb uplift at joint 8 and 572 Ito uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Inc. Mon Mav 609:33:492019 Sx6 11 44 = 3x8 = Us = 3x4 = 6x6 = Dead Load Deff. =1/81n PLATES GRIP MT20 2441190 MT20HS 187/143 Weight:238lb F7=10% ri,}-rm,mYyry u.m'urarwua(s5m}.wumnitcumanunc+(¢�1}manFnuarr.mgegpYwnr,wbO,Ym,mud�gt.y�mmm�I1,m41LrmmunYmra,.mm,maumaemm;.ry I enavumymmie.oarr7eorwe.maa�tryw6hN�4k*�iti>d.w��nmu¢aetrPueare�m�genMeo.,e,mtwpd�mpue,p�r.4nay.memt hmpc.nantaymcwxq patMny T. Tombo lll, D.E. -'¢Iw9WNu4¢71uW�3m,eY�YydrOayrmef�ammdpeomrLq[atv:YrmmY6r6b0[tlrltlbYv��6MIIil Lpimitlbintiv}6Y lmLaSYbflbleL9v¢\RMeWkugddhmrcamPtyd $80083 mW4ruge.lt,mw.11l,As"viYorintlryuma(pYkaYrra'irWsrmff+tapes-vR'�Mrdahqulvtl.,idmlr�dph¢mibn+w��.alaee�rL r4v.L,oOmPufwduaib#trrt:e'm 4451 St lode Bhd. me.Yul�3h (mi�getgdatgbajxlnwp�t AtorkMeMmbAJfm4VgbCly,+lm.Ww'rffi!wdn�ap�aeupMd:Ri. Fart7leire: FG34946 � feppykD ftlf 4llodtrtaes-lmi.v}I.Iea'wm,fE Iep.roQudter(no®eafru}te+aapabl!➢N YiaulOveekrpeivasbrLvm111ulirvtus MIwg7.Tu3u0;PJ. Job Truss Truss Type Qy Ply WPRHTFAL AO3 Roof Special 1 1 A0251252 Jab Reference (optional) A-1 Roof TMWee, Fort Pierce, FL 34 % easlgn(maltnussAOm 3x4 6.00 12 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon 4x4 = Sx6 14 11 14 la la lr 13 le la lL zu 11 zl ze 10 ea zn za 9 6x6 = 3x8 = 4.6 = 4x4 = 4x8 = 6x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.41 13-14 >922 360 TCDL 28.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.55 11-13 >688 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.05 9 n/a We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2'Except' T3: 2x4 SP M 30 BOTCHORD 2x4 SP No.2'Excopt' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 BRACING. TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or4-6-15 oc bracing. WEBS 1 Row at midpt 4-13, 4-11, 5-10, 7-10, 2-14, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 173510-8-0 (min. 0-2-2) 9 = 1735/Mechanical Max Hom 14 = 448(LC 10) Max Uplift 14 = -561(LC 12) 9 = -713(LC 13) Max Gmv 14 = 1826(LC 2) 9 = 1788(LC 2) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-342/396, 2-3=-146711391, 34=-1294/1349, 4-5=2521/2195, 5-6=-1537/1279, 6-7=1537/1279, 1-14=-330/377 BOTCHORO 14-15=827/1017, 15-16=827/1017, 16-17=827/1017,13-17=-82711017, 13-1 8=962J1 327, 18-19=96211327, 12-19=962/1327, 12-20=962/1327, 11-20=962/1327, 11-21 =1 629/2109, BOTCHORD 14-15=827/1017, 15-16=827/1017, LOAD CASE(S) 16-17=-827/1017,13-17=827/1017, Standard 13-18=962/1327, 18-19=-962/1327, 12-19=962/1327, 12-20=-962/1327, 11-20=962/1327, 11-21 =-1 62912109, 21-22=1629/2109, 10-22=1629/2109, 10-23=371/470, 23-24=-371/470, 24-25=371/470, 9-25=-371/470 WEBS 2-13=1571583, 3-13=431/436, 4-13=-676/621, 4-11=-118211365, 5-11=-974/1014, 5-10=-914f722, 6-10=551/494, 7-1OVA 28811704. 2-14=178111450, 7-9=-169411376 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsh BCDL=4.2psf; h=15ft; Cat. 11; UP D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss t0 bearing plate capable of withstanding 561 lb uplift at joint 14 and 713 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located, at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6 09:33:50 2019 Dead Wad Deft. = 3116 in PLATES GRIP MT20 244/190 Weight: 2431b FT = 10% Yq-PonOvwpq,emY'11691a1f0(P101}FJa1ILa6r(aWArS [J.TQrfOr�i;N91®FY:IT6t re9thv}pofndmlbnwMLnihar,6n§IW?'tlh3Ca1r.1W,gFFi,dm9Ml,iv„¢ 46adnv4Wmb1W;N. Wid®dllatsmdbadbb141hb,tl6 b11nvduWFgrmrtpl.flrtd,ta b,do4rS�a�mv utlbl�m?R'g�lrzyn6u41kdek4Pdb0�I,Ln,M�mb1E4,ed mbQN. hin¢m,srsnb6gatSm, vSSMr Anthony T. Tombu 111, P.E. drvtlraiL,ubmjr,Eblhbn,RmlSltlbo.<.YO.d1w.Mmaxhrd4 p-9•.Ybuxas'bA[m¢.ae,W btlOnu0mWl har,atlbmmwwYrodb MibmwfAksmP t¢amd�hnbb+ Wd -B0083 bnvyvxrdfwnmcLmb,aNnYTadYyumdpr,YatlYtdy4vrymYgavxse00BrE1blhlxdlttlnM+vvlbPmdrdnm iW14baY,cpuddti,dlmYhNu[nP.LniM9r�mdLnl�ce.dM Wtle Blvd. 'bne,MdbrGaggxl,pintirhdpmbMLLbL�ulapapehlmbt.>tgAgm slmsyYm Firea,l,vbFq a�mtlmnna�dhRt � FM Plum, FM Rene, R.34946 Gpp1ImQID1611IDdirean-3ieeeyl.ivshiO4lE Ivy Nrmm"eld8dvwbn,ueryicrmePal3ivlxadvvldenmevpeimitiinkveiAI todLvut•AVWnrl.lecdo04lL Job Truss Truss Type Qty Ply WPRHTFAL A04 Roof Special 1 �12�3 LJob rence (optional) A-i 1too1 I russes, Fort Fierce, FL 34946, deslgnaaltruss.cam 6.00 12 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mil 5x6 = as, Inc. Man May 6 09:33:50 2019 Pao YS8GL?bxMJcMO0Y2RVxh3nlwdOErizJG: Dead Load Deb. = 31161n "1 12 1a 14 15 11 15 10 17 9 18 19 20 8 6x6 = 3x8 = Sx10 MT20HS= 3x10 = 6.6 = LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vart(LL) -0.55 11-12 >692 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.7611-12 >499 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.06 8 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight:212lb FT=10% LUMBER - TOP CHORD 2x4 SP M 30 •Except• T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-3-7 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. WEBS 1 Row at midpt 3-11, 4-11, 6-8, 2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1735/1VIechanicel 12 = 1735/0-8-0 (min. 0-2-2) Max Horz 12 = -464(LC 10) Max Uplift 8 = -717(LC 13) 12 = -576(LC 12) Max Grav 8 = 1749(LC 2) 12 = 1781(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=266/289, 2-3=-151711390, 3-4=-1519/1391, 4-5=-2536/1991, 5-6=2230/1734 BOTCHORD 12-13=754/868, 13-14=-754/868, 14-15=754/868, 11-15=-754/868, 11-16=1613/1954, 10-16=161311954, 10-1 7=1 61311954, 9-17=-161311954, 9-18=-1131/1376, 18-19=-1131/1376, 19-20=113111376, 8-20=-113111376 WEBS 2-11=2951695, 3-11=t542/610, 4-11=-1083/1055,4-9=-373/758, WEBS 2-11=-295/695,3-11=542/610, 4-11=-1083/1055,4-9=-3737758, 5-9=-1324/1088, 6-9=891/1262, 6-8=-1996/1662,2-12=-1858/1643 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.fi0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.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 717lb uplift at joint 8 and 576 lb uplift at joint 12. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard 1kct R.mcaerylrrtv.§'I14.911af6f191p'i FAa1[1416tCPAN�6'9+1�K3n'�110.C'AI@6LL9t'Ma reAM4l>dMaRcdMNUMMkn4la�dMICa7Ltwt4tiIMmSMii,b„a tivMu,�tled10A,W! -' Wm»Wtlamu.amn troc&,ms ci>,ocrmEWnN,lxm+t4+�4maa nrs uamowua.eampc,me+egu�nixY�argbte4Hrr4mNlms�as+m3elxen ubIDLr,mgaa�ra`rt MthonY T.7ombo [71,P.6 WntlMim het WYptttlmlwtSldbFtl6+v7'e�mte�n6raf9YfnmvgYmB44i&aibbYdAL9�NVtL hgm+i6P,8dWW8aiEe 4rtftdW�ta�-u&5e�4'ei9tl0ktlrz�m?W.ttl hdO6HW](P�Wrt�U, llvb5WMb1R,HkfnsLlP��iYtd47rtplW�f�}(!'��dM➢Id*Xlw'demtl4Y'w�IR1HTi0 e1161hi2SLa + �' 3e „80083 .Lu&AP4 iem`.u'k ibstuvvt4tl�A+ue"'a%shdw �Mrimb b�s5+69g'nf0`+t�l^i1e4 ReV+'�M�O .@eayu�6k�tNnwa�iRn_ ♦ 4nftler' A.3de 494 TarYl9erce, PL .3494fi Snppip%t8fpP16kiPvetTtvaeGAvlhwTJdnmdvpt.Pt 4peded¢aeldfsdaemerJcviOfcm.&pv4iE0etlxibveleettTmpeiw'silvvl®k1&dtmms Ia6egT,ivev6d OGrl Jolt Truss Truss Type Oty Ply WPRHTFAL A05 ROOF SPECIAL 1 1 A0251254 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x: 6.00 12 Run: 8.210 s 5x6 � 4x4 = Inc. Mon May 6 09:33:51 2019 16 4.6 o 14 11 14 1e 13 12 n n 10 u 9 za a 6x6= 3x4= 3x6= 48= 13A 11 3x4 = 3x4 = Dead Load Den. = 114 in LOADING(psf) SPACING- 2-" CSI. DEFL. in ([cc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.45 13-14 >835 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.55 8-9 >687 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Hom(CT) 0.16 16 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matdx-MS Weight:2311b FT=10% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 *Except* Bi: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W8: 2x4 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-2-4 cc bracing. WEBS 1 Row at midpt 5-12, 7-9, 2-14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 174110-8-0 (min. 0-2-1) 16 = 1697/0-4-12 (min. 0-1-8) Max Horz 14 = -474(LC 10) Max Uplift 14 = -574(LC 12) 16 = -686(LC 13) Max Grav 14 = 1747(LC 2) 16 = 1697(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-301/340, 2-3=-1524/1433, 34=-1352/1427,4-5=154311448, 5-6=-2223/1841, 6-7=237811893, 1-14=-258/286 BOT CHORD 14.17=-689/905,17-18=-689/905, 18-19=689/905, 13-19=-689/905, 13-20=-801/1179, 12-20=801/1179, 12-21=1501/1890, 11-21=-1501/1890, BOT CHORD 14-17=-689/905, 17-18=£89/905, LOAD CASE(S) 18-19=689/905,13-19=689/905, Standard 13-20=-80111179, 12-20=801/1179, 12-21=-1501/1890, 11-21=150111890, 10-11=-150111890, 10-22=1927/2415, 9-22=192712415 WEBS 2-13=317/646, 4-12=448/462, 5-12=115911128, 5-10=J90/607, 6-10=678/550, 6-9=1146/1072, 7-9=-1975/2493, 2-14=-1825/1583, 7-16=1726/1359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 16 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 574 Ib uplift at joint 14 and 686 lb uplift at joint 16. 8) This truss has been designed for a moving concentrated load of 200.OI15 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6vqvvIW lrpnrm'1Ir10bi hW, OadnbtlinmR9.dj mM U.IMiOrilf 1961f�lApq�IN1il11n]Yn4F,Ep'Jal`mm im116Y}raminsd,mitlrsmdvirm➢rt�iAwq lldjdhilgGW*m 14t yrt,tmmoelgmnmmmammnomw ode wa➢rsq!rp4vpl.U�n6;�bcwa ynenpmmoaOft pmnvm!'vywynymemltrmbydeeW u.a[ywun,m➢.ryd++R}i.rnl„y.u,.pagAdmlumuvnnamq Or Ns.0 dmdeOfmtkmiaYyR6rtyxbPtEm➢mC60di„Sand¢9ebralABe�emr>mDidBCmCdNFBbtlryv4d0.1 MPAeIimID➢dmOJ nLmlmt=h5i1�iR4 YrWIbmdYVY3did4�Sil1L Anthony T;Tambo3LLiF.E. 6mYglmgmdam tL�un,nM�mlWdblmtni¢IP['�=em�9W'��Itlnmv:0.9;1dhJYMNd1Yln,dnmlYPbPdm llHh�n,b�rgmdYmnM6lnCmM 49M Ln,M4bP!eltrmMm'vu�vti, pexluldadllt6amgd.,aline lrympm�md'etllbinvkx¢(gmebl➢Ib1WIWra,ebnlp�fgbw[mlmdy u¢iilmltummltla9blM1l. Lucie ie 4451 $[5t. :. Wd26VA. � (apphTl®111fA 11➢dt szes/oiAooyL7om61lgl.l leprvdomo➢ARh dowopm mmlform,nPioLiaelen➢o ntr eMmopnmizve➢homld HaAGnusGtro➢ri,i➢mlom,Pi Fort Perce, FL 34946 Job Truss Truss Type qty Ply WPRHTFAL A06 ROOF SPECIAL 1 1 A0251255 Jab Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 35X6 Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Mon 6.00 12 54 G 4x6 /1 6.6 = 3.4 = 3x6 =48 = 4x6 = 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.39 9-11 >973 360 TCDL 28.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.60 9-11 >636 240 BCLL 0.0 Rep Stress Ina YES WB 0.94 Horz(CT) 0.13 14 We n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 -Except• T1: 2x4 SP 240OF 2.OE, T2: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* Bl: 2x4 SP M 30 WEBS 2x4 SP No.2.Exmpt• W3,W4,W5,W6,W7:2x4 SP No.3 OTHERS 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-1-1 oc bracing. WEBS 1 Row at midpt 3-11, 3-9, 5-9, M 2 Rows at 1/3 pts 2-12 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 1741/0-8-0 (min. 0-2-2) 14 = 1697/0-4-12 (min. 0-1-8) Max Horz 12 = -468(LC 10) Max Uplift 12 = -551(LC 12) 14 = -665(LC 13) Max Gray, 12 = 1797(LC 2) 14 = 1697(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-447/546, 2-3=-127711323, 3-4=-2361/2239, 4-5=2300/1828, 5-6=-2528/1992, 1-12=-516/610 BOTCHORD 12-15=-691/1168, 15-16=-691/1168, 11-16=-69111168, 11-17=946/1447, 17-18=-946/1447, 10-18=946/1447, 9-10=-946/1447, 9-19=-2038/2579, BOTCHORD 12-15=691/1168, 15-16=691/1168, LOAD CASE(S) 11-16=-691/1168, 11-17=946/W7, Standard 17-18=946/1447, 10-18=946/1447, 9-10=946/1447,9-19=-2038/2579, 8-19=2038/2579 WEBS 2-11=390/838, 3-11=6621564, 3-9=-1210/1281, 4-9=720/876, 5-9=-739/674, 5-8=-128311150, 6-8=-2111/2681, 2-12=-1791/1306, 6-14=174311359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C 6ated0r(2) zone; cantilever left and right exposed ; end vertical 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 nonconcurtent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 14 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 551 lb uplift at joint 12 and 665 lb uplift at joint 14. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight' 215 Ib FT =10% emam.hmemmdhmv.n•ftrae=nuan(uuayuuduniaroamourmmRa;uucNr4umc 1Rnailmf+mWnmaaeLnram,imvpRq,rn.al!n7dr,r�rRmbaiire..m..sw�w. t.�ao®ma.arm.o:} I arau®nlpmaID4mI4,bP.BRp�d4 /+vumrn4rWxP.:1mz'AfaVmarlim mrm,�eR,vvmE=naepncmd'is: Mn9mM1�%mmkyuaormQvi NbYnaIDoa¢otrhit. ieie,$nnepaiymdmm'�cn}m9Ti MNony T: Tombo M, P.E. ramraRglmtkmreYa-iRb¢irm,5Aa6Mn,60vvir.dsCtlgaeM1MYg4n�yn.iAxrmJatlPr,mCWWhelf:NgMeedRlbgprrtd6NJd ma.mamrncv ir�ymyameaammaranamwe,o.rmurna t.880M e!amlommmf�m-udsssew.erwmmwn?+afrnmmnmpuamrMxe.�o;m4rahumw.o.ro:®arl®vw+ao.ureaRaz±,ymavx.mdnepuw[Nw.rm�.+4LP?mr?urm...�ks 4451 5t. Lucie Blvd. rfuam4cvd{n(.tmgd as,mvhdim.+oeionhWrgsmumti9auarWa rn,vsm.ga!nemammamrru mmxamm): � Fort Pierre, FL'34946 (epyiighl(0 Y91d11Lvdtmun-Aeavrpl lemEvO, Y.t kpmdvdiv.vfa64v®®rv4mavyfmm,hptvbt7tle4nRvn MemnOevpeim�nim6vmAd lwipivsus, AvPovvrLTvmlo N,li Jbb Truss Truss Type Oty Ply WPRHTFAL A07 ROOF SPECIAL 1 1 A0251256 Job Reference (optional) A-i Koor i russes, Port Pierce, FL as b, aesign(ma 5xi 6.00 12 46 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon May 6 09:33:53 2019 4.6 = 3x4 = 4x6 11 4.8 = 5.8 = 3x4 = 3x8 = Dead Load Deal. =114 in 14 I�T IF LOADING(psf) SPACING- 2-M CSI. DEFL. in (lac) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.46 8-9 >831 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.72 8-9 >528 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.09 14 nla n/a BCDL 7.0 Code FBC2017ffP12014 Matrix -MS Weight:2101b FT= 10% LUMBER - TOP CHORD 2x4 SP No.2'Except' T3: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3'Excepe Wl: 2x4 SP No.2, W9: 2x4 SP M 30 OTHERS 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 2-11, 3-11, 5-10, 6-8, 1-12, 1-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 174110-8-0 (min. 0-2-1) 14 = 169710-4-12 (min. 0-1-8) Max Horz 12 = 462(LC 10) Max Uplift 12 = -524(LC 12) 14 = -643(LC 13) Max Grav 12 = 1741(LC 1) 14 = 1697(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1299/1149,2-3=1149/1167, 3.4=-174211681, 4-5=2003/1726, 5-6=-269512101, 6.7=-275/217, 1-12=-1711/1417 SOTCHORD 12-15=-2281411, 11-15=-2281411, 11-16=-91511458.16-17=-915/1458. 17-18=91511458, 10-18=915/1458, 10-19=-1757/2332, 9-19=1757/2332, BOTCHORD 12-15=228/411, 11-15=-228/411, 11-16=-915/1458, 16-17=915/1458, 17-18=91511458, 10-18=915/1458, 10-19=175712332, 9-19=1757/2332, 9-20=2089/2593, 8-20=-2089/2593 WEBS 8-13=1137/1504, 7-13=-113711504, 3-11=977/839, 3-1 0=-356/47 1, 4-1O=279/396, 5-1O=931/914, 5-9=871385, 6-9=-294/379, 6-8=-2732P2207, 1-11=-1068/1360, 7-14=-1836/1424 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSIrrPI 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 524 lb uplift at joint 12 and 643 lb uplift at joint 14. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. LOAD CASE(S) Standard rxay.rim.,rn,,,�,.c�uf�ormncs�vam�W�mr�moumiru,�ev;�rarrrrW�vrna��mdb,an.•n„=u[46Ma1rmrim,;a„r1u�,aiiu�,sxreq,u mu[�..,ma.ame, y Wi«mgtr a�h�rffibR,90bki L.Lrt�IaPW W1rm,%4unS6[vJaRa�Ne�nvep?a/14yEnYclr,.,flgn9�r�fW4,piWW,.,NulgLdubIDO[tlr.WWi fil„gwgmyKpm➢on1w'1ery da,aWlrmkclla@yN6rzga61mdbOw,,bNaYcNBd}frWldtg4MyRJtrMN,l6[6CE,PWtJMYaiv4iM1l4L ibp�nn1i6104avhN,vLYrmi NEylafga'gr,Yvf9Em�lMytlUh�nga9iqrd AnthonYT. Tonhc111,P.E'. S.E0683 1 hMhVragnW6aacl9rr.vmw.hR0d0F�ietryLlxitlOepdfgfurarL yav�,i4�rihibl%pml4flee[dvmlYrmYl�lnfYe[YmpmflseiWlMtp46<N9{v.imtPlpLyv,W lwrcE�v,s�a 4451 St. Lucie Blvd. ainulrtodhrbtm9refwe.;m4harvmem�.ixirc hyrgw610I6RYptrya loufnl.fipNeaarprq jQp3lmikvmep4aallM1t: Fort Pierce, FL 34946 4pnRm09111AltedTnsses-JaLLary11om6r01,Yi repraivGio. olais(omcen mrhmkspiollAelnib<otbe rmh.yomivoahomA-I Welinsur; AeWmry?.Tovlo N, ri Job Truss Truss Type qty Ply - WPRHTFAL A08 Hip 1 1 A0251257 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com 6.0012 4x1D= Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 1.5x4 II 48 = Inc. Man Mav 6 09:33:53 2019 5x6 = 1.5x4 II 4x8 = Us = 1.5x4 11 3x6 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) -0.23 9-10 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.40 9-10 >958 240 BCLL 0.0 Rep Stress Ina YES WB 0.81 Horz(CT) 0.10 7 nla We BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 'Except* T3,T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* WI: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-0-4 oc bracing. WEBS 1 Row at midpt 2-12,4-12, 6-10, 2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14 = 1760/0-8-0 (min. 0-1-8) 7 = 1957/0-8-0 (min. 0-2-5) Max Ho¢ 14 = -525(LC 10) Max Uplift 14 = -616(LC 8) 7 = -738(LC 13) Max Grav 14 = 1760(LC 1) 7 = 1957(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-316/375, 2-3=179411663, 3-4=-1794/1663,4-5=-212511854, 5-6=-2292/1825, 6-7=3241/2409, 1-14=282/332 BOTCHORD 14-18=200/886, 13-18=-200/886, 13-19=-199/889,12-19=-199/889, 12-20=863/1908, 11-20=863/1908, 10-11=863/1908, 10-21 =1 776/278 1, 9-21=1776/2781, 9-22=-1776/2781, 7-22=-177612781 BOTCHORD 14-18=-200/886, 13-18=-2001886, LOAD CASE(S) 13-19=-199/889, 12-19=-199/889, Standard 12-20=-86311908,11-20=-86311908, 10-11=-863/1908, 10-21=-1776/2781, 9-21=1776/2781, 9-22=1776/2781, 7-22=1776/2781 WEBS 2-13=0/274, 2-12=117311417, 3-12=749/677, 4-12=-372/329, 4-10=429/614,6-10=-1098/1077, 6-9=0/319, 2-14=1758/1419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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 pending. 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 7.Opsf. 6) Bearing at joint(s) 14 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 616lb uplift at joint 14 and 738 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. Dead Load Der. = 3116 In Iq PLATES GRIP MT20 2441190 Weighl:205lb FT=10% Poun.kmYmim�mYvx Flbr'f llBfa 1.W om,livu Onp+AYe�vq(RC��dh�{l(erLly do 3e�mdvl®hR&.eFr mF m1�>WmA. INT0.11IF10o _krtMON111V,hf mlmu 414hPmYM(1YN0d'}.ITH`Yialm` ..P. miWgytrn.diempyq t 11V hwn4xm!xWliw�ir 5r mvmr49hxmPaJtaf ' AnthonyT, Tom6olgjP:E.aiuomIr ' MW'njBe$'M66ii- wwm,NmaYliaol�xialab[h!RmAix,{H6me641uYWa1ms4v4.rV�vmllaulc,lmcdm 380093. 44515t. Lucie Blvd. srma{auA6.r,=mm�m+ES�vh�mm%dRimlmsu>,irs=uNrmm{agmsfaemns8touraetmmau eaa�m�mmw,+mmr. rnrt Plerm, R 34946 (oppri43rl)1DI{A4ledT�nsri-Amdedyf.lav3e I11, P.L PspndomavoF@bAo® m,um}him,.6picAiiAe/vuEeniErarioeepeimiws6oaAdflaolivsus 6iAuoy[ioml6m,lt Job Truss Truss Type Oty Ply WPRHTFAL A09 Hip 1 1 A0251258 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946, designCtal Wss.tom 6.00 12 4.6 11 1.Sx4 11 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 3x6 = 3x8 = 4aa Inc. Mon Mav 609:33:642019 4xlU= 1.bx411 -- JxU= 1.5x411 - - Dead Load Defl. = 3/16 In 7IY LOADING(psf) SPACING- 2-M CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.17 11-12 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 11-12 >999 240 BCLL 0.0 Rep Stress lncr YES WS 0.97 Horz(CT) 0.11 9 n/a We BCDL 7.0 Code FBC2017/IPI2014 Matrix -MS Weight: 205 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T5: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or4-2-10 oc bracing. WEBS 1 Row at midpl 2-15, 5-15, 5-12, 2-16 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 16 = 176010-8-0 (min. 0-1-8) 9 = 1957/0-8-0 (min. 0-2-5) Max Horz 16 = -498(LC 10) Max Uplift 16 = -711(LC 8) 9 = -715(LC 13) Max Grav 16 = 1760(LC 1) 9 = 1957(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-296/327, 2-3=-1526/1372, 3.4=-152611372, 4-5=1526/1372, 5.6=-2147/1921, 6-7=2365/1978, 7-8=-2515/1960, 8-9=3322/2453 BOTCHORD 16-20=1061563, 20-21=-1061563. 15-21 =1 06f563,15-22=-1061/2151, 22-23=-106112151, 14-23=-1061/2151, 14-24=1061/2151, 13-24=-1061/2151, 12-13=106112151, 12-25=-1861/2875, BOTCHORD 16-20=106/563, 20-21=-106/563. LOAD CASE(S) 15-21=106/563, 15-22=-1061/2151, Standard 22-23=-1061/2151, 14-23=1061/2151, 14-24=-106112151, 13-24=106112151, 12-13=106112151, 12-25=186112875, 25-28=186112875, 26-28=1 861/2875. 11 -26=-1 861/2875, 11-27=186112875, 27-29=-1861/2875, 9-29=-1861/2875 WEBS 2-15=-1358/1719, 3-15=-565/527, 5-15=-1013/876, 5-14=01283, 6-12=330/542, 8-12=-947/926, 8-11=0/289, 2-16=169611467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This buss 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-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing at joint(s) 16 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 711 lb uplift at joint 16 and 715 lb uplift at joint 9. 8) This buss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. (xbl.lmlmgYrpnrN'Nr1pFn6f3(PaEPyarittiLL8tr01AISeaSipll(61o'j4NCsia'AaTbvV¢tlrhY�rnwmd¢de&smm,Um4n4rmgArCdbltlmrlleb4lt1Anw2eMnmi 6W, Sa no-dlmbin.et� I dd,n�ul kulmlL9kb ln0'BmN rid att mcmgva(neW,11eM1h butmmrlALrymm6mmtudm PdmvalWu ryln4°tm14'bbOJhW bvrR>1dmbR9aMd 11f}.M M4mn*KhdqUvMuf..m, Anthony T-'Tern 111,G.E. 1m62rtbOm.b➢rt¢semvdvgM♦•e mam¢ib R,bi.dbblidLspdniWl bzn,,,tlthn4dm•id 4br tebCvllxfgm;ggpm,Nmmlhvrinmmbrtvmspllr bbClOeiFvdhvime trmssmM mlwdbyemiafp�anihmka4fk�ugrim800113 44515L Lytle Blvd. s'lnlald¢91nh3msFd,Azr�mihtlrMmbeiikless[ugfq�hlCimtelAl¢Wn mbmhCvFenmtgk3E� lYgaicikmmmltldPlnl. Fort Plenc?, FL 34946 � 6 h1D7016dlivdTnaes-Aotive l.iv¢Eelil i.E to mdvwva6diilvmoe m tv mi6 Y p v4 vvp m,njrvhl'eeL�ilEvmlhevmlvvpeemin evhvm A.I kvilnvie;�AmLvvr7.leMe N,FE Job Truss Truss Type Oty Ply i WPRHTFAL A10 Roof Special 1 1 A0251259 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 5x6 = 1.5x4 11 Run: 8.210 s May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. 3x8 = 4x6 = 54xfi Dead Load per. = 31161n 9 16 13 3x8 MT20HS= 4x10 = 1.5x4 11 46 = 3x8 = 1.5x4 11 3.6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.2012-13 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.86 VerI CT) -0.4010-12 >971 240 BCLL 0.0 Rep Stress lncr YES WS 0.87 Hom(CT) 0.11 7 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except' T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS 1 Row at midpt 1-13. 4-13. 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1957/0-8-0 (min. 0-2-5) 14 = 17601041-0 (min. 0-1-8) Max Horz 14 = -461(LC 10) Max Uplift 7 = -688(LC 13) 14 = -790(LC 8) Max Grav 7 = 1957(LC 1) 14 = 1760(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-14=-1711/1399,1-2=-188211613, 2-3=-1882/1613, 3-4=-1882/1613, 4-5=233612009, 5-6=-2692/2144, 6-7=-3252/2368 BOTCHORD 14-18=-322/756, 13-18=-3221756, 13-19=-145912628, 12-19=1459/2628, 11-12=-1459/2628, 11-20=1459/2628, 10-20=1459/2628, 10-21=n5912791, 9-21=-1759/2791, 9-22=-1759/2791, 7-22=-1759/2791 BOTCHORD 14-18=-3221756, 13-18=-3221756, LOAD CASE(S) 13-19=1459/2628, 12-19=1459/2628, Standard 11-12=1459/2628, 11-20=-1459/2628, 10-20=145912628, 10-21=-175912791, 9-21=1759/2791, 9-22=-1759/2791, 7-22=-1759/2791 WEBS 1-13=-1825/2296. 2-13=-706/662, 4-13=971/855, 4-12=01299, 4-10=-374/327, 5-10=5221729, 6-10=711/695, 6-9=-4/286 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=151t; Cat. u; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 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 688lb uplift at joint 7and 790 lb uplift at joint 14. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. PLATES GRIP MT20 2441190 M720HS 1871143 Weight: 1871b FT=10% retlq'hwM1*rv}Yrrytr�b'LIC➢1aII5(4p18jaGILLNxf IfOWIAOtlmialf-BAa"IOhOita:vfll'bv.l�bil�p,a4nd,dvk[aM1„u➢eup0mgll[4jtlblA�LlhAltPelnm9mMmu0W @e,ludJd hiW,mll Yli�tmuomlptYdld,albpvinwwKdb�LM11lulpepxnpA Sya➢r4pxn?0vw4Yvrn➢yu6twvy5uQby6,mtl MpngmdWpbble�dhc:eL+nlaaiwb64v¢mbgl hAy�m,rylse,Y3gpmn,u,v.691 ' [dN,ib7MtlnnlM1Y iEbrtgxtlalQ@pnt4bOm}rbitllFlYbWLgMR bmLTi4EiNdf�0,Ytl6aquietl114LbVT,dd1IWWInENmQbtow?Ss41Atl341tT Cfl24wtlYd9QilYhRR±`dPid batsjle$swdWn?ct➢wf,,mx.blmmb)voat?rpld+n'rib➢innt a`sAt n.mlgr 4a,eswure amt+dM®. tra rmb�vmbz?v maa Qau o,vr.a tmiq+tiupmmrounmsza:sn AnthonY 1 T.Tombo70 P.E. $ 44515t: Lucie LUC12 Blvd. Surluldsdir➢bSm,y,tlipliYSghlJlalu4,'Art1;NIm�kVp(gm Cl➢[biflg Mp•+ntinS�IDaepivCRM1d; !➢�tivA twrtnl3aiY1R1. � Fort Dm ie, FL 34944945 Gpynghl®201➢AllvdTnves-Ae➢avyT.Ivm➢vN,Pi ppndvAmdiludvmmem,iv®plo,okrswoh3NedinlvNnexrilttvjliminivehvmkl lvdiimief 1➢@wri:Tvmlu0l,PE Job Truss Truss Type pry ply WPRHTFAL A11G Roof Special Girder 1 A02512603 Job Reference (optional) A-1 hoot Trusses. Fort Pierce, FL 34946. ceslgn@alVuss.com '16 19 20 21 13 22 23 24 516 = 5x12 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 7.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T3: 2x4 SP M 30, T2: 2x4 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' W1: 2x6 SP No.2, W2: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc puriins, except end verticals. BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7 = 1188510-8-0 (min.0-3-5) 14 = 829210-8-0 (min. 0-1-8) Max Horz 14 = -346(LC 4) Max Uplift 7 = -3700(LC 4) 14 = -3826(LC 4) Max Gmv 7 = 11943(LC 2) 14 = 8292(LC 1) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=7833/3619, 1-17=-10106/4583, 17-18=-1010614583, 2-18=10106/4583, 2-3=-10106/4583, 3-0=-20632/8314, 4-5=-20632/8314, 5-6=-19043/7045, 6-7=22420/7520 BOTCHORD 14-19=-100/332,19-20=-100/332, 20-21=-100/332,13-21=-100/332, 13-22=-7562/17841, 22-23=7562/17841, 23-24=7562/17841, 12-24=7562117841, 12-25=-7562/17841, 25-26=-7562117841, 26-27=-7562/17841, 11-27=7562/17841, 10-11=7562117841, 10-28=6161/17120, 28-29=-6161/17120, 29-30=-6161/17120, 9-30=6161117120, "1=-0647120026, 8-31=-6647120026, 8.92=-6647120026, Continued on page 2 Run: 8.210 s Mav 182018 Print: 8.210 s Mav 18 2018 MTek Industries. Inc. Man Mav 6 09:33:57 2019 7x8 = 1.5x4 II 10x14 MT20HS// Dead Lead Dell. = 3181n 3x6 C 6 4x16 O q 12 25 26 27 11 70 28 29 30 a 31 832 33 34 3x8 11 5x10 MT20H8= 6x6 = 3x6 If 718 = 1579 20 6-14 324-0 I 2 12610 347 5-5-9 1-2-0], f8:04-8,0-1-81. 19:0-3-0,0-4-01 f10:0-0-0 0-4-121 fl3:0-4-8 0-2-41 CSI. DEFL. in (fee) I/deg Ud PLATES GRIP TC 0.94 Vert(LL) 0.35 10-12 >999 360 MT20 244/190 BC 0.84 Vert(CT) -0.6010-12 >639 240 MT20HS 187/143 WB 0.94 Horz(CT) 0.12 7 n/a n/a Matrix -MS Weight:62811b FT=10% BOTCHORD 14-19=100/332,19-20=-100/332, 20-21=-100/332,13-21=-100/332, 13-22=-7562117841, 22-23=-7562/17841, 23-24=7562/17841, 12-24=7562/17841, 12-25=7562/17841, 25-26=-7562/17841, 26-27=-7562/17841, 11-27=7562/17841, 10-11=7562/17841, 10-28=-6161/17120, 28-29=-6161/17120, 29-30=-6161/17120, 9-30=-6161/17120, 9-31=6647/20026, 8-31=-6647/20026, 8-32=-6647/20026, 32-33=-6647/20026, 7-33=-6647/20026, 7-34=-6617/19917 WEBS 1-13=-5622112467,2-13=-575/378, 3-13=-9724/3973, 3-12=-1592/3210, 3-10=815/3556,4-10=-559/388, 5-10=-2518/4375, 5-9=-1573/5616, 6-9=-4292/819, 6-8=-462/3774 NOTES- 1) 3-ply truss to be connected together with I Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 par bottom chard 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 2-0-0widewill fit between the bottom chord and any other members. 8) Bearing at joint(s) 14 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3700 lb uplift at joint 7 and 3826 lb uplift at joint 14. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 85 It, up at 0-2-12, and 81 lb down and 80 lb up at 2-0-12, and 81 he down and 80 lb up at 4-0-12 on top chord, and 423 lb down and 205 lb up at 2-0-12, 423 lb down and 205 lb up at 4-0-12, 490 lb down and 303 lb up at 6-0-12, 490 lb down and 303 lb up at B-0-12, 490 lb down and 303 lb up at 10-0-12, 490 lb down and 303 lb up at 12-0-12, 2387 lb down and 11631b up at 13-8-12, 1206 lb down and 451 lb up at 15-8-12, 1206 It, down and 475 lb up at 17-8-12 , 1206 lb down and 475 lb up at 19-8-12, 1206 lb down and 475 lb up at 21-8-12, 12061b down and 475 Ib up at 23-3-4, 1561 It, down and 240 Ib up at 25-3-4 , 1561 lb down and 240 lb up at 27-3-4, and 1561 lb down and 240 lb up at 29-3-4, and 1561 lb down and 240 fie up at 31-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=96, 5-7=-96, 7-14=-14 Concentrated Loads (Ib) 6vvq 11melarpti>mw h'1!L'0f m93(4lla-}Krill Rlltlrll@74CU �IWii&nn1Y(RY.@',ekPbc lufi6v,�mdmd,tivmseIml,menTem' UlawhLblLlcSeAltlAam9M Mm Bio,Surt,OaJoPelW.d1 ///.��\ Wetuuvnl%Ss+19feWYmldfeNNA.ly lmireup l,pvrpe ll¢nyeazajb ulvgN➢ny eneevmW'+4hP'A'�vtlegY,,.vprtgxYSpbbWp4btsj l+nAlSdeetiL'AWp,dvR9 lletwgw,eFm,YiePo4'Yx4vexSry Arithorty T. Tombo38,°P.E. J \ U bNbwfly l:aukeAltlLYbnwLL)ihNrtbo.n'ie6Cde�.bralW m'pc hmtnelbRNIXdbb6tlgo4etRt mqp„tlablYJd.enb.H ablmeY45.11WPLm'T.Bb3ia NYrq dd4h,epplef a. a80863 rfe.aindi,451 SL Lucie BNd. FOLRene. FL 34946 OPini11020ldhl Ivvlfnsses-AmAv Jl.iamde 1411 0.epmdemaeddiedoaoem,meglwgispiotidBed�AvvtMe antlnperm`svw6vmA I laoliusus-AmEovri.7omk6N,Pi Job Truss Truss Type qty Ply . WPRHTFAL A11G Roof Special Girder 1 A02512603 Job Reference (optional) A-i Roar i russes, ron Fierce, rL .avaao, eessgnrgal uuss.com Hun: a.21u s May 182ul8 Pnnt: 8210 s May 182018 MTek Industries, Inc. Man May 6 09:33:57 2019 Paga2 ID:uMNLXBMFOzgGeYlmYmgyHzGc8X-gcbhCbB9vb1 Hh3eHHHE7oJWknGgGgFTnXDa5aOzlGyu LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1=-64(8)13=464(B) 12=-464(B) 10=1206(B) 9=-1206(B)16=1401(13) 17=-8(B) 18=8(B) 19=344(B) 21=-344(B) 22=464(B) 24=464(B) 25=-2387(B)27=-1206(B)28=1206(13)30=-1206(B) 31=-1401(B)32=-1401(B)33=1401(13) rmy r4,nYma'hma.w'Itiapr�[s(m�N�drtrttiuno¢niouonmf�ayuucvusmn�tre. ehhmWrrv.wmwre,w.mtm,w�umq(rtcimbr�iirfe42Yavrmawle.0 tim vm.traaa m,w.vry yRQhvm[fYbil3bmlYfbiAPYnti. yvkm Duq�brmpi.lpomrfipsjbrtl ermli�mmem,�aaaabpdnvm(ry�u�epngmeA�tbwpam�ei�mL•@vlablioabmwiM1t lbwq+wvpgtrdgmaNynm31 pnyrmn T, Tombo]II �f!:E'. Ys:80083 dnrQtil trq�leYvphmrt�rmairiYe,Pen,bOmfrGi9tlgddbbMgYep+,, wamaib¢brsfm•YdYiogWrmtlan fagyrmdbigcpatrYmQblmeY634YN'gitge,Y0.6bNb31L,ilhbaqmililiTd ' wbbjte�agjvmtic IDafs�NltiIIO VlhpmaiWp.l•IDrt`A"bpJ5g4qs956yG4t9.11B121WAdrWd➢amrtivmlbps.pie,➢flp5¢rb¢ymdtagdlpti.Q4LfltWpx.imrbiy4gaeallmsY�mveakc 44515E WCe Blvd. oefbld Ahftam a��ximlahmmm6��itiim,Yarf4®iaYmafevwp[w,clrc,srss.brv- rmY�i mwmtlYmm�fimfnmL � Fart 7reice. FL 37976 (epjugWmlGlplllvvlirvssei-/m6vvjl.Iv¢Etl16 P.L reprolvaivrvbEhtvmmpvl,ievylwCrsyrvA3i@p.nhvmiL re�eYje®ie�bvmAllvATmiet AVAov(i:IDmkv N,Pt Jdb Truss Truss Typa Dty Ply WPRHTFAL BO1G HIP GIRDER 1 1 AO251261 InM1 Reference /nn1'nnoll A-! RWI INSJCS, ron r1EfGC, rL avaao, a eSignLmatuuss.com 6.00 12 3x8 = 5x10 MT20H8-- 19 70 20 1.5x4 II 15 2u 5.8 = 1.5x4 II M 11--0 15-4-0 22-4-0 2 4-2-0 I I - 7-0-n Inc. Mon May 6 09:33:58 2019 Dead Load Oct. = 3116 In 3x8 = Plate Offsets (X V)— f2:0-8-0 0-0-141 f6:0-8-0 0-0-141 19'04-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.23 8-9 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.29 9 >938 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.11 6 Na n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 105 lb FT=10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E 'Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2 = 255810-8-0 (min. 0-3-0) 6 = 255810-8-0 (min. 0-3-0) Max Horz 2 = -121(LC 6) Max Uplift 2 = -1568(LC 8) 6 = -1568(LC 9) Max Gray 2 = 2558(LC 1) 6 = 2558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4543/2927, 3-17=4634I3085, 4-17=-4634/3085, 4-18=-4634/3085I 5-18=4634/3085,5-6=-4543/2927 BOTCHORD 2-19=-2528/3931, 10-19=-2528/3931, 10-20=-2542/3950, 9-20=2542I3950, 9-21=-2470/3950, 8-21=-247013950, 8-22=2457/3931, 6-22=-2457/3931 WEBS 3-10=339/670, 3-9=-664/980, 4-9=-990/751, 5-9=-664/980, 5-8=-340/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate gdp 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 nonconcurentwith any other live loads. 6) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1568 lb uplift at joint 2 and 1568 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.O11b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 452 lb down and 469 lb up at 7-0-0, 222 lb down and 227 III up at 9-0-12, 222 lb down and 227 lb up at 11-0-12 , 222 lb down and 227 lb up at 11-3-4, and 222 lb down and 227 lb up at 13-3-4, and 452 lb down and 469 lb up at 15-4-0 on top chord, and 357 Ib down and 364 lb up at 7-0-0, 86 lb dawn and 20 lb up at 9-0-12, 86 lb down and 20 lb up at 11-0-12, 86 lb down and 20 lb up at 11-3-4, and 86 lb down and 20 lb up at 13-34, and 357 lb dawn and 364 lb up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-5=-96, 5-7=96, 11-14=14 Concentrated Loads (Ib) Vert: 3=341(B) 5=-341(B) 10=311(B) 9=-125(B) 4=-366(B) 8=-311(B) 17=-183(B) 18=183(B) 20=-63(B) 21=-63(8) raxq ku6n+Yrinema'1A40f nEf6(fNdj62illRCBrfOttiACut61'ur(GIn'7LR[alF&:vEmmelnha�p Pm9medidenum,trmf¢pYmq�PL°,n9mLlattl¢b4itldaat4M�,n,ss meu,danvmdomtCl,mh r,AmjlwmmmY;e6ImmMM46 tl am,bOm �gmrbmt�m�tlmt�vmmmmmyapdmymnvmwrKgegxeoolmmlupaanjeuraMwmmmoeaJ;d IM.mfxpw>pwiYlgmCmiaidm} >r+;xlel.vtlwr�.a,mvaa¢ma:mm5ymw,aw,advi b=m,mamindaad,namu.,scamytrrgay/mur mlratanemg,r•,mge MYh00y T. Tom6a10,'P.E. amY �le{md[mmv-ItlenulY ai9dapCa,alpfyadaiftl]g4gaWf6pp4�2rQ(PItlWpW dSYlm,dumllej�Pa>0.1M65aG�mmdd2mMtlsdblm,bupr.tirsrM.4LyvaNlmtY.zhavurki ' vxrcmx Kvd!/rGavErgMymmvRVfhtlltrly mrlrm.D,ImvAVJ,fquu prablxlgmma mtnnSlT+ml91w4mMbr amm)��memldWmlttl a88083 4asx it. wcle elvd. � bppYlr®1p11/l lvvlinssel-AmhmyLivmlvlll,LL tepmdvdivvaltlhlomoem,mav}Imn,isyivlauelrYhvm@a rNhvpmmudvebvml llvvlLvssef,litbavriavmlolll,lE rmrt DlcrrE, FL 34946 Job Truss Truss Type OTy Ply B02 HIP CAT 1 1 A0251262 Job Reference o tional r. , R.w� 34vw, 6esi9.@.4,ue3.wrn Ruma.zlus Maylazulavnnl:a.zlus Mayiu2ula MIleK Sx6 = 5x6 = Inc. Mon May 6 u9:33:55 2019 Dead Load Deft. =1/81n 4x4= _._ ._. 4z4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.29 9-17 >916 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.38 9-17 >698 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.06 7 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight' 101 Ib FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 34-13 oc pudins. BOTCHORD Rigid calling directly applied or 5-0-0 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 = 1414/0-M (min.0-1-11) 7 = 1414/0-M (min.0-1-11) Max Hom 2 = -148(LC 10) Max Uplift 2 = 526(LC 12) 7 = -526(LC 13) Max Grav 2 = 1414(LC 1) 7 = 1414(LC 1) FORCES. fib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2240/1772, 34=-1826/1443, 45=1466/1341, 5-6=-1826/1443, 6-7=-2240/1771 BOTCHORD 2-18=-1312/1946, 11-18=1312/1946, 11-19=766/1437, 10-19=-766/1437, 10-20=766/1437, 9-20=-766/1437, 9-21=-1373/1946, 7-21 =-1 37311946 WEBS 3-11=-562/620, 4-11=240/432, 5-9=-240/432, 6-9=561/619 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 526 Ib uplift at joint 2 and 526 lb uplift at joint 7. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rmrim,e>nyrsM+•myaldinmarr��ttl!YY��ucutmisamemonmtmi(urtrc{wrnn-.mdrmmi�ne,pt,,.m,d,man.mtm,omPmrmtrtrde.ugTf�m4itw,00ndu..,,. �„rm.®var mm,m4 Wilmmn�ammntmhtmP,mn<Q.ArUvomP mpmpa Sptlrmpxa).9vuJ gnvimmm�mmmga Qtrpanvxfmwrcq yamvr4bx�pQbuj ims tya9u2emomnebtgl.hes@.ngpg6agamnayttbSr dmQWivu6 hxgkbnrramm,Qtrbp(bpnafidcEQryrrbhMrdaiCT3vmtrMaahpCpY.aabYlYagdedml pnthon T,Tanho7➢'PE. rS80083. r mrppmdtrNOWafrnyQbtmx la65dtr1;:{tvp,maYa.fhtlgvYmpa�diryd trmua�omtddrmmamssam.blmdtrrmmi�p,m�Qmm±ayr�mR�7m:r�bmmixdmrm�da.Pmasam.mlatidamy�na,mamQpuvm!rom.tmi?nwra.mmrmuQ�az.tin I vaudvl6nAMv(dm9rd94h`o6ghmPmsily nLRlnssmapy+vArPtbtsymym b�n14v4mmQmrMary'Neia6vftummNalamt. � '. 445154 Lucie Blvd. trod Gerre,R 34946 (v M® ppi: 2011A4 bdTi(ssa-Amduyl.yvmEe W,IL AepmdvQ�av Altindvoioem,uvvyhigrspoAbik4r�vullEerritlevyeemivsivvhvmkl G,dLitu[A?IEvvyi.Tenkv O;Pi Jdb Truss Truss Type Oty Ply WPRHTFAL B03 COMMON 1 1 AO251263 Job Reference optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s 182018 MiTek Industries, Inc. Mon May 6 09:33:59 2019 6x10 MT20HS= Dead Load Dell. = 3H6 In Iv 3x4 = ax4 = bm wa= axo = 3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vart(LL) -0.36 8-10 >753 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.56 8-10 >481 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.06 6 n/a n/a SCOL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 108 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 3-11-4 oc purins. BOTCHORD Rigid ceiling directly applied or 4-8-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1414/0-8-0 (min.0-1-11) 6 = 1414/0-8-0 (min.0-1-11) Max Harz 2 = -176(LC 10) Max Uplift 2 = -550(LC 12) 6 = -550(LC 13) Max Grav 2 = 1414(LC 1) 6 = 1414(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2301/1852, 3-4=1970/1631, 4-5=-1970/1630, 5-6=-2301/1851 BOTCHORD 2-17=1405/2019, 10-17=140512019, 10-18=814/1225, 9-18=-61411225, 9-19=-614/1225, 8-19=614/1225, B-20=-1460/2010, 6-20=-146012010 WEBS 4-8=517/683, 5-8=6071707, 4-10=517/683, 3-10=-608f707 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M vide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550 lb uplift at joint 2 and 550 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard to nr.iI o UKr.W6*ula;nmafUlln[rtuisrwtmoommtlttl'aMsm.rm:uirtir,whWw�nadrmeM.mtrmm5,a.wina;dmmA.rl uae4li sraetaem. mu,.m mamm¢m..ti ' WtemMl�moWM,aAmplppPYnll Aseh,ulu4 hf±vW.xmtl76Pv}matt gtnnperr0m�pmYmp4ivmlymc+rngo�Buolwminp,ibrq milrmlmmIDAa},m6xfitmi�spni,gNµhdglv3cat,u»ma ArithonYTjombo7ll, P.E. dmtlW 6mtmcrHYv3kmnRabWtl40MmUrneetaPd4.9amrdmi0esi-^..trMntlmOCmRdmY]m21rTv1iad RL ruPANimlWbmm9 utmlmevh5gm@iicR,.M9/bdheulil9hbrtSidlAL 480033 mbYgl4iPvdfww.u,sswe.mmoeampmvnpdLidm4umrrm7amvrlF&m.P�pwxHusamnMemsslmaPdu ln+n�¢sb;.pmlfmi:+imtbtmw9..imtm�pap,cvtllrmwm,e..'m M5154 Lucie Blvd. • �avefvpdvdHemsmgMrpbeioglpepvsio+teLminukupalamplC1m11'411ngm vNnlPnvypwtgNbAapmo9vmmmpdelPrM1L Fort Pierm,R 34946 (vpp11901pIAAl ledTnssn-MAvgLlomielO, PJ. pepnloaivedlWslmampm,vovJlmcnpivlihAelxnAom%tvriosepnmuwehoo111adGessesAeRovrLTe�e N, Pf. Job Truss Truss Type Dry Ply WPRHTFAL B04 COMMON 1 A0251264 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:00 2019 Pagel ID:uMNtX8MFQzgGeYlmYwngyHzGcBX-4BGggdD1 B W PrYXMsyQoiQy7JtTuV1 hiEDBpIBjzJGyi -2-0-0 4-0-10 11-2-0 17-11-7 22-0-0 4-0-10 I 6-9-7 I 6-9-6 4-0-9 5.6 = Dead Load Defl. = 3/161n m 2 6.00 F12 1.5z4 Q 3 7 7.5z4 d 5 6 � o, 1g 76 9 77 8 18 7 19 , 3z4 = 5x8 WB= 3x4 = 4z4 = 4z4 = 6-7-5 15-8-11 224-0 6-7.5 I r LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.36 7-9 >753 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.55 7-9 >485 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.06 6 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matdx-MS Weight: 105 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 122010-8-0 (min. 0-1-8) 2 = 142210-M (min. 0-1-11) Max Horz 2 = 191(LC 12) Max Uplift 6 = -461(LC 13) 2 = .552(LC 12) Max Grav 6 = 1220(LC 1) 2 = 1422(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-2318/1887, 3-4=-1982/1664, 4-5=-2000/1704, 5-6=-2350/1940 BOTCHORD 2-16=1583/2025, 9-16=-1583/2025, 9-17=729/1232, 8-17=-729/1232, 8-18=729/1232, 7-18=729/1232, 7-19=1644/2081, 6-19=-1644/2081 WEBS 4-7=-575/713, 5-7=-628!/55, 4-9=-518/687, 3-9=-619/719 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6- i tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 to uplift at joint 6 and 552 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 6v4 ev tTvrlrpN Po'nix`ROIa(PlllfyElrltl®Iftf041e6tl[610YIlAla'jIN491®:tfp"6aTatlrtr➢�rv®Inrdrtdmn bL,uh�degdmL�rl4v#gll41sm.4dMmurvin J4vlpdtldemlW.,ir prtnm.mismvwa mmbrpbmd4 e.0 ulaprmpvW:Smtnap.}Cvus nre?�marwa�oamyasmmepnml+�mertvrmmx�plmaj,.unbraxon,nvm, d.uu Povmvwgmao-mloema.vamr pri,>�pn T, Tombb7ll PE. r380083 1� d,v4GuF'+bm�+rWGikmaq tl.ryL60aryb0a�Rrssedrgavmldralpi�edhmy6AceCCme:mbY.dberrvl,ml�lnbypnddblPJufm@Y nimrmsitYllnl't{.ay�„meamtlbA149Mmagys3fjQ bmupe¢.mdPn'wctnevsmmaaimodmPv>et¢1PmNaOmbepruy� rht�e700pntleknmriW®itueneYpsepa�,fiiereirovge aieu�/meiM1agvp.T nr4aprrpegmivssrm+ativ`.v6T I 44518t, Lucici Blvd. . rlenulruaM.asWWd59b'whdFwi,'Yn1.1M1M Gyaltivnrnhl�4p.*IDns�marirwtmmBb9 a�%'✓mreo eltnlbrM1l_ FOK Pierce,R,34946 epp7hi®ZBI6114vtTasus-/.vtiveji.ioaieP47.0 teymle�iototitiaioumlv5iem3k�ispioFla<ltuEomnebnmvyeivi�suwhvmkl A.Aimui dnhvgLTomlo N;lt Jot Truss Truss Type Ory Ply WPRHTFAL B05 ATTIC 4 1 A0251265 Job Reference o ttonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s M 911 4x6 = 6.00 12 7 6x6 = 6 1, 4x6 4 2x4 II 5 1.5m 10 q 18 2018 MiTek Industries, Inc. Man May 6 09:34:00 2019 2x4 II 9 rJ 21 12 22 11 23 24 10 44 = 5x8 = 5.6 4x4 1 15-9-12 22-4-0 F 6 6-0 s a e 6-6-4 Dead Load Defl. = 1/41n Plate Offsets (X,Y)— r4:0-4-0 Edael r6:Edoe 0-6-11 r7:0-3-0 Edoel 18:Edce 0-6-11 f10:0-5-3 0-557 It 1:0-3-0 Edoel rl2:0-3-0Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.33 11-12 >819 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.5411-12 >498 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Hom(CT) 0.06 10 n/a n/a BCDL 7.0 Code FBC2017fFP12014 Matrix -MS Attic -0.21 11-12 512 360 Weight: 116lb FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 -Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 347-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 1415/Mechanical 2 = 1615/0-8-0 (min. 0-2-1) Max Horz 2 = 188(LC 16) Max Uplift 10 = -281(LC 13) 2 = -374(LC 12) Max Grav 10 = 1575(LC 2) 2 = 1752(LC 2) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shaven. TOPCHORD 2-3=-3098/1410, 3-4=-2724/1178, 4-5=-2620/1172, 5-19=-2329/1085, 6-19=2156/1157, 6-7=-438/919, 7-8=-438/945, 8-20=-2157/1157, 9.20=-2330/1086, 9-10=-2701/1047 BOTCHORD 2-21=1126/2767, 12-21=-112612767, 12-22=-715/2307, 11-22=-715/2307, 11-23=-71812287, 10-23=718/2287, 10-24=718/2287 WEBS 9-11=0/533, 5-12=258I770, 6-8=-334211789, 3-12=-638/526 :G31=64 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsh BCDL=4.2psf; h=15ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 300.0Ib AC unit load placed on the top chord, 11-2-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 10 and 374 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.011a live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 11) Attic room checked for 1-/360 deflection. LOAD CASE(S) Standard cuq.umtvnNl mavb'1IIC4143f6(faltfl.&Y`✓1lAYitfL!®Ig4lRf0YjfJ�4IR)YIIp;1(bn'ro/r feyFmNrdmd egs.ti,NuhnAYmai,T�' Itlb l6gl.im) 4lii+bueYM f6c!„r.OWUCv�ia &dobt3ya7 IYletvaiYiIDs,alMwerbuiYh,ml arinnxg6 v0+. dAhPMautottLo+m�.�MtlaYp'tlmcdcv*4vymwlYYmsnamsg4 um:lyewmhiWWym+avu l4b�mvayathd'-i ,mttm. Mthoq T. TombUN, P.E. drvdbpwbvli dmmyvvd3'rdbOm,bOrtdlnYrudrpe.YYbih Ybm>LYbGLOrPldbkdfaNapv4d91i@QniaYtdvc(9btl,udaibtl Yllileo4AiR069t.edtWtlilhdnRv.°C`Ftl 480083 bIM{hyutltm®_am,siepvbPJdbr�tl4W++ribtdiq[upuYgB`useetfpplJdlrilldtil ,/smlYpealWo.iM ltmbre�Wrilbotlbiautmgm,Aw4uyrgr,e.lNnbmNv,am 44515t-Wde Blvd. . br hrhMh(Yil4vf9vhiKlh�Inc�YMLL boa,cn}[quveMblMfwY�..1nuSN�aFprvdm4kaaryemMk.inolddhiRt... FatNPirc, R. 34946 UFpig4mnI6Y4hdlmw-,ImYvpLrmdv114r.Etenedveivodaildmmeitimarlvmabpml3ald N1vd4entl!l4Feiiissivv6uAl1ldUvus•Av0vry1.1em6om,rE Job Truss Truss Type Oty Ply WPRHTFAL 806 COMMON 3 1 AO251266 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1huss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MlTek Industries, Inc. Mon May 6 09:34:01 2019 5x6 = am — axa vvo— sxn — 4x4 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.36 7-9 >753 360 TCDL 28.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.55 7-9 >485 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Hoa(CT) 0.06 6 We n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-14 oc purins. BOT CHORD Rigid ceiling directly applied or 4-r7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. fib/size) 6 = 1220/Mechanical 2 = 142210-8-0 (min.0-1-11) Max Horz 2 = 191(LC 12) Max Uplift 6 = -461(LC 13) 2 = -552(LC 12) Max Grav 6 = 1220(LC 1) 2 = 1422(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2318/1887, 3-4=-1982/1664, 45=-2000/1704, 5-6=-2350/1940 BOTCHORD 2-16=-158312025,9-16=-1583/2025, 9-17=-729/1232, 8-17=-729/1232, 8-18=729/1232, 7-18=729/1232, 7-1 9=-1 64412081, 6-19=-1644/2081 WEBS 4-7=-5751713, 5-7=-6281755, 4-9=-518/687, 3-9=-6197719 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D;Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 Ib uplift at joint 6 and 552 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. LOAD CASE(S) Standard Dead Load Dart = 3116 in 13 PLATES GRIP MT20 244/190 Weight 105lb FT = 10% hy.lXmm^81frzd rl11Wiffi7a{Wla}rv1'nnmismrmroamtpa(e!flluwnf0&At'aa toiTmyry xnrmrwnesuvuaawdn41d�1drWW.Vtatty.xlgrreemmtlWnvu.YUvomwsatl®rl*AM Widro,O,Near6X xrkrlgaWKa brinv Env+tgeapv.ymRm�ymiC cgtrertymmee,pmvarrmudgo�yupme.rrhvpamephi .�stilnva. raml nmlr,�rEYEgatar s, Anthmy T. Tombo In, P.E. .117'Fwfiagra'�arn itSrYrirC.r.GIY.vYrO¢laganrl{dg0,svxrumEr9t9i1trr4i 'WSyobrlPL NgpwdrltBrgYH ar4atM,gf�q bq;mSSmdk¢gCdIY4+vW XX�ia '80083 ' reMq[yvpevrLmu.auqu�mergtrrapmilpsewaare'y4.pmYgmrG.�.15paL1h1tlr4flm,dudr�lprn mtmemm�vpAYnerlm8ir4�m�u,Mimgrgwalmreerknie2a 4451 st, Wde 86d, AninMrh(magrq=intbrrydpwatlr Muw Ow"ab}mxXmquxmr eSshWvyaxaq!at34rymaasmaoarrWwt r Fort%eiw, R.34946 (vpripEl®1pll4tevdlmses-Amhev{I.Iomhr OLPi leryodvdwdd"nfavraof,'vuflnmhV'al�leelxAevlroeximerpiimiuimYom411vctUvtin-AnPow1T.TaeAe01;6E Jot Truss Truss Type Oty Ply WPRHTFAL B07 COMMON 1 1 A0251267 Job Reference ce(opfo D A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s �1 4x4 = 500 MT20H8= 6.00 12 1.5x4 O 16 9 17 8 18 7 3x4 = 5x6 Wa= 3x4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(L-) -0.36 7-9 >753 360 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.55 7-9 >485 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.06 6 n/a n/a BCDL 7.0 Code FBC2017/iP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 , OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purins. BOTCHORD Rigid ceiling directly applied or 4-6-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 1220/Mechanical 2 = 1422/0-8-0 (min.0-1-11) Max Horz 2 = 190(LC 12) Max Uplift 6 = -461(LC 13) 2 = 552(LC 12) Max Grav 6 = 1220(LC 1) 2 = 1422(LC 1) FORCES. (lb) Max. Comp./Max.'Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2318/1886, 3-4=1984/1665, 4-5=-2002/1704, 5-6=2350/1939 BOTCHORD 2-16=1582/2025, 9-16=-1582/2025, 9-17=738/1242, 8-17=-738/1242, 8-18=738/1242, 7-18=-738/1242, 7-19=-1642/2081, 6-19=-1642/2081 WEBS 4-7=-568/707, 5-7=-618f745, 4-9=-511/680, 3-9=6091709 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Ecp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extericr(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 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 nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.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 461 lb uplift at joint 6 and 552 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard Dead Load Dan. = 31161n 1.5x4 ei 5 6 Tub t¢ 19 0 4x4 = 22-4-0 6-7-5 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:105lb FT=10% hq rbu.Ovpymerm'inta R'Af8(IBIa:@4IItu6iR4Wtffie(IP.EfjG�iM6fY91'.bai^IIW.}f-'�++rdrctlsneN,NodvP�§D`�iibWgITmY4rFIN m�&tl km,u: Ahlk.irm9mYip,.h mo,�b<irinu4nd4 brtuu4m, LgsaAi.§�4^IyceJrv4 grsape,enevpaultrpnu,ml.paHny.ec3mtrmaydraoQkum,rydshlm,m.exvu.tiMyowrtntipapm,erortq .AnthonyT. Tombo III, D.E. d,udru A.W.' alxuy{.dge6ugouL'ryd4Na 6pmY,Aa Mqurh Y[g4cgx.b�bdbpCb4�f4WWfq.,4.11R1 fu.pMi611pdgielladbLntk48gf.i4g4pldM�dMogtltl6hitiiNLrytl 480083 ' a,arey4w.mrmm.aenwr.rt®re,rmdrAasde,teur8rpmmb b'+.-+Wgr4t49htndeue„nwnr.wer�n mla�m,v�umrroa�ntxrmge,mumyrprru.ssmam.v.me, 4451 St Lude Blvd.And Mal4rL,mA9dTin4lhiPS�uMM1 ID7B M�PBF^brJIYIvyLPiel Im,SM..t�?RdR luryCuitrur,abAdYAL- FAT Merce, N.34946 � [opplpb0 ril6lltvdlmses-/ntLwJl,iosba O.Pt ten.dvdwelair/emuem,mery(=qupo6id'ned.Wavlevninvpeimssim4e�lI b�llnnerANhgl:Leo6e Ci,Fi Job Truss Truss Type Oty Ply WPRHTFAL B08 HIP CAT 1 1 A0251268 Job Reference (ootlona0 A-1 Roof Trusses, Fort Pierce, FL 34946, design@ai Wss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 4x8 G 4x8 -- 6 09:34:02 2019 Dead Load Defl. -118 In i 4v4= ---- "" -- 4x4= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.29 8-13 >916 360 TCDL 28.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.41 8-13 >647 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.06 7 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 35-2 oc pudins. BOT CHORD Rigid ceiling directly applied or4-8-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7 = 1220/Mechanicel 2 = 1422/0-8-0 (min.0-1-11) Max Horz 2 = 164(LC 12) Max Uplift 7 = -437(LC 13) 2 = -528(LC 12) Max Gmv 7 = 1220(LC 1) 2 = 1422(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=2257/1807, 3-4=1845/1487, 4-5=-1484/1384, 5-6=-1860/1504, 6-7=-2292/1861 BOTCHORD 2-17=-1493H960,10-17=-1493/1960, 10-18=89911455, 9-18=-899/1455, 9-19=-899/1455, 8-19=-89911455, 8-20=-155912021, 7-20=-155912021 WEBS 3-10=-555/605, 4-10>238/431, 5-8=-276/451, 6-8=589/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C.Exterior(2) zone; canfilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 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 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 = 7.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 437lb uplift at joint 7 and 528 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other five loads. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 98 lb FT=10% 11mq.Nmb<,yljmWb'HUSlrlteif5{SBIQj. cV"Y�Lnatllat®pemfOlfWfgi69n66YaCbt rrtpt M¢FrwrWmle�ulPAktm16mP4r4laPtltel"ur2Tmb0111rbmnfMWnR fOafmiumltl.419;m1i A!* Wlavrmr.pnth'Y T. T=156 lg, P.&udmlailrobej hEe'rd4Pae.hfm'tafuuud9.vY48iG^�a'e6mMdNR.roC.16k1Id34obtlRl O,pP,Nd6Wd9hYm�4LnslCd¢dlafm4up,Y2'14sv1�Ydk4mPa@0.75 t80003 b,G66grWMtl(Mea aetvr6r4nhiRnrbpem udp4mrdaWylv�sYq mv'unp9 ptmdhRe17R1nrt vilrP.iWamtl6gbm{a`sa&si Jtmoderimim{v,L,ompugmrim0v,!m.q.im4451St. Wde Blvd. r4mer4t_mdfr beMiPM,piin3ghmjrnwdd 141w bvptgvgkMRls.6dOvgeceimil�dro9r�gdn�4niqnurm.ionHmbRt: Fort Pleir¢: R. 34946 1r7Yi'rbfl tllf kl AodinceSAoemfl.fealrlq.PE ttprlvdaodendeav'Pe4'vm7lcm,nnclfi�Ted v00rnmavidldopnemswkaml7 rcoi6emr-Ae4evrL7emfu0LFL Jot Thus Truss Type pty Ply WPRHTFAL BO9G HIP GIRDER 1 1 AO261269 Job Reference o tional A-1 Hoot TrusseS, Fort F ierca, FL 3 Mb, eeslgn(olaltmSs.com 6.00 12 4.8 = 17 LOADING (Pat) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 7.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-11-11 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 = 2401/Mechanical 2 = 2559/0-8-0 (min. 0-2-2) Max Horz 2 = 141(LC 40) Max Uplift 6 = -1149(LC 9) 2 = -1328(LC 8) Max Grav 6 = 2401(LC 1) 2 = 2559(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=4642/2459, 3-14=4984/2611, 4-14=4984/2611, 4-15=-4984/2611. 5-15=-4984/2611, 5-6=-4831/2314 BOTCHORD 2-16=-2135/3982, 2-17=-2156/4025, 9-17=2156/4025, 9-18=-2171 /4046, 8-18=2171/4(146, 8-19=-1932/4229, 19-20=-1932/4229, 7-20=1932/4229, 7-21=1918/4190, 6-21=-1918/4190, 6-22=114212541 WEBS 3-9=-371/635, 3-8=621/1322, 4-8=828/609, 5-8=-808/1106, 5-7=-358/1075 Run:8.210s Mayl8201BPdnt8210s Mayl82018MTek 5%IO MT20HS4 1 1 1.6x4 11 1 5x10 MT20HS,1 9 18 8 1920 7 3x8 11 7x8 = 3x8 11 CSI. DEFL. in (loc) I/dell Ud TC 1.00 Vert(LL) 0.20 7-8 >999 360 BC 0.60 Vert(CT) -0.30 7-8 >883 240 WB 0.50 Horz(CT) 0.07 6 n1a n/a Matrix -MS NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psF h-151t; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) A11 plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1149 lb uplift atjoinl6 and 1328 lb uplift at joint 2. 9) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 lb dawn and 227 lb up at 7-0-0, 222 lb down and 227 lb up at 9-0-12, and 222 lb down and 227 lb up at 11-0-12, and 225lb down and 232 lb up at 13-0-12 on top chord, and 357 lb down and 364 lb up at 7-0-0, 86 lb down and 20 lb up at 9-0-12, 86 lb down and 20 lb up at 11-0-12, and 98 lb down and 31 lb up at 13-0-12, and 1171 lb down and 466 lb up at 13-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Inc. Mon May 6 09:34:03 2019 Dead Load Den. = 3116 in 22 48 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:120lb FT=10% Standard Uniform Loads (plf) Vert: 1-3=-96, 3-5=-96, 5-6=-96, 2-6=14 Concentrated Loads (lb) Vert: 3=-183(F) 9=-311(F) 8=-63(F) 4=183(F) 14=183(F) 15=-191(F) 18=-63(F) 19=81(F) 20=-1068(F) Ion, em..yln,a.m'iiwosuoa¢fvutrtkloutsmia+m©e�m(mml+mmmaecrmn kged�r*+,4�,��uen,u,00erzem,.ay1M!am+oau=mRrtw,ennnksa.A. aivmnmma.ar,&rsM1 //��\ mld®anrlrndulkrsdtr@1NmpKl Y,L,v Ceargbnju.Mh�yrgeaA6ufngGBnT�.��vi,pnd4l Lv r,swl�NesD,n'(bbk4ydb Vglr lw,L•ry1/�61®v¢.Ca441,MMTrsan'+Ytrr�1 / Anthony T:7ombUIII, P.E. / \,tla�mlLmhgGSf9lL„cm'mw7d46nv,bGm'cvmf'utlWvhmtld4mK+�8,madbCLk�Nbbildlyrs6VWl btlrsdd9POctmttltl,edti Nu✓d96�aRmaMadLmllodkm,rtgmu4]d ,�, 8M83 •■ `\ &LYy p,t'ptlLN�i.11WfNp�hROelYpm�velrW'p,dI,IMJpbp,tl4MbGCaP'1gr4Jdflq,dID]nu4m,lYYsdryhe. LM1ll,ts.3,cpoA6,�11OntlbL�mM},Lm AuyLp�tl4u4A6v:ah,f ,9eroid�Yl�iWg9QAwaia4hdPM6nM1d Rtim,kup rgvehY94bKylaryml)m,Sim�l,Y4dg4ifglr .iYgnuMaAY1F1 44515L Lude Blvd. !/ tippilEtO 2016AIMI., Jni1.y.rvm Mf.L rryn2vRnv vl Rn/mvism,uativobepvl¢1vENEeelOeeaievpeimsskehveA llvuilmnt• Avenrl.lednb.1t Fixt P1eka, FL 34946 Job Truss Truss Type qty Ply ti WPRHTFAL C01G HIP GIRDER 1 2 AO251270 Job Reference (optional) n , nw, nesses, ren ricmn, rL .wnav, w5ignLwa iuuss.cum 5x8 = 4 II 6.00 12 j 3X6 V To T531 3 07 2 �11 , 42 43 25 24 45 23 46 4748 22 49 50 51 31 46= 2x411 41= 4x10= axe= 618= nun: a.nua may la hula enn[: mzlu sd ID:uMNtXBMFQzgGeYlmYwn -I 20-7-1 25-M I 29.5-10 47-1 4-5-5 4-5-5 5x74 $ 27 111 168 19 I 36� 3: Zul u mi I ex Inousmes, mc. Mon May o 0e:34:ut Zuiv Dead Load Deft. = 3116 in 5x6 129 40 1 12 34 13 1 14 15Ig 53 20 6455 56 19 57 5859 78 6061 62 17 63 16 64 65 2x4 11 7x10 = 2x4 II 4x8 = 2x4 11 06 = LOADING(pst) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.30 18-19 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.26 18-19 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.73 Horz(CT) -0.04 14 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 586 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x8 SP 2400F 1.8E W6,W7: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-3 oc purins. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. REACTIONS. (lb/size) 2 = 602/0-8-0 (min. 0-1-8) 22 = 707210-8-0 (min. 04-3) 14 = 2712/0-11-15 (min.0-1-10) Max Horz 2 = -123(LC 52) Max Uplift 2 = -225(LC 54) 22 = -5981(LC 5) 14 = -2394(LC 4) Max Grav 2 = 723(LC 60) 22 = 7072(LC 1) 14 = 2717(LC 20) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-862f78, 34=-604/89, 4-30=-199811719, 30-31=-1998/1719, 5-31=-1998/1719, 5-32=-1998/1719, 32-33=-199811719, 6-33=-199811719, 634=01344, 34-35=0/344, 7-35=0/344, 7-8=0/344, 8-9=0/344, 9-36=478914810, 36-37=-4789/4810,10-37=-4789/4810, 10-38=4782/4806, 38-39=4782/4806, 11-39=4782/4806, 1140=4358/4347, 4041=4358/4347, 1241=4358/4347, 12-13=4857/4755, 13-14=5122/4870 BOTCHORD 242=-25/827, 243=34/837, 2543=-34/837, 25-44=-341837, 2444=34/837, 2445=-201732, Continued on page 2 BOTCHORD 2-42=25/827, 2-43=34/837, 25-03=34/837, 25-44=-34/837, 2444=34/837, 24-45=-20f732, 4546=20f732, 2346=-20f732, 2347=-4733/4365, 4748=4733/4365, 4849=4733/4365, 2249=4733/4365, 22-50=4733/4365, 50-51=473314365, 51-52=4733/4365, 21-52=473314365, 21-53=-2941/3011, 20-53=2941/3011, 20-54=2941/3011, 54-55=2941/3011, 55-56=294113011, 19-56=-2941/3011, 19-57=5034/5277, 57-58=5034/5277, 58-59=5034/5277, 18-59=503415277, 18-60=-5034/5277, 60-61=5034/5277, 61-62=-5034/5277, 17-62=503415277, 17-63=4248/4508, 16-63=424814508, 16-64=4248/4508, 14-64=424814508, 14-65=423314485 WEBS 3-25=20/269, 3-24=435/269, 4-24=473f750, 4-23=.222111970, 5-23=879/624, 6-23=-2803/3827, 6-22=-6627/5579, 6-21=-5375/5641, 7-21=-742/524, 9-21=408613832, 9-20=474/436, 9-19=-2108/2259, 10-19=754/539, 11-19=-6371554, 11-18=441/399, 11-17=-1201111&4, 12-17=1584f1439, 13-17=4011381 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xX) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225lb uplift at joint 2, 6081 lb uplift at joint 22 and 2394 lb uplift at joint 14. 9) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 4syp.ii,trao,yvrrmr.dwneromsnCDlarymsumrsrmrmmmmnarpti�,inlmcao;oar� i;rys,�P,wmdad,a..mumowk,d�rj�ddtrntl.aoiiirew.uw�.0 mw a:.mmd.&lro.ry ' perwmcrt*+dau,mmdc+oxar4 o.mur=p6p. W.YadA6pvs}ala nlBuep,ma pu[ap[nmiq.wq,,,r.mbrdmla�p[amfor shmrum¢uwrwml drzPm,>ira,.l,dga.',wecarq Anthony T, Tomho]II&I. dadl4lirsta hxghd,urab�gtldmm,Y0edrl AmEd,pratrldW4cAc.amuddef,bC,=!mfilWpdeel P.idpP=ddaiBldmeJmdmrmctb5lmCgiayi nrnYv.lmtryd8bdngs3iq"d .80093 ambl M;wdfmmecLu4giW[till9tlmr�6almlptl,m "PW PJdgfurmaSEdl ESv�vfD91p6WlklllorSW mrdvmllipvYP�.11NYmmmp,il9,csiM6sl01 rWsp.lmiRvp cps vllmtYcfuea'm t9Multod{refLLMrgM�kN9gIrA@M¢9nl tiiwOupEgm,tlGldl,Ygk,1m lrvsi�fkavfmv[mrhap Na ra.ma(3adDfil. 44515L Lucie 3 � F4R Pier@FL4, FL'3946 frppijMm1D164149tmmprAOhavyl.iamEriRPL Ilrmpedarotfp&doomerr,uvo7loa,rspohtAepmftrnMevmRopnmismehomA lHtdrnsut /e000yi,Tem:elll,Pi Job Truss Truss Type qty Ply WPRHTFAL C01G HIP GIRDER 1 A02512702 Job Reference (optional) a A-1 Roof Trusses, Fort Pierce, FL 34946. design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:07 2019 Page 2 I D: uMNtX8M FQzgGeYlmYwngyHzGceX-NXBTIOJQYgHsucPCsOQLCQwUQIJcApEGgm7dzpzJGya NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 452 lb down and 469 Ib up at 7-0-0, 222 lb down and 227 lb up at 9-0-12, 222 lb down and 227 lb up at 11-0-12, own an up a own an 227 lb up at 15-0-12, 199 lb down and 206 Ib up at 16-11-0, 199 lb down and 205 Ito up at 18-9-4, 199 lb down and 205 lb up at 20-9-4, 199 lb down and 205 lb up at 22-9-4, 199 lb down and 205 lb up at 24-9-4, 199 lb down and 205 lb up at 26-5-4, 199 lb down and 205 lb up at 28-5-4, 199 lb down and 205 lb up at 30-5-4, 199 lb down and 205 lb up at 32-5-4, 199 lb down and 205 lb up at 34-5-4, and 199 lb down and 205 Ib up at 36-5-4, and 430 lb down and 445 lb up at 38-M on top chord, and 357 lb down and 364 lb up at 7-0-0, 86 lb down and 20 Ib up at 9-0-12, 86 lb down and 20 lb up at 11-0-12, 86 lb down and 20 lb up at 13-0-12, 86 lb down and 20 lb up at 15-0-12, 109 It, down and 170 lb up at 16-11-0, 109 lb down and 170 lb up at 18-9-4, 109 lb down and 170 lb up at 20-9-4, 109 lb down and 170 lb up at 22-9-4, 109 lb down and 1701b up at 24-9-4, 109 lb down and 170 lb up at 26-5-4, 109 lb down and 170 lb up at 28-5-4, 109 lb down and 170 lb up at 30-5-4, 109 lb down and 170 lb up at 32-5-4, 109 lb down and 170 lb up at 34-5-4, and 109 lb down and 170 lb up at 36-5-4, and 376 lb down and 583 lb up at 38-5-4 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 Unifonn Loads (plf) Vert: 1-4=-96, 4-12=96, 12-15=-96, 2-14=-14 Concentrated Loads (lb) Vert: 4=341(B) 8=-156(B) 12=313(B) 24=311(B) 21=-89(B)7=-156(B)20=-69(8)9=-156(B) 17=-359(B) 30=-183(B) 31 =-I 83(B) 32=-1 83(B) 33=-1 83(B) 34=-156(B) 35=-1 56(B) 36=1 56(B) 37=-1 56(B) 38=-156(B) 39=156(B) 40=156(B) 41=-156(8) (vtlqllmeYm�Jlparh'alnOf llffi6(WR}N"ik'®16tN�4e310Y(41a11mC6.®ala{`bn\vEr6J}ra,v^md�dnMob,im,pc¢Fmmy11M,"tl61Cm1 IrJ,4l11de¢e4alYnnAautaL Oidn4lW,dj Wmm�mr!m+�m9vmenom ad av umoagmyup+.rn+mup�.mwamno,w:mompc,aevparzwdvq+:eepnq<anuotmdaupdau, 1 sryadomnvwy anmi md,�nnvpue,4Eam'A,gmdmry AnNon T Tom6ollt DE Y*.60083 ' dm6aSlmtkmlvYaihm,epvtltliAdhO,ulmO+virffiEdN.a,WIAWSa�@,madhBl.drB',dNWNY:FMe.tRl mkPrNdhIDAdPbJ ual,Inx.lt4��a'Q,,Ll96valYn4dibnvgaVi�ld �.. bCatgidrydrmvxavuulrmmLddmpYsl6lpdrya4uaamrv.vaQ �e10.4}IdIOW hPo15Y1mNvmaY�,mdPdulRlY¢SLmpuiSnWObd4UN0,ge.1,n,Mp4pxvofiwYttva,� g4515C Wd26Vd. vsanuddadhrrmvod4ni+nnrha�r+�6w�4:mlwuwar+dnPmmra'yb+gm,.m�nc�.unmem�d+¢ ua�mamnnla.ammr. Fort P.ei[e,R 309d6 � [v M®1011/Ilvalinsvn- vv Llv¢6vm,Pl to mdv0iavlllu brume m lv - PF'P Ava Y F o4 °% i4+!pivlOBeamlEvvYWnnevpeemiivivvhvml-0tvAimc(Avdvvyi:TvmEvm,Pl b Truss Truss Type Oty Ply A PJoPRI-ITFAL CO2 Hip 1 1 A0251271 Job Reference (optional) M-I ROOT trusses, con McMe, ra .w 4% aesigngaairmss.com 7x8 9 6.00 12 4 nun:a.zius maviazuwennr.a.ziusmaviazuiamueK 3x6 = 4x6= 3x8 MT20H5= 2x4 II 6.8 5 6 7 8 9 me. Mon Mav a u9:94:ua zui9 Dead Load Deft. = 3116 In V 24 4x6 = 17 25 16 26 15 27 14 28 3x6 = 7x10 MT20H5= 4x6 = 6x10 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.53 13-23 >671 360 TCDL 28.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.46 13-23 >775 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.04 11 We We BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except• B2: 2x4 SP No.2 WEBS 2x4 SP No.3 •Except• W3,W5: 2x4 SP No.2, W4: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-1-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-2-7 oc bracing. WEBS 1 Row at micipt 4-16, 6-14 2 Rows at 113 pis 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (ID/size) 2 = 66510-M (min. 0-1-8) 16 = 3121/0-8-0 (min. 0-3-11) 11 = 1591/0-11-15 (min. 0-1-14) Max Horz 2 = -148(LC 10) Max Uplift 2 = -035(LC 12) 16 = -2143(LC 9) 11 = -1155(LC 8) Max Grav 2 = 755(LC 19) 16 = 3121(LC 1) 11 = 1599(LC 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-719/266, 3-4=-476/199, 4-5=-1582/1325,5-6=-870/1740, 6-7=-1928/3280, 7-8=1928/3280, 8-9=-1943/3294, 9-10=-2106/3488, 10-11=2471/3673 BOTCHORD 2-24=2001731, 17-24=-2001731, 17-25=138/900, 16-25=-138/900, 13 29 3x6 = BOT CHORD 2-24=2001731, 17-24=-200f731, LOAD CASE(S) 17-25=138/900,16-25=-138/900, Standard 16-26=-132512180, 15-26=1325/2180, 15-27=11331870, 14-27=-1133/870, 14-28=-2609/1829, 13-28=2609/1829, 13-29=304112108, 11-29=3041/2108 WEBS 3-17=511/571, 4-17=326/523, 4-16=1560/1528, 5-16=-2176/2887, 5-15=3953/2589, 6-15=-134111632. 6-14=189111295, 8-14=-716/669, 9-13=11761512, 10-13=-4701682 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=1511; Cat 11; Ecp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch right 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 nonconcurtent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335lb uplift at joint 2, 2143 lb uplift at joint 16 and 1155lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 4x6 = PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:2381b FT=10% mtler Awlmoltl/mlrm'LI�iGiit�a(Htl�}6ailLalWt[�IILRfO{l0Y(WIRlinlrpl�eal-run idl4v,�rmeelm¢IrtlttlnemimMgAv,ypf�vlmldrLbl4rFtPvev9MYet�u.W ^e�mdLda@1CI m} Wu�mmrm99hwmmm'K '�umu.ue,ba.m lu;dea?rm,'xa§MK m,madm ACmCxmm m 9an�i rELIDlaml�Pdmujeimv!gnmmrzoW amlM. n.eH+... Ms non. �i dNOSiLromniivKgkm MxtiCC W W1 Mtlhony T, TombD3ttlP.E 6t@ry0eym¢IfaeiNetA rretu4o'C�.Sin VlmpoOCtulpHa"fy,ImPtlbrfup�mS61Lieatlntf9;plh9,![rQIorSW mrtl�ImrmYpdao. iM1l Chum,sgmdieesNbititLLatOWpe.imtAbg4y2vv11wYahae e'A I a.80083 44515i Lucie Blvd. tXriul irmggetlgpC�egbdpvdl•ifiN,ifelmsWgfgvvpFnbpxgkyn bnS>66k�ceerW4q WQtiv3ne meclYfil- Fon Pierce, FL 34946 Atd f p Jhmkrspia13tle4rMomNerimetyn®ilievhouA 11oN7�uv AtPoevri.tomldN,rl 6ppig3i®1DIERI Itdimus- at f/oo'AeN,p.E Re itdomoteiebdomcem rem Job Truss Truss Type city Ply WPRHTFAL CJ1 Corner Jack 16 1 A0251272 Job Reference o lional A-1 Roof Trusses, Fort Pierce, FL 34946, designgalbuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 3x4 = Inc. Mon LOADING(pst) SPACING- 2-M CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a Na BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purins. BOTCHORD 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 = -47/Mechanical 2 = 425/0-M (min. 0-1-8) 4 = -87/Mechanical Max Hom 2 = 84(LC 12) Max Uplift 3 = -47(LC 1) 2 = -208(LC 12) 4 = -87(LC 1) Max Grav 3 = 42(LC 8) 2 = 425(LC 1) 4 = 63(LC 8) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 to uplift at joint 3, 2081b uplift at joint 2 and 87 lb uplift at joint 4. LOAD CASE(S) Standard rarq.rmrrgnrmb.d•ur�ormes¢fwta)rmuIDircruemcetanumf¢m}wrrmaurmnimryeuanm,drn.mt�cnp�§I!kf•ed�+rt trsaiim..,.s�.0 m�,rm.m,mdmmtcc.} Wllmvfilkdmpbmldtrld'um6Nd.Ye4mtruyfqncry,yu�Nbgm�hvYognrvpmMo�pDmcww wwft' W gnl%O dby�daufrim[Nrimlm4moc'(d¢MLmI•spm�w�ryttqur."aaluwBed d ,etibeudq NxgbdrtgzbW edOsu.rib.m'irAsetl gerddYgOmKaid,maid Cd C,ofdbtlkt[gNodlM1lmoanmedMr/aWi,nedrniac15i1xfs4N199mlMyJflbdnYuviflL. Anthony Tjornbo7Q; P.E. ' 44'eilreemdtmcc aommYr diromdreo�mtruIDaedkaagbgmYgfv.su;m�pbmeNpdvn`rt,M�rdpzep.ulryio-utimpmifta.fa�sdumbuplmronpbgevwlmsacsoea,W 480083 44515L Lucie Blvd. PurivrindN rr�4Ngnmiidlh�PmtlWrcLralwdup6pabrN6NYgR1$ innlnlr FydatRm 4a9 me<meldelYR41. � F6rt%erce FL 34946 Gppi1hi016161I1ad1nes,-pmeryf.iomdr0l,rt Eepndum®elld'ndoaoen,mvopfofm,npio13Ae1NEeu@e rims,p{�ime6omAltrofimux.FmliaoyLromdo Ol,PE Job Truss Truss Type OtY Ply M WPRHTFAL CJ3 CORNERJACK 14 1 A0251273 Jab Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.cotn Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Mon May 6 09:34:09 2019 Page 1 ID:uMNtX8MFQzgGeYimYwngyHzGc8X-KwJ EjiKh4HYa7vYb_pSpHRrG55ueu5Y14Uk?hzJGyi -2-0-0 22-11-11 -11-11 ' 21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.01 4-7 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. SOTCHORD 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 = 871Mechanical 2 = 408/0-8-0 (min. 0-1-8) 4 = 12/Mechanical Max Horz 2 = 150(LC 12) Max Uplift 3 = -69(LC 12) 2 = -185(LC 8) 4 = -49(LC 9) Max Grav 3 = 87(LC 1) 2 = 408(LC 1) 4 = 38(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right 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 nonconcumenl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3, 185 lb uplift at joint 2 and 49 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 13 lb FT=10% r.+mrim Bnq`hm`.m•ni.�rn6ia(murycm'iatiWurfo4illsnrmiw�a;lm@i®:un'm¢sc�hmuaw�gRdmn.m�Lrumg9nvq(I[Cima+AnridoAii4mmuMumm.O(u cn.mnrd 9erm,�i mmalo>nprtx>,rLwompfrywUryekrym}c mu4 Wrmm.mrmmnm nmm�eu.pnpaWnmivlvrcuingenrtelhmkupdaml tisl*pumamum, avlgl re,6rq wap�.ymq�.yaaesl dm4o-11 a�dlaY ixmngr:,ws.annunm,a:m[mmdrssrml+Y§ ..mmcudm¢eaCmaYvll re�mwmt mp�mnarm?m..mlrmamr .rffiIW1¢wasme�mfhmnmAma Ras?3?ia Anthonj T, Tombo,IA-P.E. s.80083 bquieeiyialfr. eeo,zcr;titoommt'ar<IotW�snems11m1+* fihsti.AohW bmmaommamrmke+ruaumtamsm±,ymtmtmaadaauiumuA.miionsr rut mnn.. I n.,mr n6rm,dv+bias*vwharw.t,3a.mlm,u+7rgnuxroatrWeo� m��bk.ryaocmmomi mawmrm. ommmt. , 4451 St. Lucia Blvd. � (oplrijbO7p16Allodhemi-_lu, i.iemEaAIP.E. Ie mloAorotahAooi, J.m 1 p mpmumAh,m,hAIpE3Gr4xihama4vrivevyl�rsmv6oei,N lwlTnsux AmEvgl.TomEo Olri F6R Pieroa,R04996 Job Truss Truss Type Qty Ply A0251274 WPRHTFAL CJ5 CORNERJACK 14 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:10 2019 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHZGc8X�61cw2LJrbgQl37nXVJz2g3Yz5VJcNLLiXkEHX8zJGyh -2- 0 4-11-11 2-0-0 l 4-11-11 bx4 = 4-11-11 LOADING(pso SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.16 4-7 >379 360 MT20 2441190 - TCDL 28.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.14 4-7 >413 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-5 oc pudins. BOTCHORD 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) 3 = 183/1dechanical 2 = 492/1-0-0 (min. 0-1-8) 4 = 50/Mechanical Max Hom 2 = 218(LC 12) Max Uplift 3 = -139(LC 12) 2 = -218(LC 9) 4 = -94(LC 9) Max Grav 3 = 183(LC 1) 2 = 492(LC 1) 4 = 83(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and dght 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 designedfor 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 beadng plate capable of withstanding 139 lb uplift at joint 3, 218lb uplift at joint 2 and 94 lb uplift at joint 4. LOAD CASE(S) Standard meq.rmmoyr ��k.d-uiimnw8!e.a}e�iliim6ima9t�i �fcare:�j1@Jettva�.m'e:..amk,gr�:.ma.h: ani rGcam.a;>�etatGwttms®.rillmm:tuNb.w. rine�a.wsrinm*�L;.h wtamapms�mk.rsrmtpat,de o.t.n�Pd W.4.i}tesaowraarv�evgrozedmxdcomnr,;�•ati«w�`amtrmvntm:Bproc: ®trtmd; memtt.r2aT4��.W�'+m. +tl% Mthmy-r.z N,p.E. mfmtYfL,ntralpYgkmnF:.gdmOwG60roiwA¢Sd9msA�kYul:n'.4rorsmxpEYM1GbP:rdY�rAklo4mIM1L 0.4rr,tdalNalW6tlimtarmLch"gieA'60eRG2ffi�d�k¢v3dAkm L"ft .80083 ' ndrtde. pemmsm uemvew.c.tramaevsur*vrste,taeaa�rbtiuvP�Msv,+kMwfflnRtar"r�aea�mtmmr.m�,mo-eudmc mym.rmiussu3..rt�.eaaim�, 4451 St: Luce Blvd. n amtyvimn9afgm'snatN6i+gas hes ID7w m'gta vnFTiwt�ua mimzS.na+tq�dgawy agii0tmnmalimd.tni Fmt Plenoe FL 34946 [vpPl9dty IDldkUvvUrvuea.Ici6myLtvv6v ldfE lep<¢dvAvvdAhdammeol,bvvpkm,upiv6hitetl.il6vg6vuinevpa'm'ddv¢4vmldtadhirsn-A 1knLIDdoIR,IE Job Truss Truss Type city Ply WPRHTFAL CJ7B Corner Jack 1 1 A0251275 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altmss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon May 6 09:34:11 2019 3 3x4 = Dead Load Deft =118 in Io i LOADING(psf) SPACING- 2-M Cal. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.19 4-7 >420 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.24 4-7 >334 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 7.0 Code FBC2017TFP12014 Matrix -MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 94-8 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cluide. REACTIONS. (lb/size) 3 = 265/Mechanical 2 = 577/6-8-3 (min. 0-1-8) 4 = 72/Mechanical Max Horz 2 = 276(LC 12) Max Uplift 3 = -199(LC 12) 2 = -206(LC 12) 4 = -6(LC 12) Max Grav 3 = 265(LC 1) 2 = 577(LC 1) 4 = 114(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 nonconcument with any other live loads.. 3)' This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 3, 206 lb uplift at joint 2 and 6 lb uplift at joint 4. LOAD CASE(S) Standard e..yew.crak.b•nletiie¢afaunauro',satorrercmrsmaluwnmsrm•1». mgtluersm,.>drm.mwatmiw7w.gPsa7maw rtr�eaiYum.,n,nxmr.0 aisca.�uma®wtm;ey _f wnnmmyeeaeeii.�immtwas..,l b.rmc�[ aW.Sr%9r..rte�•s.aroral.a.aQ�ucarerd.�I �mPJ .led aa, arm,».t tsrr. nu p�w4==.z�.� c uafi Anthony T. Tomtio III, P:E dud6fAi betk�ls4m4w+C%AMNc,6,OrKtwLmrt9�Erhkv'9ahv3ibmxndbOFdiffiW6k�4'41iu'biAi�LwFmltlnlWeE46N,ndktmcG�sikStr4m'a, OiYnafkctJ aLkwgwP d rsratp&i,�Wt mau mem,e.a�a>i5ebr�d�3¢cdbtab9nY!'B tt6mamR�l ktndffila�re.wdeadpim. ute�vmmw ��imtltiCcrmpermcDumLP�rdLxiie�eue..W� irtn.�xpjwjpLar49 �1Rnladr¢ b;�n,,,m9dP Jbbf6�+ain ualmrfpeae}ntdmwra3. (gWa bmRc4a.i6➢:i._ 480083 44515t:. Won Blvd. �{ap�gpfgiNBkUaollresms-AiibmyLte�atil,Pt [ep�etlwAevd>b<demaem naq/ciw8pob3ed�mmlQa n'dRcpebssiutam A7Wol tnmc Avdvvtl.loriop4lE Wrtfleiw, FL34946 Job Truss Truss Type pry Ply WPRHTFAL D01G Roof Special Girder 1 A02512762 Job Reference (optional) .-, corn ,ruses, run nerve, r� .wnao, eesign(malauss.com Kun: 821u s May 18 2ula Pnnt: a.210 s May 18 2018 MTek Industnes, Inc. Mon May 6 09:34:13 2019 Pagel ID:uMNtXBMFQzgGeYlmYwngyH2Gc8X-ChZkZ4OB8 W2?cXsMDeXIShAVLjKKaVMBDiSy8TzJGye 23 6-0 Mp 347 150 6-0L4 10-0.14 134L14 Ir2 18-2-14 22-11.2 2 2 2 p-p 1]-10 2.94 3Ae 3b-0 24}11 1-45 4444 0.Iu G.14 10x14 MT20HV rxry m,mna% 71x10 MT20H 7 ` 3x8 5 6.00 F12 3x4 20 Ni 3 / 9 1p7 1 5 2 L 1 27 28 29 30 31 32 33 34 35 3637 38 39 26 16 15 14 13 12 11 4010 48 = 2x4 II 3x4 = 5x6 = 7x10 Mr20HS= 12x14 = 1000 = 3x8 MT20HSI I 23 8-0 33-))--10q 6-144IM14 IM14 16-6- 18-2-14 22-11-2 9 3-d2 2 12.0 38-p 2A-it 1-45 484 S Dead Load Get. = 5/16 in (d LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.34 13 >808 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.50 13 >549 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Iner NO WB 0.88 Hoa(CT) 0.08 10 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 374 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOTCHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No.2, W8,W6: 2x6 SP No.2 W9: 2x4 SP 2400F 2.0E W10: 2x8 SP 2400F 1.8E W7: 2x4 SP M 30 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-1-3 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-5-0 oc bracing. REACTIONS. (lb/size) 2 = 542610-8-0 (min. 0-2-4) 10 = 13399/Mechanical Max Horz 2 = 422(LC 44) Max Uplift 2 = -2861(LC 8) 10 = -6553(LC 8) Max Grav 2 = 5426(LC 1) 10 = 13399(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1101915874, 3-0=-1108315978, 4-19=1412417375, 19-20=-14124/7375, 5-20=1412417375, 5-21 =-I 713018668, 6-21=-17130/8668, 6-22=14808/7363, 7-22=-1471577351, 7-23=-1473577406, 8-23=14666/7413, 8-24=918714572, 24-25=9187/4572, 9-25=-918714572 BOTCHORD 2-26=5520/9772, 2-27=-5539/9805, 16-27=-5539/9805, 16-28=,5539/9805, 15-28=558919805, 15-29=5565/9902, 29-30=5565/9902, 30-31=5565/9902, 14-31=5565/9902, 1432=-7527/14124, 3233=-7527/14124, 33-34=7527/14124, 13-34=-7527/14124,13-35=-8905/17328, Continued on page 2 - BOTCHORD 2-26=-5520/9772, 2-27=-5539/9805, 16-27=5539/9805, 16-28=5539/9805, 15-28=5539/9805, 15-29=-5565/9902, 29-30=-5565/9902, 30-31=-5565/9902, 14-31=-5565/9902, 14-32=-7527/14124, 32-33=-7527/14124, 33-34=-7527114124, 13-34=-7527/14124,13-35=-8905/17328, 12-35=-8905/17328,12-36=4706/9424, 36-37=-4706/9424, 11-37=-4706/9424 WEBS 3-16=-317/225, 3-15=-437/448, 4-15=527/822, 4-14=-2645/5585, 5-14=3521/1739, 5-13=-184614140, 6-13=-2105/963, 6-12=-6348/3407, 8-11=-5627/3166, 9-11=-7047/14160, 9-1 0=1 1256/5692. 8-12=-6368I12120 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered 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=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6)'All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load. of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2861 lb uplift at joint 2 and 6553 lb uplift at joint 10. 11) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 lb down and 224 lb up at 6-0-14, 201 lb down and 204 lb up at 7-0-12, 201 lb down and 204 lb up at 9-0-12, 205 lb down and 204 lb up at 10-9-4, 121 lb down and 119 lb up at 14-10-12, 51 lb down and 52 lb up at 16-10-12, 202111 down and 206 lb up at 18-10-12, and 202 lb down and 206lb up at 20-10-12, and 199 lb down and 212 lb up at 23-1-2 on top chord, and 350 lb down and 363 lb up at 6 4-14, 75 lb down and 19 lb up at 7-0-12, 75lb down and 19 lb up at 9-0-12, 244 Ib down and 25 lb up at 10-9-4, 356 lb down and 152 Ib up at 12-94, 337 lb down and 84 lb up at 14-10-12 8243 lb dawn and 4182 lb up at 16-5-9, 395 lb down and 173 lb up at 16-10-12, 1721 lb down and 714 lb up at 18-74, 277 to down and 53 lb up at 18-10-12, 1774 lb down and 727 lb up at 20-7-4, 277 lb down and 53 lb up at 20-10-12, and 1735 lb down and 731 lb up at 22-7-4, and 280 Ite down and 50 lb up at 23-1-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=96, 4-6=96, 6-8=-96, 8-9=-96, 2-10=14 Concentrated Loads (lb) nq-rmdmpq m•iadauaap021ryesuw¢isaroatmvryrf/lda.;rmusrex bra,yp�ma�.ie.mu,ub�xm.pj�dm+rr>�1.1,..bRrtv>aaaelan,a. mp.x.ame.mr,4rr m1a®mltmmm,tltriyluxb ua.uvomyb�G,,ys ry[r.7. x}mua yra�nse�a,emrm� ,vq.,ewmr.veydma�,Imv� tebinw,.auu. mvmy.a->a:vmy wcm; Anthony. Tomtio Bl, P.E. tlsu/btlimm mYgbbngmi�gdm0!mmO.etWaalajet�mK3gdna,bmmi4YbRm1l�14kdtllgr6tlpn. mptmA,IbtA�IvlWtl,udmrmtebhllaiAq a.gr,�Y4fmtldul00amn,�amLryf. =60963 mmunm;,,.tlfeen llmm,emxmi[4tlmr'� tlgWmd6lsYyuy.mNglSm,peDpWtlf.in.imin:muxbpmdpM1e wr4�nm,uimbYn.taedmL,ub,pe,b.am�pt rinne>kdq�,is , s". 4451 54lode Blvd. M.trM..dhvbnwamv+dn�andwRna�bn,IDuyven'w�blmmtayonk>•.rlmvsrw.tgend .ben legmrtmmmnbmreml � FartDleree,R 3494fi G yU PJ.POIdA{Ivolrmxr-lido Iivmd4 ptt Nvidmadn4dmmem,b4v L7an odilAed Nlml0anNev noes6npamAl toolGrnecle0e 1i s6d0,lt Job Truss Truss Type Oty Ply q WPRHTFAL DO1G Roof Special Girder 1 2 AO251276 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@attruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon May 6 09:34:13 2019 Page 2 ID:uMNtXBMFOzgGeYlmYmgyHzGc8X-ChZk24OB8W21eXsM DeXIShAVLjKKaVMBDiSy8TzJGye LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-130(F) 15=-235(F) 11=-1721(B) 9=189(F) 10=-113(F) 12=-8243(B)19=-156(F) 20=-156(F) 21=-161(F) 22=65(F) 24=159(F) 25=159(17) 29=55(F) 31=55(F) 32=76(F) 34=251(F) 35=208(F) 36=307(F) 38=-110(F) 39=-1831(F=-110, B=-1721) 40=1722(B) fcYy.he@cM4RM611130i�hNRy&131tO6t(tl91@t3m<iJY(e1R3WICi�aJllfb¢i¢YrdoPPwam�d��+omilw0e+4hn4db3MLIvd424koa9,rtMmuDiu ateMilalnhRRrdr Wru®mnm+?aYml6,bilfOM,fi J)l1m Irs4 BF^ P •lfnmrhe4�jl�.m gREN�mmatmNadhldnb�N'ars'% AmaiWlmbk¢P�EtWINRMdvblC4�olniAl Ahsni wtPbCbd9Wa�lastR'1 'a'm,rteyF Mth6-nyT T0mb61H, P.E. wa!mr aem„�rmmm.nbh.ncba:arG g4d.bba,3orsyasbmeamocmtiw.Imhm6u posermf.maamiibmtWw.mnmabtwxeamaLv�m�n.ama�m��l�u4mmpaai a80083 4Mtgoegsi(mev-ueb+2aeatim4mapmsicl�YaJA4P41pfWmrtf[nrxnu.(OS,IaWtl,%ip aaumMug�O®yaNpm lFraMlberymdiatiam6NUrs qupr.`ImIRcp4pervnmtYmnueebT v5irvt It d%vbamWb NYy�&q%d'1wn�^LTetn RupG3�mmp1J161avpkgm,alir¢3pxstiirmKmsruy luigrMrumultadeMl. 445i5 Lude Blvd. � FOEPiErfe, FC 34946 faPrrytl69 t➢16111edTnssys�AelEwVi.TvsdaN,/E lepn3WiavdMbdvtimeoyuwylwmupvd16i46inmulE[ninwpei¢isp`vvhvmAlBaetynips hebvvyl.Rvilom;Pi Job Truss qty Ply WPRHTFAL F01G �TnussType JACK -CLOSED GIRDER 1 1 A0251277 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34945, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:14 2019 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-gu77mQOpugASEhRYmM2_vims6hGJ2HIRMCVhvzJGyd NMI -0-0 F 37-4-8 1.5x4 II 6.00 12 3x4 4 9 10 6� 71 4, 3x4 = 3x6 II 3.6 = LOADING(psf) SPACING- 2-2 CSI. DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.04 4-5 >999 360 M720 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.08 4-5 >999 240 BCLL 0.0 ' Rep SVess Inor NO WB 0.45 Horz(CT) 0.01 4 n/a Na BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 34 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4A.5 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-7-14 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 = 106410-8-0 (min. 0-1-8) 4 = 10821Mechanical Max Horz 1 = 232(LC 8) Max Uplift 1 = -328(LC 8) 4 = 452(LC 8) Max Grav 1 = 1165(LC 19) 4 = 1185(LC 25) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1569/420 BOTCHORD 1-9=-546/1400, 9-10=-546/1400, 5-10=-546/1400, 5-11=-546/1400, 4-11=-546/1400 WEBS 2-5=-28411241, 24=16131629 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical 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 nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 1 and 452 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 490 lb down and 153 lb up at 14-12, and 490 lb down and 153 lb up at 3-4-12, and 490 lb down and 153 lb up at 5-4-12 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=-96, 4-6=14 Concentrated Loads (Ib) Vert: 5=-464(F) 9=464(F) 11=-464(F) Bra.�MapagVlmnb'nl@iPffiliNl;FT,ILLRG6l/tipTCn�lOcfM.a'IN41WBl'ir6i rail ru4F�%dMwtuatL,uhst�9le�dd "WgLiN, 4lFIdm9mldnm. Ahsonivmds4rA,vM Anthony T. Tanbo IM, P.E3B0D83 A0! 4451 St. Lu0c Blvd, Lomybm Hlfl-Ihdlmus eU.ylJWA'4PE/eyefvCw4eldl4ommecL'u4ryN46poE3trda1hee16aeUtupeimsiloe6es111ed6v,ur.MlhvrLieedv111,1i FM PlerW, FL34946 Job Truss Truss Type Oty Ply 4 WPRHTFAL G01 MONOPITCH 1 1 A0251278 Joh Reference o tional A-1 Roof Trusses, Fort Plerce, FL 34946, design@altmss.com Run: 8.210 s 1.5x4 11 Inc, Mon May LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.15 5-6 >463 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.14 5-6 >509 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 5 n/a n1a BCDL 7.0 Code FBC2017/TPI2014 Matdx-MP Weight: 34 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid calling directly applied or 6-2-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installa8on guide. REACTIONS. (lb/size) 2 = 440/1-0-0 (min.0-1-8) 5 = 320/043-0 (min. 0-1-8) 6 = 16110-3-8 (min. 0-1-8) Max Horz 2 = 278(LC 12) Max Uplift 2 = -202(LC 12) 5 = -238(LC 9) 6 = -377(LC 9) Max Grav 2 = 521(LC 19) 5 = 400(LC 29) 6 = 521(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-350/132 BOTCHORD 2-6=-405/300, 6-10=4051300, 5-10=-405/300 WEBS 3-5=-3901527 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-04) wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 2, 238 lb uplift at joint 5 and 377 lb uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard Omq nmrmsn4� ArmYI1C@inpe{iWlj b�:nITJG11010R16r@@Y({9!�jt@OIVBaLRi'ka rehb¢r¢mpsdMUNUNsMshtlp Fnb�PpPjtl64mgtLW0,1LINmuMlMt tlrlmnu�amlW,nq eaam,af�umk.ebmuaabrta q.lmsPomurmc6+L�rra�3mwowromr�.ugmamr�c+an �rmammlm+elk6..ry�.rbna,q �nviLmahnmm.�womm+ ur ''{�J arruatlFL,nbariaYgltn4mE17fMD,m.bbMi.,meutlTe mrtl(9p1PF YmaaCe`ml4ti0r�mkilbi4MrV➢N.mrll,,,itlmiWMerfdlmam Gutb1411e94MP4'Ymdkaleltl.O4mMm6!%d Mf fiy T. Tom6o 111, P.E. hawgCnpvdrasiat aWnNN�mlpslmF�dr+!.sam4bquyvafmp6MrelKSgplitlhrMdmr„eadlsrm�pm Alewm,eP�Pm,tvllmemts.mep.4wkeyigm.dim�flffif�amm nlmm/�9dhrf�liipW!yMnyljEplklbnNLL tbf!n &llP lIlDrmlmi+iM1AR.lmcStN. fA�dglims em fnfbnPnL+MY1Ri fl0993 44515L Wtle BW. � //////))jj////■_■�■••����\\\\\\\\\\ FkPItiYe, 1.34946 1rP7n169901E!-IRroflmas-/v13oePi.tomhep4P.L lepisAvaimbtan/etome4broPbn,uP�a6hBd xah8ml6enuuape®isGmk�l llocl6etiet-Amavgl,7�di N,Pi Job Truss Truss Type Oty Ply WPRHTFAL HJ3 Diagonal Hip Girder 1 1 A0251279 Job Reference o donal m A-1 Roof Trusses, Fort Pierce, FL 34946, design@aluuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:15 2019 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-64gV_IPSf7ljrg01K3ZDX6FoZW3V2mRgOx2DLzlGyc -2-9-15 2-7.1 ' 2-9-15 E— 2-7-1 61 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.02 4-7 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-1 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 Stabil'¢er Installation uide. REACTIONS. (lb/size) 3 = -44/Mechanical 2 = 46312-4-5 (min. 0-1-8) 4 = -71/Mechanical Max Horz 2 = 173(LC 22) Max Uplift 3 = -96(LC 19) 2 = -445(LC 4) 4 = -97(1-C 19) Max Grav 3 = 111(LC 22) 2 = 463(LC 1) 4 = 125(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psh h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical 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 3-0-0 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 96 Ite uplift at joint 3, 445 lb uplift at joint 2 and 9711b uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 170 Ili up at 1-4-9, and 136lb down and 1701b up at 1-4-9 on top 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 Voss 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 (pit) Vert: 1-3=-96, 4-5=-14 Concentrated Loads (lb) Vert: 8=197(F=98, B=98) PLATES GRIP MT20 244/190 Weight: 12 lb FT=10% Ivq.raatYglG nb'IAIeOaNfS(4LLa}rl.]6IIGeR!'9fen6f9pCf1)1@1MWrr1'h lafi@,¢4WmendrtieY�stl,MfbiPkn4jl�Idh1E'mI1 LrS4r21.�amMMsn. @bssOnia6tl�Y104Mt p41®mpee OA Y.utlhrbiWe Y,tlll b.iwGupepmQa.lpM1�4pe}bW gOEtp.��entwdbpRioeday�gmpdNbbh.ipib C,hM�L�aMnblOm', eln&I.hbyna;;m6�mLLSOOMi% Anymny T.Tombo If, D.E. mradbtH bg4Ngcmnqadrhtdbb.v.6,bn1e4u'uRgreebVlaptegpubs:Ndb�,mp[tlh4illtltG:We11M{p�gr,ddt.lWde9dtlmdbNaMylmytrpsYbedMmeiaYbbrtq;m0uryi Sg0083 ' bnagEmp.dt«eiw.Wan�mnbRarbpm�elrysbifmt.Ygemyastge.,sa(ttQraladM1mdBar,+trsaimPaeia mirem?,n:p�*a,Ntieudbbuhgau,osgrr}wNLmusnm.v.etx 4451 St. wde Blvd. . Am:tirdmpinrmb9udaein/nhdw*�mad ipyupugSpvnk MY4Ygbip. MsSy,.Fgakd ktAq. kligo4dteinuUMtfi1. Fort PIUM, FL. 34946 -Gppipxffi9p1p41fcdlrouer-leeevjr,remEc0l.fE hp,opvniviMOii(eamen,uaerNmispo64'ded ene�Rerime.permissioehw41 tot14nus•keeetl.iaah 0l, r.L Job Truss Truss Type Qty Ply 9 WPRHTFAL HJ7 DIAGONAL HIP GIRDER 4 1 A0251281 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, designQe altruss.com Run: 8.210 a May 18 2018 Print: 8.210 s May 18 MiTek Industries, Inc. Mon May 6 09:34:16 2019 Page 1 X�GEtB5Q4QRQaT_bxun4S3KolMwlLnu7avghelozJGyb IY D ad Load Dell. =1181n 7� o a, ah n 4z4 = in = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vart (CL) 0.24 6-7 >484 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.21 6-7 >555 240 BCLL 0.0 Rep Stress Incr NO WS 0.76 Horz(CT) -0.02 6 n1a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 45 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 44-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed duringtruss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 294/Mechanical 2 = 585/0-10-15 (min.0-1-8) 6 = 2681Mechanical Max Horz 2 = 332(LC 4) Max Uplift 4 = -226(LC 4) 2 = -629(LC 4) 6 = -324(LC 8) Max Gmv 4 = 294(LC 1) 2 = 720(LC 23) 6 = 377(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - A11 forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1076/939,3-11=-1007/965 BOT CHORD 2-14=443/692, 2-15=1068/972, 15-16=1068/972, 7-16=-1068/972, 7-17=10681972,17-18=-1068/972, 6-18=-1068/972 WEBS 3-7=-258/233, 3-6=997/1095 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psh h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4lh Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9(h Moving Load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith 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 226lb uplift at joint 4, 629 lb uplift at joint 2 and 324 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 It, down and 183 lb up at 1-4-9, 136 lb down and 183 lb up at 1-0-9, 78111 down and 59lb up at 4-2-8, 78 lb down and 591b up at 4-2-8, and 151 It, down and 140 It, up at 7-0-7, and 151 lb down and 140 lb up at 7-0-7 on top chord, and 57 Ib down and 107 lb up at 14-9, 57 lb down and 107lb up at 14-9, 101b down and 60 lb up at 4-2-8, 10 lb down and 60 Ib up at 4-2-8, and 35 lb down and 1141b up at 7-0-7, and 35 lb down and 114 lb up at 7-0-7 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 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=-96, 5-8=-14 Concentrated Loads (lb) Vert: 11=212(F=106, B=106) 13=-95(F=48, B=-48) 15=137(F=68, B=68) 17=3(F=2, B=2)18=-61(F=-30, B=-30) 1'eml heeia,ep�mhlb'all]OfrtAp(Ylt�}}mC-0(taB4tlOCnLL'ptHl]uj E�01YfG94YNn`6a regiilPfsm�Mdml,nYbA�➢eg6vYq�ILdb4fafltd+4Rtdvm9�kveu 0i;xa�awmd h1Ci,dr Wrdava¢fpu941h,dbbmPi NA.blYnc Beep f, vap! ye+Nryeex„.i:tdnvpnlrymN o� ndtrydnmdgarvfl 4adtlOpbbian4hmf buLpodoh100abdYiM hM4emrPoµ639WeYM1rn4H!I Mihon7Ti Tembo111,�R.E. ' eleerlkrJ�b�lldbgR4,n,re6�W,E4jMu(bPa,s hEYg9YM1rldbrEev}'M1nbm4E,140[,O,ivIG Aotl,NaloitlRl l6pg,Nd6104at iY ibiuxtlbahBLy m',rytle@YvlNtrdytlSbhnRVAie/C 14bxyA�gad4m,e' NYL�WibladbpEmie3Py�s6bWbla!i� Spw•m°(�IP r4RIdSW veldYWhImPP 1M1IhM1¢fh,gm41*rldpmvEN151 i?P1mfOW.Ldsuelrm5'LmOvyar4�" II80093 44515t Wcle 6Nd. rlennlAWptfdmfpd jol imaMmrvxoie,diA.,(rtlw6ugtq ilnmlSAgls3n,ntnnSnSrryl,eLerpli4 N¢AiiviMneemdddiRVl t NrfDl2rce, F. 34946 bppriAll®111AAllvdinars-Im6vvy`i.pvmEv lu LC bpmdvmavdeddvmmevymmpbm, epivk'hdepi,%emMv entteuye®uwvhva}.I lvdin}gsAvRnryRvd:olO,Pi Job Truss Truss Type Oty Ply WPRHTFAL HJ7L DIAGONAL HIP GIRDER 1 1 A0251282 Jab Reference o lional v.-i neon i russes, non rierce, rL ;w 4% oesignLalvuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 M7ek Industries, Inc. Mon May 6 09:34:17 2019 I'T D¢ad Load Deft.=118In 3x4 a @ `@ 15 7 16 17 14 1.5x4 II 6 5 3x6 = 3.6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.25 6-7 >469 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.21 6.7 >555 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) -0.02 6 n/a me BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 45 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-6-5 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 = 293/Mechanical 2 = 70310-10-15 (min. 0-1-8) 6 = 289/Mechanlcal Max Horz 2 = 332(LC 4) Max Uplift 4 = -227(LC 4) 2 = -667(LC 4) 6 = -383(LC 5) Max Grav 4 = 293(LC 1) 2 = 720(LC 23) 6 = 377(LC 22) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-1031/965, 3-11=-962/999 BOT CHORD 2-14=-380/539, 2-15=-1086/944, 7-15=-10861944, 7-16=-10861944, 16-17=1086/944, 6-17=-1086/944 WEBS 3-7=-284/233, 3-6=-968/1113 b3I*M 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; 9401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ib uplift at joint 4, 667 lb uplift at joint 2 and 383 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurenl with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)136 lb down and 1831b up at 14-9, 136 lb down and 183 lb up at 1-0-9, 78 Ib down and 59 Ib up at 4-2-8, 78lb down and 59 lb up at 4-2-8, and 151 lb down and 140 lb up at 7-0-7, and 151 Ib down and 140 lb up at 7-0-7 on top chord, and 75 lb down and 60 lb up at 4-2-8. 75 Ib down and 60 to up at 4-2-8, and 37 lb down and 114 lb up at 7-0-7, and 37lb down and 114 lb up at 7-0-7 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 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=96, 5-8=-14 Concentrated Loads (lb) Vert: 11=212(F=106, B=106) 13=-95(F=-48, B=-48) 16=3(F=2, B=2) 17=-61(F=-30, B=-30) runu,ntiwf.n.wnelEa+mrgswlrmhaw.dmewmnpopanukmt}x(ewvtRmyah*hp.restA vmL2mmv4 mnmfGtErunbrm Barb.mrerynaTr�'mmid_en.ml,mersnbmmni!k9•a,a+M1.:vball krdum la mi y�aaeftsa,u@pnMmai,matv qnon T. TombON�'P.E. tlnt@b@L,ubrRkYalrtbrtq: la'tlb0.WmO+nirtun@�umraMnjpuygrmnn@aWIX.b,CvlmNtifSv3ded RL lbPTi@@bMdtr@Y t @m1,ut!dtliltl4imAtmLOrsdMrl a9ha i�1@ Y s.80083 mbegvnrsd[•>.m.unsmw mnnodmpmaia;lp�e@mmblrsvxvi@crEtamOMpWUMAdsnnro7mlmloi@PavmtMm�rsm�vyw5wt.fmu@tl1 taye.Imvbvybymalluaemr s,n,aM 44515t, Lade Blvd. vienuldudlna9.'WRra�n�mghmPvn»�L ihims[rsp fgvapl0falaMgpga lourytlrfgm@orb3a; lO,pNmltrnvrelialYI1VL' Fort Nerve, FL 34946 A!!, (v LIm9Blllllvdincas- Ivv Llvvbv8l, P.0 4 Yvdvv vlllis mmoe m Im njivA3dedrnEvmde rrimep5imiiuvv6om41 bvnrrs4i's AdM1vvYf. indlolA,YE mii a� Job Truss Truss Type Ory Ply e WPRHTFAL 11J8 ROOF SPECIAL GIRDER 1 A0251283 �R,%,,,, onal \-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:17 2019 Page 1 ID:uMNtXBMFOzgGeYlmYwngyHzGc8X-5TOFORRiBIYR5897SUbhcXL83KkPWSbk8KO9HEzJGya -2-9-15 5-5-15 911 -7 9-15 5-5-15 i 40-8 i LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ve art 0.05 5-6 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) -0.01 5 n/a n/a BCDL 7.0 Code FBC2017TrP12014 Matrix -MS Weight: 47lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end ver8cals. BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2 = 81511-5-0 (min. 0-1-8) 5 = 782/0-10-9 (min. 0-1-8) 7 = -15610-3-8 (min. 0-1-8) Max Horz 2 = 323(LC 4) Max Uplift 2 = -700(LC 4) 5 = -754(LC 4) 7 = -295(LC 28) Max Grav 2 = 815(LC 1) 5 = 782(LC 1) 7 = 368(LC 31) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=748/556,11-12=497/596, 3-12=-681/609, 4-5=-385/304 BOT CHORD 2-14=264/382, 2-7=-715/696, 7-15=-715/696, 15-16=-715/696, 6-16=715/696, 6-17=715/696, 17-18=-715/696, 5-18=-715/696 WEBS 3-5=755/776 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end verBcal left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #101 tat Moving Load; #201 2nd Moving Load; 4301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 9th Moving Load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrenl 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) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb uplift at joint 2, 754 lb uplift at joint 5 and 295 lb uplift at joint 7. 6) This truss has been designed for a moving concentrated load of 200.0lb live locatedat all mid panels and at all panel points along the Bottom Chord, noncencurent with anyother live loads. 7) Hanger(s) or other connection devio(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 183 lb up at 1-4-9, 136 lb down and 183 lb up at 1-4-9, 78 lb down and 59 lb up at 4-2-8, 78 lb down and 59 lb up at 4-2-8, 151 lb down and 140 lb up at 7-0-7, and 151 lb down and 140 lb up at 7-0-7, and 210 lb down and 220 lb up at 94-11 on top chord , and 75 lb down and 60 lb up at 4-2-8, 75 lb down and 60 lb up at 4-2-8, and 37 lb down and 114 lb up at 7-0-7, and 37 lb down and 114 lb up at 7-0-7 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 faceof the truss are noted as front (F) or back (8), LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=96, 5-8=-14 Concentrated Loads (lb) Vert: 4=200(B)11=212(F=106, B=106) 13=95(17=48; B=-48) 16=3(F=2, B=2) 17=-61(F=-30 , B=30) Ysw Re4fluA�rti<apT]I9n11n184�ai�aLLie4i1iM91k19�2i CkflBm'jielihIDW3rksla®tEU{IrmMFdMdit M1Po5}u�krvvp�tl434�aitiwY®.r2t4NwykiPet3 NStbg4ffi1AblYkwp ' mtl�n,rce mIDiHstltrmAaet]3i brLAA�p&yxatw.tRm-hr+�S.eeuiwclmm�Am�A44nm,sm�Wr�aAV>��!mffitwAa&�hpum,tpNw4P9dyuylb9spm�ay4tganAt�+'9 mmdnsL+ubmt4�s maPwcra o,wxA�mtgm ,6@3AOr mmm:rmmmm,tittd6tAima�A4ixt mammmaimsE.e{foNm}k6+w4�zif+�m�MtraSm�i:ea{tlakEewgncarym d.Wenea,�dxw.mum,¢Mimmimlar:�mfWstb4x9saktl,icaP:mrdmrhihd>miser§mam�mem�mNdnmi�w�P4='Arfaeimntessengm.Lw➢�miymptwa�dmatdo MUOi�}'T. Tombo tFl�P:E. 3aot183 Miyk�Ntt�t�9Af�'nn�lhdR�✓^�'A��P�'hxhbbW9k�yv¢vTtS1#PE�tdd4'�1.G¢�u6v M�rG1M1f � ari 4451'S[,'Woe li(V4 Fa#Piene, FL J4946 Sryp eN.i>Idt{i{PndTtmes-}uion{I.fee5rU4PE fePwmrdoeehh6}owmte4iaurkeetnpoEmitedeimmtNe�mwpnm&s'rstraa}IkifNrves Ao�ryi.iadafe:lt: Job Truss Truss Type Oty Ply WPRHTFAL HJ68 Diagonal Hip Girder 1 1 AO25128O Job Reference (optional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com I 4x4 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:18 2019 15 16 7 17 18 19 1.5x4 11 LOADING(psf) SPACING- 2-U CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 TCDL 28.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 7.0 Code FBC2017frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-1-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-10 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 = 266/Mechanical 2 = 53510-10-15 (min. 0-1-8) 6 = 254/Mechanical Max Horz 2 = 312(LC 4) Max Uplift 4 = -211(LC 4) 2 = -587(LC 4) 6 = -343(LC 8) Max Grav 4 = 266(LC 1) 2 = 691(LC 23) 6 = 370(LC 22) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-8591727,3-11=-7871753 BOT CHORD 2-14=-480/689, 2-15=-833f765, 15-16=-833f765, 7.16=-833f765, 7-17=833/765, 17-18=-8331765, 18-19=833/765, 6-19=-833f765 WEBS 3-6=-795/865 NOTES- DEFL. in (too) I/dell L/d Vert(LL) 0.14 6-7 >745 360 Vert(CT) -0.12 6-7 >854 240 Horz(CT) -0.01 6 n/a r1a 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf, h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; 4301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load; #801 8th Moving Load; #901 91h Moving Load. 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-M 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 211 lb uplift at joint 4, 587lb uplift at joint 2 and 343 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)136 lb down and 18311b up at 14-9, 136 lb down and 183 lb up at 1-4-9, 78 lb down and 59 lb up at 4-2-8, 78 lb down and 59lb up at 4-2-8, and 151 Ib down and 140 lb up at 7-0-7, and 151 lb down and 140 lb up at 7-0-7 on top chord, and 57 lb down and 107 lb up at 1-4-9. 57 lb down and 107lb up at 1-4-9, 10 lb down and 60 lb up at 4-2-8, 10 lb down and 60 lb up at 4-2-8, and 35 lb down and 114 lb up at 7-0-7, and 35 lb down and 114 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 3x6 = Dead Load Deb. = 1116ln PLATES GRIP MT20 244/190 Weight: 41 lb FT=10% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 5-8=-14 Concentrated Loads (Ib) Vert: 11=212(F=106, B=106) 13=-95(F=48, B=-48) 15=137(F=68, 8=68)17=3(F=2, B=2)19=-61(17=30, B=30) 6euqhm AmlhmYrh'41tWi0ffi5({nlmj,6a1461YSt[hIX11p6anN(6fp/1fa.C,mrF11`ha lchhY�rs�N,dmloL,eb4lnu Engeevgll[Cldh/lmlLieA,411Idem$Olh, tl�„Gs�wdLdmGRg.mtj WAIev0nYn0adw1bhi19 riYN4.L Lxsdu�ue3xyl.gmNrybme)LydegiMmfvmxoepade,ptlnrmiqusgeymA�tr44cWd@»j,L nLgnlublPowyN Wn.Alsq,w,aFnmhdelmiom,yoatlrl gnthplly T;TmnbDJIIi P.E. ei ,lW f:,uk,41 igR6rtpxblgdb0,m.40evi{r4odg9�bMWlMyrc teomddd PLdOfvl4,Ytll�dv el On.WlTdlbin,dabb,dAtmt!14N%1>�M1tlil6luatfMltl,Bkrae@'?101yf 1.80083 ' hM4flh1¢'P1rty YlBohICMt1¶0addym¢{p(yrdel2�tlNPbq(aFe0YgF4a�eIC4f31iy1dlbd9aRMuml6piNr,dm.DHk�mfb,rym8ffiIatlpnd91Le 4Cp.1,RW.p I,}urtmllWtlAh9gMm fmlylG,dlnamd.Ms'•4ds4hmpa,pmh,L.ItrirvspuPty®IlNinrdYrlrtlm rtti,,,llidtEgmvlWkay a9amrto mlMdmlM1l.. 4451 SL Lucie Blvd. � to m®1111AIIediivssa-Amdar Lia¢dal0,Pi le mludiaaldnlommem,m fo mlt r P wry r4njioL3deEntdomide vrJhvjie,mrsvothombl loolTersusaiid orl.lanlr N,Pd Fort Pierre. R 34945 Job Truss Type Oty Ply 4WPRHTFAL J2 k-Open T 1 1 AO251284 Lbs Reference (optional) A-1 ROOF i Fusses, Fort Pierce, FL 34946. ceslgn a@aluuss.com nun: 8.21u s May 182018 Print 8.210 s May 18 2018 MTek Industries, Inc. Mon May 6 09:34:19 2019 Page 1 ID:uMNtXBMFOzgGeYlmYwngyHzGc8X-1rwOp7SyjMo9KSJWzvd9hy0Yy7SW_Pal bevGM6zJGyY 1-10-8 1-10-8 6.00 12 3x6 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.67 Vert(l.Q 0.01 3-4 >999 360 MT20 244/190 TCDL 28.0 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) -0.06 2 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MR Weight: 9 Ile FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SPRNo.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-8 oc pur ins, except end verticals. BOTCHORD 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) 4 = 94/Mechanical 2 = 79/Mechanical 3 = 15/Mechanical Max Horz 4 = 121(LC 9) Max Uplift 4 = -8(LC 8) 2 = -85(LC 12) 3 = -45(LC 9) Max Grav 4 = 101(LC 20) 2 = 94(LC 19) 3 = 53(LC 10) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ederior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has 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 8 lb uplift at joint 4, 85 lb uplift at joint 2 and 45 lb uplift at joint 3. LOAD CASE(S) Standard Yaiq l¢ceM1 F§y�v, h'111.�f aA&S(¢WYIEb9ltlllNf r[Ol*A�If6fi'utl(LLwMtN%tairfa'6n5adl�ii��tl,d6n m4mfiPv�rlla%olh1R ILIr.4kRldv,ak's�eem.6Wi@nb�aklCBaAj WGY,aomrtlNnddid Wlrzba9pbNdA uncesPr'7?a4r kaamhais'.4xa9 tNma,Wva�ea¢ltlndardnvdma2P9aA�tu95Ya+aPYlf<ve9 Hiud�dlnbb< IaY$kbSrtsrydn�d�M4CbeMm"Srh>SSdyLHbhya9M�+c✓t4�aYfa�l.dtt914fimE&rypYN,UN t nN@m!Ia6muWFamiVtLmies¢nvN'Atliffii�d'T�aulYm9q Wp�dh➢6afb6d i dORux�*`�}��.d .,.R-YNT�uultr,dgltdlgta�wf�l0d Mfhon TrTombol9, P.E. Y }".1j0083 f iP tli[0gn lllabYnYlhll9Wap F>�S@tPddt rid LJyle°i4'd lY£14a,16tl�+w(YnIdIDiFVKtldpbralp'&&.I614F@S®nPS?J9tlaiAWis�SihpOW:11ft40n9h F pultodCJr(emmFgia:�okvnggNtllrvpe`pT]idRelgvv�uy5rywiop141uNyktym Inut>sk6tqux"dvyl NegetmtpmmnkPetlnRkl Fm51m{P6LtlFa,> - 4451 ` Ludt, IJIYd. � -(vplophlmPh/l1lavRmtsec�Mlhvo/i.ivmhvlll,ril;epmlv�ielNldisivrovm,wveyhm,,rsFolibiledri�vAnN+'nttevyr�smebvmA�J &t7Gvsu; AelAvv/LivmluN;Pt ftilt ROM;Onrte, Fi 349d6 7mss Truss Type Cry Ply LJob WPRHTFAL J7 JACK -OPEN 14 1 A0251287 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@]aiuuss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc- Mon May 6 09:34:19 2019 Page 1 ID:uMNtXeMFQzgGeYlmYwngyHzGc8X-lrxOp7SyjMo9KSJW2vd9hyoWo7L3_PalbevGM6zIGyY -2-0-0 7-0-0 2-0-0 7 0-0 3 44 = Dead Load Deb. = 3116 in LOADING(psf) SPACING- 2-M CSI. DEFL. in (Joe) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.23 4-7 >362 360 MT20 244/190 TCDL 28.0 LumberDOL 1.25 SC 0.87 Vert(CT) -0.29 4-7 >292 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Na n/a BCDL 7.0 Code FBC2017T-PI2014 Matrix -MP Weight: 251b FT=10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 5-7-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance With,' Installation uide. REACTIONS. (lb/size) 3 = 279/Mechanical 2 = 593/0-M (min. 0-1-8) 4 = 77/Mechanical Max Horz 2 = 287(LC 12) Max Uplift 3 = -209(LC 12) 2 = -210(LC 12) 4 = -6(LC 12) Max Grav 3 = 279(LC 1) 2 = 593(LC 1) 4 = 120(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Ezp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 3, 2101b uplift at joint 2 and 6lb uplift stjoint 4. LOAD CASE(S) Standard ewama.m.4rtn•u.p•nthamsnf9uQlarmtouartsmcumnxmTueswi'6.miry`sars�mnaaawnmmt.,vonoo�ll�ujdp+emlttoa4iitemosrur,.�. mw�,m. vanama. Wimutlpn`btlflb,WtrpIn4YN4beL,v Nhlgaul4,y,aXf5 bu9vglAEnpmWmmpbaYbyYnw�legsMtnymAA%bb4q�dpuj<1nn ClpdvblpBdlafaRILIYBYpmvgdg4¢'A'�dmnt*mi3! gPtho4J T. TOrnb0J1I�P.E. dN44ilnu6ecllabr6pngaandpbv4b9emni8eEtlg9ebltltqOmp.44in4d4PChC,vibYdurermeelou IhypnNdpindnhY,EC�Iivtt'4`ylzrgicgr.flOWmdtr,M1i49kblega34r/E. �8or ' 1'abYg4i aedGOtalGvhNtln4ladpP�i¢1i�'�dpMfgrulmY2lYeamiilOr�pChiXiplXdMamKxralYpnlr,lm iRih5ex4ngsa8lamdlbeEO,Lud .Lm4ipfps mIMSY�GieaGd 44515 L Lude Blvd. rm:birospr4edy,dgmti:aghmpwertlrtLo,lw[.vp(gvnarCldrsgyaeTa,nGnisic. unmeoix,Ly uw m mv4im4mf. i6rt Dio , FE 34946 � OppiB��,711rlltodimsses-Amlaoy Llom6e0tVL repmdwfieoolthuiommpoFmogfom,ispiaEb9rlrtlbemlhevribepnmiivoohemlllodtmus-AeRovridovlo01,1i Job Truss Truss Type pry Ply y WPRHTFAL J7A JACK -OPEN 1 1 A0251288 Job Reference (opgonaO s-i Rms i cusses, Fou rierce, FL .vreao, aesign(da Us = Kun: 5.21 u s May 182u18 Punt: 5.210 s May 18 2018 MiTek Industries, Inc. Man May 6 09:34:20 2019 Page 1 I D:uMNtX8MFOzgGeYlmYwngyHzGc8X-Vi UOMaUgwOywi7c90EAzi9XlCjsgAglfpuZzJGyk Dead Load Dan. =118 in LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Udeg L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.70 Vert(LL) 0.23 3-6 >365 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.23 3-6 >362 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hou(CT) -0.01 2 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 22 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 240OF 2.0E BOT CHORD 2x4 SP 240OF 2.0E BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 38210-M (min. 0-1-8) 2 = 287/Mechaniral 3 = 95/Mechanical Max Horz 1 = 235(LC 12) Max Uplift 1 = -111(LC 12) 2 = -214(LC 12) 3 = -17(LC 12) Max Gmv 1 = 382(LC 1) 2 = 287(LC 1) 3 = 132(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left ezposed;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 1, 214 lb uplift at joint 2 and 17 lb uplift at joint 3. LOAD CASE(S) Standard y fcwr r¢ssega,gq�na.he'tirmf a'Ae ba3C®YS[t0i910�5[4mJY"tllPfl'}1firCp:IXUW^bn 5arrtrtr�rmYe[drerae[ ht Gn�hwq{la�elbl9arr lvblGiFr�wg4Ymw. Afu[dsF,>hMa9[rt'1 ad! WielWaim rks4�M,mmbmCpkakiL t �osW�. ,ap�4 b#sSa[mo elm0. waeson4t w¢bVi*a�ad'4"[°a➢^ww walniruL 4w= 4sela�mtvaaW.'1 ' Anffid0T.'T0mba1DlP.E. mCs_IWefwaJwat�lmull4o.e Ol6ett59taY4tIDIcYe}hhvs�;sC0�II40mtPiL.mY[b:Ldtjrlt�ImbfEed�;l4[ettdpbP�NKrtlN4m4Jfs�*akeEPn.G elN�}-PgitiFYA9&tleE§�tkUhkkiPg3lal}. w cf4@,belDeuslWabIDUWI§PaNSIMi�'m %L'ha+(hnF80�47t'ffa6mi�Iik�aW 91d9nmMimE6h}[WPdu RKn6e[k k�R, 'am1TeSW'taMae�deT ,t'8Q083 !NOSkLudP>ulR[L4[tri0y� ttravL4aN G#m$^19PbPaMhtlll £ nlikln GbA ul0lbkleipCyn in,cfE .bt+�Carhli+{WWai2rtammitdetRY. "51St. Lucie 6lvd PotPteue FL34946 io i J[}6AlloolTmsses-,tmAoa�i.imo6r116 P.F: hpmdodwaT@rzdo®em,mmyhw,nym6lfedtr�o>dlviNsepttudsdorho®AICae1L(F e, AtlYao}i,femkdlll;li Pf+➢11® Job Truss Truss Type Oty Ply WPRHTFAL J71- JACK -OPEN 12 1 A0251289 Job Reference optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Man May 6 09:34:20 2019 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-Vi U017raUgw0ycui7c9OEAzkAXhvjsgAglfpu2zJGyX -2-0-0 7-0-0 2-0-0 7-0-0 6.00 12 3x8 = 7-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (lac) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.64 Vert(LL) 0.23 4-6 >368 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.21 4-6 >403 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 nla n/a BCDL 7.0 Code FBC2017rTP12014 Matrix -MP Weight: 31 lb FT= 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-0-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 252/Mechanical 2 = 59310-8-0 (min. 0-1-8) 4 = 103/Mechanical Max Horz 2 = 287(LC 12) Max Uplift 3 = -192(LC 12) 2 = -280(LC 9) 4 = -156(LC 9) Max Grav 3 = 252(LC 1) 2 = 593(LC 1) 4 = 143(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right 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) a 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 beating plate capable of withstanding 192 lb uplift at joint 3, 280 lb uplift at joint 2 and 156 lb uplift at joint 4. LOAD CASE(S) Standard :vvq l4a6av)5}}mbrb'Nrx! rum r41nihoiaw&ramm6mlpY(61Rjttl14i1e'Aafbe T.46' Pm mod n. elrru in4Mcvq(I[ijdblGalLlvdeCrl6kmxaYkm Pil;m��brvTleR,lPl,a} •Ielles]v1YbeWh WMbiPPOM�tlYbD4mOWPF,Fee(4.kne'ryb�aM�tevianIDB�ttmmmpvadbyL uviny'FablrtyvOJeflabk��Absv. lnslytlJUMN4NmhiM lYl x.wrs,Tw,Yipmlout dry gnrhonYTjrhbelA,,P.E. etleu6AD lnubepkxyhbml:ebhtlb0 lb0�eiietsCdgf[bblByOe¢wbb�vdhp1.0e6.e1btrlH[s{o4etl0.L ibglmetelbWdahYrvLblurtleA.gm4gmgavdlOveWYeqtlShbuqmLi!!tl I 0063 bWliymv{sdjm,roc[9NLNeaYhNUolhpmvi¢IpiYinRbkeg4gngY�lkivvvldbvtilpNdlmmNvmlYimYluv.IMYmlemlmlStMvfbni4tuquprime0ugepavmllmep.^4mv`.e e'mrivedatlHD(mpePtlyai�AaghJIPNvtMieii@Irvehcp Fq®bDClbrWgkeya vlvn5lrs�yhmLRmai avlLmievnmkhiblM1l. 4a5i st. wde Blvd. rappiAll®1016b1IWTroves-AvaveYl.lv�e711,Pi Aepmdvdvvdthn'dvmoem,mvglm4 sjivAadeEniAveiAemmlee Fpvinvivv6vm411wlGesus AvAvvyi.Tomly N,Pi FOR tierce, R. 34946 Job Truss Truss Type QtY Ply P WPRHTFAL A Jack -Open 3 1 A0251290 Job Reference o [Tonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 20 18 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:21 2019 Page 1 ID:uMNIXBMFOzgGeYlmYwngyHzGcBX-zE2mEpUCFz2t21TvhKgdmNVvJx31 SH_J2yONQ7zJGyW 148 12 -2440 7--10 7-4-14 2-0O 71 -1-10 7- 58-2 1.5x4 11 1.5x4 LOADING(psf) SPACING- 2-M CST. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.20 6-7 >447 360 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Veri(CT) -0.33 6-7 >263 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.05 5 nla me BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except' B2: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purims. BOTCHORD Rigid ceiling directly applied or 6-2-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 255/Mechanical 2 = 61411-8-0 (min. 0-1-8) 5 = 124M1echaniral Max Horz 2 = 300(LC 12) Max Uplift 4 = -191(LC 12) 2 = -216(LC 12) 5 = -39(LC 12) Max Grav 4 = 255(LC 1) 2 = 614(LC 1) 5 = 291(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-681/432 BOT CHORD 2-12=8251756, 8-12=825U57, 3-8=-136/299, 7-13=4061376, 6-13=-406/376 WEBS 6-8=419/451 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 4, 216 lb uplift at joint 2 and 39 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Dead Load Defl. =118 in PLATES GRIP MT20 244/190 Weight: 36 lb FT=10% 1sy-M,mnW.a.a'uudne¢60,ia'Lcmirnmrim�uatmmtm'uputlnagm'm..matc4p=a• raa.a+.anu.nl,BPS,.wf��l6mwtlasre;lYrmmm�amr.,v. msvro.mvm.rtdxh run®mymsm4.�dmmm+oaru.e apaPtpssaW,iPm}y�mssa.olrmar�ovu�.omPmoma +v�aw;mrmvPam�trm�pom.btr+q.mlai mmp.e.r�o,ryax rar Anthony T.Tombu in, P.E rvnlmttn mwinaa„ymsPrarmcbAm'+nOOLdgenblAfa�1�,-+...�Md-u(sm9CrBlrmrdbf&lomtllM1lbppmiim1nc19�A+am EfiYlGelb010aq,riffirtra6/ddmmn'A=8&(d •6d083 ' rmtrq ma�tlfveeu.um,wr.mR4rrpmm:lrrl,amklbrrnpmYariaca�@p'AaMNr➢a,itam'ilrpnEpi.mftSem,yubRnaN¢iarmumgr.4domvpupvrlm�u�arv.aYa 4a515t Lude Blvd. +anwbfuphv(we9a1!P� 4httam+r ql Aumenytq.mntptmc,mymaPi. t�srvW4mua.rmvla ewAm+mnm.dam�ut FortAmv, FL..3a9a6 (opripNDtalha-i ladfmxc-Fo6oapLievt>D,PE Ivp�odvAmdf6i+dommvm,udvplaO.uPv6�ted.drl@emalevpei'w'uiutrvvial [oclimsuc A¢Rovpi;iesDo D,lE Job Truss Truss Type qty Ply WPRHTFAL JSA Jack -Open 1 1 A0251291 Joh Reference o tlonal A-1 Roof Trusses, Fort Plerce, FL 34946, design@attruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon May 6 09:34:22 2019 Page 1 ID:uMNtX8MFgzgGeYlmYwngyHzGc8X-Rgb8S9VrOHAjBv25E1 BsJb26tLRhekpTHc8mRzJGyV -24)-0 i-8-12 101 1ZI-14 2-0-0 1-8-12 4-3-4 1-4-14 � 4x4 = 1.5x4 11 i ib 6 139 a 4x4 = L6x4 = P. 9 3x6 Vl 2x4 II LOADING(psf) SPACING- 2-0-0 CSt. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.20 9 >425 360 TCDL 28.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 8 >360 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 HOrz(CT) -0.18 7 n/a We BCDL 7.0 Code FBC2017TFP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except' B2: 2x4 SP No.3, B3: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 64/Mechanical 2 = 61011-8-0 (min. 0-1-6) 7 = 320/Mechanical Max Horz 2 = 256(LC 12) Max Uplift 5 = -39(LC 8) 2 = -231(LC 12) 7 = -159(LC 12) Max Grav 5 = 64(LC 1) 2 = 610(LC 1) 7 = 409(LC 32) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2.3=-349/108 BOTCHORD 2-13-313/247, 9-13=.313/247, 3-9=0/325 WEBS 4-7=-364/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will Ol between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 5, 231 lb uplift at joint 2 and 159 lb uplift at joint 7. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Dead Load Deb. =1/8 In PLATES GRIP MT20 2441190 Weight. 41 lb FT=10% Poq�mmRvvprymnm'lAWad+318(dBI�{ W1t19GIM9'RRO{IpY(iP.a1Y0�ftf46Y.'1T6� mh4y�paMf tl�M�05nM1tL,vpugpnbCrtl2Am4hg1 i,al4rEi:hm+melbnm. Ym6�lu COdepTA,pq Wldmwrdm rWOWmdtr4lnhWN4 blumhwEq?^vN,N'Mfawndbm Wrdtm>m�nowdmNnvvv vwvdNmhacptlb®FrM1mtiPmdetilwwt,m411 mknpn=vtm.my�o. n�4pr AnthonyT. T=b6 Nr P.E elmdh,iwbatrdtpnSa,nprWLydbPm bdadtvmS.vlgaablWy0.yZedma-mdm4Cti0[albWbdCand,adWim Wmddb161slmWtlmdbmRhM+11aW4m4lM1ffiodYW dd4�uRNOtltl .80083 bhadi,w idfana.11,mWY�YltlnlYp�ivd{d,b,iblXyl,grx tluca�`gp6dtlhWelOa v:�uYhywdr�v Wllda,p,up>s�,NbmdbLUGcgs.im�Omp6prM1l1rmYs4Hs.�dm 44515C Wd2 Blvd. Mii.u,ddnlryrfalid4udhaW.iaghd PfnsAb h4ukupapmhlllhkltgOti}nalm+tMelirvgdgkuq B,ylk+JLnnn WveYWt � Felt Plus; R-34946 {eppirR01016411vdlntttt�d"mdmpLlvndvm,rE IepadR6wdRN/aovmal,avvrlagif Pod3iivlxwvlWvnRmpeimtdovdeoll bd4din.•bavepLlanhv0l,ri Job Truss Truss Type Qty Ply t' WPRHTFAL J8B Jack -Open 1 1 A0251292 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@al Wss.com Run: 8.210 s May 182018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:22 2019 Pagel ID:uMNtXBMFQzgGeYlmYvmgyHzGc8X-RQb8S9VrOHA)Bv25E1BsJb24_LWBkATHc8w RzIGyV -2-0-0 1-&12 4-0-0 7-4-14 2-M 1-8-12 2 3-0 3-4-14 i, 44 = 2x4 11 2x4 \\ h LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.05 7-8 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.08 7-8 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.14 Hort(CT) -0.08 7 nla n/a BCDL 7.0 Code FBC20171TP12014 Matrix -MP Weight: 41 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T2: 2x4 SP No.3 BOTCHORD 2x4 SP N0.2 *Except* B3: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-2-11 oc bracing: 2-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 161IMechanical 2 = 61411-M (min. 0-1-8) 7 = 220IMechanical Max Horz 2 = 188(LC 12) Max Uplift 5 = -96(LC 8) 2 = -241(LC 12) 7 = -69(LC 9) Max Grant 5 = 161(LC 1) 2 = 614(LC 1) 7 = 350(LC 32) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5771496 BOTCHORD 2-13=-630/544, 9-13=-630/544, 3-9=-9/259 WEBS 4-7=297/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed; end vertical left exposed;C-C for members and forces 8 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 nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 5, 241 lb uplift at joint 2 and 69 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard I®y.mwu,syhmxrb'nN30Nffi(f9tRjd'Jlliatl 16�0IIWl�idf0firr))IngY16a44fW,rntihuprmM�dntlentnbu,u6wp4gJlGBjdb +Wqf iws0.ttWem Mhm,w. Ymov.�u m�tlabinery r_naa8avlm,�h,dmbuinhdvy.mvaroFwnP+.4,m*rra�}ti,mewrarer�.vam,vabNmeda®wnw�va,erm�nmmNroa:ry w.bi®dr..auu.bmMewma.levcUa s+r .Anthony T. Tombu M. D.E. dud0ufiw4gtA hhnp+i4`gdbpae,0.0.m1mpmlgn.mbdgOKjv.YmmAdbOLm�dbtrihtlgMdVllL,gm+dmiWlgWmsb NalllgGmganlr,L^bedttllm9kra¢ @jE 480083 b w6goo2ud[mec amn,dmlmigdmpmaivtpaRxibisYwlcycu52e�h4=yaxgr dahihd9gn,LVNYR.aptr¢ml �iq,upNY damamNam,ge.im,�empr�udirm9vmxe.e9u 44515L'Wde Blvd. Ge.behrdharma:gmm4^in+4hCivrdr^!LLL.hlm ar4aPw61ato,.rawg6n4u4lNaWv ?ndM�FacimudavinadedilRt • Foit%eice: R. 34946 (oprktlQ7ID16kl tadirosaf-Am6oviLiomhv0,Ft lapedadaadlhnf"Favoptam$po6�dadNloolllienrovvpeim',uim5vm111odlmricAvOcatT:7amEoN,lt Job Truss Truss Type Ory Ply A0251293 WPRHTFAL J9 JACK -CLOSED 4 1 Job Reference o tional A' A-1 Roof Trusses, Fort Pierce, FL 34946, deslgoLaDaltiUss.com 3x4 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 1.5x4 1.5x4 11 3 6x6 = Inc. Man May Dead Lead Defl. =118 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.26 4-7 >395 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.41 4-7 >254 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) -0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 4011b FT=10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD 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,' Installation uide. REACTIONS. (lb/size) 1 = 478/Mechanical 4 = 478/Mechanical Max Horz 1 = 294(LC 12) Max Uplift 1 = -139(LC 12) 4 = -289(LC 12) Max Grav 1 = 504(LC 23) 4 = 504(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-504/229 BOTCHORD 1-8=-591/475, 4-8=-591/475 WEBS 2-4=-613/762 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 139 lb uplift at joint 1 and 289 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurren: with any other live loads. LOAD CASE(S) Standard eagrsrtmf�rwnY iAitOtIW6(f6N}iflaLLCIGIlEt0h16B[OtjtYli jtnblOaEkRYYa r,6;kyr�croust,dmiaehLmbpp6n916tIbYwrytiub4iildm9mltlnra ObssOm aodaYl,,=h Wtdmaxr�dAY dtrbtEiah Kd 4rL,u0ayEgmaV�-N�fi rgmSbva gtemeumvmryedYrduvmrvpmgmp3urbYgcqd6wphcrkpmfegtm,dr �bmt ibmdnvc,�Y[;�i.uaftt; ,prjdionV T. tt(, P.E. sradbb h Ipd4laYn+IVSEIdY4�whOmi,RUEdW,eeb Ni96 xYmxd66LYIX�1YYibdtLohrMi hops,dtblWtlnt4y,rzdYM��1�GlmnA,�,ga�mkv40.04tt kF tl 8Tombo0083 'Etude Yw(g6wp.dimm.IDvn,ereYllarYrumvlrab,vdbldyf¢ysuStOmavaRiggptdlhAd6an,d.mlh,r9aim ffiILImY,e:rmb4srsrMmdYu,ubyv.rwo,vyuryvw3mYatvwv.eim g45I 5L Wde Blvd. a,:Yudhrrmw9sl'nin+whawinnAd ipM,Oa¢6,amkYT,NY�IWIF2elnuSrywaibq/gWbl aipTfudY¢irtriMxdltAl Fort Pleue, FL, 34946 (vpyerye D717141[W 7mus-3mEvrl,femOOIgFL Iep�uvdndenliv®en,feaarfttq rip,aAilfidxbmlAenolapemussimtrov111odlrtnr: 0x.,I.T,v ff,Fi Job Truss Truss Type Oty Ply V WPRHTFAL J9A Jack -Open 3 1 A0251294 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aiuuss.com I Run: 8210 s May 18 2018 Print 8.210 s May 18 2018 MITek Industries, Inc. Mon May 6 09:34:23 Dead Load Deft. = 1116 In LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ve ell -0.13 6-8 >832 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.19 6-8 >550 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 45 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid calling directly applied or 9-8-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4 = 1041Mechanical 2 = 70110-8-0 (min. 0-1-8) 6 = 358/Mechanical Max Horz 2 = 352(LC 12) Max Uplift 4 = -86(LC 12) 2 = -244(LC 12) 6 = -191(LC 12) Max Grav 4 = 104(LC 1) 2 = 701(LC 1) 6 = 437(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4821194 BOT CHORD 2-9=-530/422, 2-10=-540/436, 6-10=540/436 WEBS 3-6=-562/696 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a cailing and is not intended for use where aesthetics are a consideration. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 4, 2" lb uplift at joint 2 and 191 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard DYrq.fm�M erb'lI(i94046(SHN}6daLLiWdl(L4dRIRI6WY(IN,ifj{pY'Rltp6nPtm iufly.ptavbt d,NW.eWM.G,Ahnvt7Wltl4tSrylicb®,ttlEevn9olWm m. WaMlu@dsdi@Nr Wrdosaepydemvflfe Ylkbi61Yk,dd4.l„vpapFgoMpa,�fyanjp.,.jggtq�e.ae¢4YudbymamYmlxngvymd3tbk4q.dbmyhlm.Y�mr.a,lcedr.•4+mL hmpnu�,.raymm,c�] 'BIlIvId, E pn8ipny T080083 A!0 44515LJudew. fo 16OIII6Nlvdimses-. tp I.Iomta D,Pf. le oloAm oldildewesmeva Ium,e aEdded Nlaell5ae0ka AcAaY1 rut a^r w I a eamsdatrtmalraafimr;d rlacadvl,eJ. FaPlerw, R3494p6 Job Truss Truss Type Oty Ply WPRHTFAL J68 Jack -Open 2 1 A0251285 Job Reference a Banal 4' A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Mon May 6 09:34:24 2019 Page 1 ID:uMNtX8MFOzgGeYlmYwngyHzGc8X-NpjusgW5YuRRODCTMSDKO07PB85Hgpmlwdl l KzJGyT 1-0-0 64-14 0_0 6-4-14 3x4 = LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.16 4-7 >482 360 TCDL 28.0 Lumber DOL 1.25 SC 0.70 Vert(CT) -0.20 4-7 >378 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a We BCDL 7.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD 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 = 252/Mechanical 2 = 563/0-8-0 (min. 0-1-8) 4 = 69/Mechanical Max Horz 2 = 266(LC 12) Max Uplift 3 = -189(LC 12) 2 = -202(LC 12) 4 = -5(LC 12) Max Grav 3 = 252(LC 1) 2 = 563(LC 1) 4 = 109(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 3, 202 lb uplift at joint 2 and 5lb uplift at joint 4. LOAD CASE(S) Standard Dead Load Defl. = 118In PLATES GRIP MT20 2441190 Weight: 23 lb FT = 10% [cqq-1W S.Or N'l TMI t[UVFU .eR60i 6Y0 lflnticbFllrtleemsMMrtu tlunh..mmduMnl,m} AL 4rbaepgmymlm b.6ndmm¢awLLlaa6nu�maPi,t Anthony T;Tombe111,'PP.E. E. triwWm ,Ndsleim9amtlMi mmgmmlN3+lhJm1m1bRrias:uot�mhuft,.n"¢LabmmibitIOlcJw.EWmmwrbrmewwamhn 6ii g0fdol-..AL,de�em1anau.m11 .od1ntrmlg1oaeYdg9afu xS0083 bbtry6sgwMLn[b¢trMaw.0 I y51 St. Lucie Blvd. bLLrmBr.f[beru6baetmq tl¢llmlvlupummMltrbM,LdiitviessmPmLund.MadvF.gsadrmnwpb1riePoe Fort Croce, F34946 fdMaoInnY,ly'bih201611 Rod1mum-Ariny Job Truss Truss Type Qty Ply q WPRHTFAL J68A Jack -Open Girder 1 1 AO251286 Job Reference o llonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.00m Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek 2019 Dead Load Dell. = 1/81n 6-0-14 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.17 4-7 >455 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.28 4-7 >269 240 BCLL 0.0 Rep Stress Incr NO WS 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 231b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. 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 uide. REACTIONS. (lb/size) 3 = 257/Mechanical 2 = 617/0-M (min. 0-1-8) 4 = 90110echanical Max Horz 2 = 266(LC 8) Max Uplift 3 = -189(LC 8) 2 = -213(LC 8) 4 = -11(LC 8) Max Grav 3 = 257(LC 1) 2 = 617(LC 1) 4 = 258(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; 9401 4th Moving Load; #501 5th Moving Load. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 3; 213 lb uplift at joint 2 and 11 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, noncenwme it with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)109 Ib down and 22 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=96, 4-5=-14 Concentrated Loads (lb) Vert: 8=80(F) d®dm4wd=�prmY bvaYiersssa(m�urmt®iuha�mcum(or(u+a1eoicwo:un�b�urhma,,r=�+db,m(mrurw,onvr�nat?�7db+enl rmsRimwnuMsi,um�(ae.mmd 4m1.mH f phlblmfrbmmehl mb4nUMKd elumrmPlgaYW 4mararn:lbuJegmovp,�e�5ag4rgwNynNOngadlP(kbin'fYbmjer,sly�ml n,iWN(rJn4H intNpnvYfux,Ydgtr9va�aT.68( dwdmilnmh la'f� 4mryC!0d40+K40+n'rrASCdIHvbId414�YbvtltltrIX.MCvlErhmbf?iv4dlM1i 4yn,Li4lWatl¢,4! D64i sem61ti21mF.Y0'WntlM9dE6hrtga�39ry3 pri[j�pn T�Tom60I6�"V:E'. Y 5:80083 bbxsjpe¢vsdQatl¢trnes�l.,dYb1[e rd4rYnl min,Mond0e1,9lofmjmvfGlrfi.cv0�(dWb6�pldYtlmidueml4pstlpbm lM1la�rb,rymilumpmeiak7w�Ompe.M+?n9 "te'wafinnrinm rim Oerbldatl{nfsftl4nl5nYamrhdlpalulMid.Iklnf OuganmtlrJl4rfxyWgamIDnSnEuipuadorCBdq N�mdYmY mldalYi141. d4515t: WCIa 9Wd. � frppi➢bl®Y01{Al botlnssn-/.mdevjLtoeBellOp.LR(i�dod�ol olfonlvmvem,mwplai,isryoh3EeEYiiheelheriitlehyeim lsoohoml-I lootin(seLAePomp'LTemlo N,l1 For[Dlerce, FL 349G6 Job Truss Truss Type Qty Ply WPRHTFAL K01 G Roof Special Girder 1 1 A0251295 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@alauss.com R Run: 8.210 s May 182018 Print: 8.210 s May 182018 MITek Industries, Inc. 3x4 = 115x4 = 1.5x4 II 16 1.5x4 11 4M= 5 Dead Load Deft.=1/161n LOADING(psf) SPACING- 2-M CSI. DEFL, in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.14 7-8 >506 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.22 7-8 >308 240 SCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) -0.07 6 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 45 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'Except' B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 7-4-14 oc puriins, except end verticals. BOTCHORD 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 nuide. REACTIONS. (lb/size) 6 = 265/Mechanical 2 = 254/1-8-0 (min. 0-1-8) 10 = 204/0-3-8 (min. 0-1-8) Max Horz 2 = 145(LC 8) Max Uplift 6 = -138(LC 8) 2 = _-208(LC 37) 10 = -208(LC 8) Max Grav 6 = 370(LC 29) 2 = 308(LC 19) 10 = 620(LC 23) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 3-9=-316/128 WEBS 4-7=-259/155 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS.(envelope); cantilever left and right exposed; end vertical left exposed; 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 psi bottom chord live load noncpncument 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 138 lb uplift at joint 6, 208 lb uplift at joint 2 and 2081la uplift at joint 10. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 378 lb down and 465 lb up at 1-10-8, and 135 lb down and 78 lb up at 3-0-12 on top chord, and 44 Ib down and 521b up at 3-0-12 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 (pro Vert: 1-3=-96, 3-0=-96, 4-5=96, 9-11=14, 6-8=-14 Concentrated Loads (lb) Vert: 3=263(B) 16=-2(B) ea.y.rac,rw4„Y.m•}a}coiiessC�taanren}a+roaoualpu'ulwcnmsunrm. rugs+vr�+d�mm�.m1�,}ayoa.si;�amrmal l=aari:imaamdum..Y. mroo..aa.rraw &id®exrkmb}badtrbiClYhNd 4�tw}nyfapalLL.lrhrfe�dmrW.gldpwII.etyNnGmY@aWa}�q,ep3is.bbh0yibw,3boihp01e6i13i3ia'f..mVn hbP���9� 'S1 Anthony T. TomIxt 111, P.E. tladGiwbgpYgOMngm82tdbt m,mOm'ce0n':dgtlYmb Tagmd,IblpilotbHwdb(mtYHybNq ESPY ®tlYW aAhbngcN.ryd C80083 4q !YmmdYbflCtiGibbdleUqu4orWl ' mieAdgb,patl(aemc IDeffiNUIsbnitlbrxlvdpbbndbbxi}{,ea,a�M LL4,@aPlprdN,IFi11d8(IY,m'wWba'sdpkat Alldmbn8nA0ttlbatlbiwbyn.L.uRiytnYv�l lmWdar,,tlw . M51 S<, Lucie Blvd. ,mry4sNh�faagrlgmGnu:}hdNevtnFd hu�ubrip0pe'h}9hW61Mpr,Y lm,hdadpY,adslkug $1 10}Wmeinn4rWY11Fl � FotC%&ce, R.34946 (eppipN®701}4l mdtmxes•}mtmfLiu3e0,rile}nd.bmdiltldemmen4bmtfnaupedftkdYffivd Mennlnpnmeirco4veAl lod4mil. Avboo}I.IecEe04Pi Job Truss Truss Type (hy ply v WPRHTFAL L01 HALF HIP 1 1 A0251296 Job Reference optional) A-i Roof i fusses, Fort Fierce, FL .waao, eesign(maiuuss.com Kun: ezlu s May 182U18 Pnnt: 8.210 s May 18 2018 MITek Industries, Ina Mon May 6 09:34:26 2019 Page 1 ID:uM NO(BMFOzgGeYlmYwngyHZGcBX-KBrfH W YL4 Wh9gXMsTtFoTROfAym 17Vb3CE686CzJGyF -&0-0 5-2-11 8-0-8 16-4-0 2-0-0 5-2-11 3 l-12 7-11-8 5.6 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ved(LL) -0.28 6-7 >706 360 TCDL 28.0 Lumber DOL 1.25 BC 0.65- Ved(CT) -0.34 7-10 >564 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 6 nla We BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-13 oc bracing. WEBS 1 Row at midpt 5-6. 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (lb/size) 6 = 879/Mechanical 2 = 108710-8-0 (min. 0-1-8) Max Horz 2 = 336(LC 12) Max Uplift 6 = -381(LC 9) 2 = -005(LC 12) Max Grav 6 = 879(LC 1) 2 = 1087(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1411/982, 3-4=1071/802, 4-5=915/811, 5-6=-829!/67 BOT CHORD 2-11 =1 17411245, 7-11 =1 17411245 WEBS 3-7=-423/467, 5-7=-866/977 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-CGExterior(2) zone; cantilever left and right exposed; end vertical 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-M 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 381 lb uplift at joint 6 and 405lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 46 = 3x6 II PLATES MT20 Dead Load Defl. = 118 in GRIP 244/190 Weight: 83 lb FT =10% Riy.Nmtrmylr¢hrb'lIIr91CR$lfC��1ri.W,IAIINtNraR�OfA{tDY flP.fr'iIPF7nE0R':1Tba lufyk�pMfdntlm6[sMlmf RppAv4l�'tl4k'=GLtmbaltlJemA,IMm�a r&stCmlaOyebiL4e<h WiimWra+4dMrvilvblE?vkrti trdvneeyyxvW.y,mlrgeejb t gi5t0:e.�m�F�,{wdbyJnudyuvngrtynfYghNigib,gbbmllti+a81p9fC1,deA1.h4�gvvU?m,idyvticf. v' Or Anthony T. TomtW 111, V.E. dadru Mnlavggix�stsn[rah&itlbD.sybOm'[avvlMvpvbOtltgbgm vhmmcbOC,OeA[dbkibMgmdRli bppMtlhRlCvbXmtlblmy�4Cg1v ^ymgr,btMvdkvgtldYYiepz6�}d �80083 bbit6gpupndaemv. NmvtiK biumbrmmdpwmib4Yytayuugsfev 6'41aMdFudmv„2e.NFpeipMm Al6hmb,epu3@asdais`tlblrmtr,p5u;nomplpmdummnay.dm dv ivh6vf{,vtved+'FdgmawrggdpOVMpd irlmskupbpmbgl>[.Idt p0vprvkmtp4.,tige�inkdp PgbRdavmuHaietM. 44515L LWe Blvd. • fepr1i18D101d}I1ad.Gvas-luau /I.Iam6vIfl.PJ. leptdv%vdaiilpvvem,umllum, iipuEikhd�HEvuavvdevpeimitsio4voAlladUvues b®wrl,iaddOl;lE Fdn: Pleme, R. 34946 Truss Truss Type Oty Ply rWZRHTFAL L02 HALF HIP 1 1 A0251297 Raf.,.�.nnait .Gfb A-i poor Trusses. ron Ylerce, FL 34a4ti, cesign(aialtnlss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:26 2019 Page 1 ID:uMNtXBMFOzgGeYlmYwngyHzGc8X-KBrfH W YL4Wh9gXMsTtFoTRCibylg7Ng3CE686CzJGyR -21-0 6-Si 10-4-8 16-4-0 2-0-0 I SS7 All I 571-8 4x6 = 6.00 12 1.Sx4 O 12 4x4 = Dead Load Dell. = 114 in (/ 6 4x4 = 518 = 3x6 II SS1 10-0-8 16-4-0 6. :1 3-11-7 I 571-8 Plate Offsets (X,Y)— 17:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell UdrMT20ES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.47 7-10 >411 360 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.73 7-10 >264 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matdx-MS ht: 87 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or3-10-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-0-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 8791Mechanical 2 = 108710-&-0 (min. 0-1-8) Max Horz 2 = 404(LC 12) Max Uplift 6 = -373(LC 9) 2 = -006(LC 12) Max Grav 6 = 879(1C 1) 2 = 1087(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1303/869, 3-4=-828/570, 4-5=-658/585, 5-6=-862/798 BOTCHORD 2-11=1154/1169, 7-11=-1154/1169 WEBS 3-7=-627/691, 5-7=-778/881 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and G-C Exledor(2) zone; cantilever left and right exposed ; end vertical 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 pending. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcumenl 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 373 lb uplift at joint 6 and 406 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard a'rsm CCtlebiW,sO bieloan,tCa,pk,dtrmRaMr4lsrlm p�GT`sal..gwhty®{budegRaryv®�myivu06ymzmd.5mgmp hYaupabigk ua�gemadtq c5 metµ hb*ncvrrw,bs��m,m3el . Anthwry T. Tombu III, P.E. d,utlruA berhxepb6n,rmiYrdMlm.fa4.eti�9mN9�a6{KfE.iP.YYmaCbbCmR�dbkllWrb44WWimIt6lRv[96ma�G,4m bteilffi4ml,YflWsrYWtlWhma9�lhd 380083 D@uvr.NmMa�mn.9a'itIWiVYJISffEfla'}6d'Jl[A#StRr�tln6,lp0(ITflj{�61fCfY,grktrih4uprzznt&�rMWreMiim�Gvp&ny�rhW-g1.iMalEltss�mEidnri 61.narMyerfmm.11memrehNrhrandram,46r.riraa.mummmpnAruwhmdw..rte.MSamnretm,. put�vm,erm6bnraoerrwWgv.0 um�puyrL.aus4f.e,�tlm .515t'Lide Blvd. • i4erbr?WFI IaegdxaiarvhcierNa Mla bq(gm619mr.NerBKn rmuttrmM'�adnlsl+i tsgm5dtnnnWebRn.' Fat Plum, FL.34946. foppytl ®1111}I pa(imses Aehov/I,IomblO.Pt leprlonav el0itdemmem,loetllnabpia6iLie1r26od�6erJaopeivvnimheo{ I4d Genet .lo©nrt.imlo O,FE Job Truss Truss Type OtY Ply a WPRHTFAL L03 HALF HIP 1 1 A0251298 �J.bRef .. ce (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitiuss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. 6.00 12 5x6 U 4x4 = 314 = 5x6 = 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) t1dell L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.81 Vert(LL) -0.36 7-8 >538 360 TCDL 28.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.59 8-11 >330 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 7 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2'Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. fib/size) 7 = 879/Mechanical 2 = 108710-8-0 (min. 0-1-8) Max Horz 2 = 472(LC 12) Max Uplift 7 = -390(LC 12) 2 = -097(LC 12) Max Grav 7 = 886(LC 2) 2 = 1087(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1238/645, 3-4=1155/970, 4-5=-1033/989, 5-6=1013/985, 6-7=-848/867 BOTCHORD 2-12=1013/1035, 8-12=-1013/1035 WEBS 3-8=-597081, 6-8=-1252/1288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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 nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.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 390 lb uplift at joint 7 and 397lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Dead Load Dell. = 1/4 in PLATES GRIP MT20 2441190 Weight: 83 lb FT=10% roq.FmbuA4mtrar'taWMt1968f88ir{4?iILLWYSiNX011pnmILMf0N11(alnagarba ivpt6:4rrnnetdnel.ie�abLm Omr�b'4i�,'e3bsJaYttmbt&Yt Wmohtlk5nn Ympv.n�sb194mg Yrt4mnY1�4®4mAtrblLek�d4 h�t�capFgcapr.lpJvj(gafbWCW69pnnao iedtrpJe�gmngrtq�M2nbb60.pib9�t Banc.kiwm.,.bvu.bmq.vcnm,tsgvcun .Anthony T: Tombu ill, P.E. dmtltlrbobmtbyepCfuWmd'YdbPam.hMvYw9eEa9m.b�+s14r�,Yb�oYYbBLIi C[dbtr9Ydd9oYda11 h5lmdtlble.InbNadb,NnYYs'IbC4Yarhbl9eetlt®id9kb tdettl ^80083 bWVxll+oYefGmi�s 31vnNWubP]rJLR�M1�kk+�Ibk�9YnJ®r�riba_w�)!�JYMWtl9IJnitivitl wk"6 �1Rnbbh+ci.a �elbtidbimv®,Sv,➢.nhvPr�tlmtlLmLdmieiCa RnbWdhrlebp�aYA?r h4pbrwrM1d IDlrmuaikpgbbnmt uq iebmfndgMwYn�4agmidk.im¢ebeGW 4441541ade Blvd. (rpnipURNIpHWdemus-Am2ovfL1vs6e0bff. fep higudd"ndoomrv.'vmrkim,upoA3dMdlevllterielmpeimiui bv.Altnr1m tRedverLia�4I11;rE Fort Place, FL.34946 Job Truss Truss Type Oty Ply WPRHTFAL L04 HALF HIP 1 1 A0261299 Job Reference (optional) A-i nooT i russes, Fort Fierce, FL a4 u, eesign(mattruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 Mil 1.5x4 11 6.00 12 4x611 1.5x411 3x4 G an.dd d1 12 a 73 14 15 7 3x4= 5x6= 6.6= 7-5-8 16-4-0 8 7-5-8 -10-8 Inc. Mon Mav 609:34:282019 Dead Load Der. = 3116 in Plate Offsets (X,Y)= 12:0-1-0.Edoe1 13:0-3-2 0-0-41 f8:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.29 7-8 >672 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.45 8-11 >436 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.02 7 n1a n/a BCDL 7.0 Code FBC20171TPI2014 Matrix -MS Weight: 95 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-8 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7 = 879/10echanical 2 = 108710-8-0 (min. 0-1-8) Max Hom 2 = 539(LC 12) Max Uplift 7 = -459(LC 12) 2 = -377(LC 12) Max Grav 7 = 885(LC 2) 2 = 1087(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1271/585, 3-4=-1260/1002, 4-5=-1150/1027 BOTCHORD 2-12=-1076/1101, 8-12=-107611101 WEBS 3-8=-841/997, 5-8=-127111334, 5-7=-885/942 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.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 4591b uplift at joint 7 and 377 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.011d live located at all mid panels and at all panel points along the Bottom Chord, nonwncurrent with any other live loads. LOAD CASE(S) Standard rvry-Rwnvsg}mnb't160✓1o9LLS(Ylla1®]lllal6e(npOC6d6d0YrmfrjtOxMFBf4al'Ym I:b6epramnbdrtJmuee,heum0aphgg116T,m6imdi 1mRrt WeanAanM,r_ MmCa.r+ttMmmRgan WdmxNi�ra,b➢kndtrbiWxbM4lnlna[a7ara4G .Samhw+m)dw gtIDrtrtr�ammeay.wWd,Jew,Gcmyvpe�Y�ry4C,6rgam�d,hmel�rml,IEBuh.dn4Vtfim¢umfin,ImEgstastmn+ .1th,hy T.Tombolll,D.E. m,mdtl,mamgRtSi„A®+7dM0em.mOmY�nl,100rtbbdMM+A G,apOdb54R0rhhim149W,dNA mWmddm@tii 1barvEb5m161M1a0M1+RRlfGYnrlW b9pRn9�M.Tt.. •0083 R mm.R umrerrbibrR Yfrtaerttimm(eLsHgnpel5bpdFg0WmlbgmtlrJm LM1I1da,R,eeaY3ndlmdY4u h,ge,L.tilmp4pvdLasYMSea.,am 4451 AmhAulgr(dmrhefmMgd.Ri,nbdhdpSmm�Mpdm1abdlwpk4gcfdepbmkk�YIleMylsdc�tgYdmq¢00Wf40wd .Lude FmPlera• FL34946 ra tlD ID16N3a1lmue-l-vIE T,Iado rE 4 edvd®deuaeoeiem,'a tnnn o65irodrOSrnnennn mmvoepemlirvd :lreM Gvan..tT.UD,FL 7Pk ®1 14 P ar W W' . Job Truss Truss Type Oty Ply r WPRHTFAL L06 MONOPITCH 9 1 A02513O0 Job Reference (opt net A-1 Roof Trusses, Fort Pierce, FL 34946, design@aibuss.com Run: 8.210 s May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. Mon May 6 09:34:28 2019 Pagel ID:uMNtXBMFOzgGeYlmYwngyHzGoBX-GazPlCZbb7xlvgVFbIIGZsl2hmRcbNpLfYbEA5zJGyP -2-0-0 164-0 2-0-0 164-0 6.00 12 3x4 9 5 3.4 = 5x6 = 6.6 = 16-0-0 Dead Load Dee. = 3116 in Plate Offsets (X,Y)— f2:0-1-0,Edoe1 T5:0-0-13 0-1-81 17:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.29 6-7 >666 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.43 7-10 >450 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matdx-MS Weight: 85 lb FT =10% LUMBER - TOP CHORD 2x4 SP N0.2 `Except` T1: 2z4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 54-14 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-10-0 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 MiTek-recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 108710-8-0 (min. 0-1-8) 6 = 879/1vechanical Max Hom 2 = 599(LC 12) Max Uplift 2 = -351(LC 12) 6 = -530(LC 12) Max Grav 2 = 1087(LC 1) 6 = 879(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12881507, 5-6=-320/397 BOT CHORD 2-11=-1111/1127, 7-11=-I I11/1127, 7-12=-1111/1127, 6-12=-1111/1127 WEBS 3-6=-1257/1238, 3-7=0/345 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical.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 nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2 and 5301b uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard cm�rmvvmya�m.ivt+rmom�nsurSa�a¢im:ememoatBmu+turtc}atmvuewma.,.ga,gF e,ed,a.ie: mJmeanm�¢e;rt¢,m6eaavuwpri:rd�,anunx mccoNsai®mra.W �/_�\ mmsm r�amie.mmtvJNea d2 ts,mn6aga¢nrgie sla+S[�ym�Po PoR9 e�meRfm¢mndmmi•aa!Kwrtca3rmtr�L�a6em�riusgesdo&Jmd. akmt �b�v:sOrv,tf5�nv of Anthony T.7omb6 111, P.E. J \ mrwdC43rmixetpYgN6e Q4Pwab6,ai�'ad,pa m6ItJA�C4'tlMtKetibKmOtd6ldkliy6LstlM is dd4tWf�Po6rtlroVmxmttr6yla3M1'aeP,e,3mma3te93P14m NjmtAgd 380033 � vi a m n momae IDoc a aeamwst wfl ae mxmxmmm A� 6aa samo�u 5 mum 4�� m„ am,ve�ae m etmmo y�� mdw:m Aa tu§g'dfretram jzd�i+yu3kde=�whn?dYatsP` sbP.@.bYq� Pil�r xLgef+ _ edvNsd+Y.iry %<e*elnldadgka. L lmde Blvd. 1/ FOrtRO4451 q ft..349d .6 to itPBIBkI Haatimsses-6c16w fomhe Pt h viedmaifOndmo�vYmae fmm,a okiFM e�mlmnttmee o'®ismeSw Al Podk,sus vA" TJ'dklVL PPOb il• U4 p T @ P r Job, Truss Truss Type OtY Ply WPRHTFAL LO7 MONOPITCH 1 1 AO2513O1 Job Reference (optional) !F A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 01 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon 6.00 12 3x4 = 4x6 = 6x6 i 12 8 13 7 3x4 = 5x6 = 6.6 = 7-7-15 16-4-0 7-7-15 8-8-1 Dead Load Der. = 3116 in Plate Offsets (X,Y)— I2:0-1-0,Edee] 175:0-2-0 0-2-81 I6:Edoe 0-2-01 I8:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.29 7-8 >673 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 SC 0.71 Vert(CT) -0.44 8-11 >446 240 BCLL 0.0 Rep Stress lncr YES WB 0.50 Horz(CT) 0.03 7 n/a We BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 84 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except` W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-5-14 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-10-0 oc bracing. WEBS 1 Row at midpt 6-7, 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2 = 1087/0-8-0 (min. 0-1-8) 7 = 879/Mechanical Max Horz 2 = 560(LC 12) Max Uplift 2 = -369(LC 12) 7 = -483(LC 12) Max Grav 2 = 1087(LC 1) 7 = 879(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-0=-1283/567, 6-7=-309/370 BOTCHORD 2-12=1100/1119, 8-12=110011119, 8-13=-110011119, 7-13=-110011119 WEBS 3-7=-1232/1207, 3-8=0/343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp 0; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 pending. 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 369 lb uplift at joint 2 and 483 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard leq.Y.s, Eeny1¢muxb'!il[9 t6sO�!R'}33lliaWttG15IC6t�9n,�'WRPjIptlnE4Wa1'6a fifik�p(sm�mldnawssua.],wM4�*Wl�ld£e+c4Witcs4rL4kmSefEm.u. FYsmaameutrt9,mh NdIm0.lbb�rM.�tr'slbrhnS b.i,wBarle4; G5 7 }r.�aaamncnc+ne modkM�A=,^gm '' mrkapaae,Ghumsl�eMvd;taw.,vfaut mLK4�+ta�1�r?mv ! MMon9T: Tanabe at, P.E. alnrausamanrr�ntr„�a'^ramo.m.ma.r,'1.�usdymrmVaSc�m.rmenaamer.mudnwwanrsdwt msp.daatm:+w�em.rakummW�ia�r�weit.gmoktrrv=ei7a sflooe3 ' 6.tdigoaFpsmttmm Nm.syM G+rN lbpmwolpm�au.diLyoyvml�Wnssm(@SjpG3d.Mo14nnduaNblcd��iailEwmreipss6srsm�mtitwmga.un+&vjr�b.rmim.xad e;,me: 4451 St Wde BNd. iPm�ukRdry.f.eogdgrrn+ah�p4aanM1ai4u dcp6,ono)7mkirw&m+caNnfwati}aaa 3lMgefl;aism.mnldWb Ul fext Piwce. R.. 34946 IgyGI l^v 4016#1 raaifrews-1i14eeTl,tem6el#PE 4pedcCmdA6dewmenl;vvofh,zk;,Waxl-rA.16 rnmpeimisswvhem#lkdirvtul AgmcerT.in¢Sv. N,Pi. Job Truss Truss Type Oty Ply Y WPRHTFAL LOB HALF HIP 1 A0251302 �Rf,,,,, onall A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 6.00 12 5x6 11 4x4 = 4x4 = 5z6 = 3.6 II LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(L-) 0.34 8-11 >576 360 TCDL 28.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.62 8-11 >311 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.01 7 n/a n/a BCDL 7.0 Code FBC2017TFP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* Tt: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING. TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-7-9 oc bracing. WEBS 1 Row, at midpt 6-7, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 879/Mechanical 2 = 1087/0-8-0 (min. 0-1-8) Max Horz 2 = 493(LC 12) Max Uplift 7 = -410(LC 12) 2 = -392(LC 12) Max Grav 7 = 889(LC 2) 2 = 1087(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12211605, 34=11471956, 4-5=-1020/976, 5-6=999/975, 6-7=-862/885 BOT CHORD 2-12=1005/1022, 8-12=-1005/1022 WEBS 6-8=-1288/1321, 3-8=-658/841 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left ezposed;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 nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-U wide will fit between the bottom chord and any other members, with BCDL = 7.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 410lb uplift at joint 7 and 392 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. LOAD CASE(S) Standard Inc. Mon May 6 09:34:29 2019 Page 1 kX_4R97pV53gF79laKnJVuBKoiXzJGyC Dead Load Defl. = 5116 in PLATES GRIP MT20 2441190 Weight: 84 lb FT=10% Wvq�rm4Yeey1lMYYm'N6900fl8tW a{r79LLi6�6¢lltlBifCa(6tOPt�mitfO;.P.�9rYa htthW,R'�¢v[RAa4 ffii 9mA��liB6eldll�brrlmbd,IL46+enSNNIb,N MmS Ntffi!PM#,AW, WYhmus�mdeHkedhrmi61Ykrt4 h¢ta+Euepryimt{4,1ry6}Igem}QY�pml rArtre�om e4663uredrr�,xy¢,gs55,6rxks¢ih�ihWSIg11t4�P•0�r 4Lt, iWlnpflc�,mlA m.a+Ci dmdtlf3rruM®fr',�iu4¢mB utlddha.hPnfvY a(K� mr3+9 GYmumdbM&fltdmWdwlCry+WtltRlffi.P�d4P�IAdWfiHm661t,M1�ial�k3 s¢'.3ec�hvbltl0khe4MZ'�d . Andy T. T6Mi6111, F.E. $80083 6uatgem�mt.Em u.m e�nodwmm�aeu�¢¢+ emW�[: ,atmhmaaap;mr hdf*BIDam bysa¢ mfkemm¢Hviureseftrcimtlmias[a�M.0 advaLyuasY2mu�ce,dm 44515t rude, Blvd. • Imr..ieYBrMI(..LNnQed7Pk�'"sehdPk+bgSti"ki»nRdargmffkiPlm1atl90aiw SleS�Tvx_kYiytd l9¢ani"-W'�%rtkemM1tfignW.1, FmAercg FL,34N6 tep}uBb91016111edU¢ses-,Am3myld¢¢OeIIbR.E Bepisd¢�i¢Yii� fcnmYm,ungfhwep¢k3B¢dYdEaAW YAtleayi®6fiaficmAl➢oolTivsuyAodYviTTe¢hp01;lE Job Truss Truss Type Oty Ply WPRHTFAL L09 HALF HIP 1 1 A02513O3 Job Reference o tional A-1 K00T I m55aa, ron YIeTCa, rL J u4o, oeslgn(QalIDlss.com 600 12 Hun: u.11U s May 182u1a Yrind 8.210 s May 18 2018 MTek Industries, Inc. Mon 11 Sx10 MT20H3% 12 13 3x4 = 4x4 = 5x6 = US II _ 8 0 16d-0 T86 8-0-0 6 09:34:30 2019 Pagel RiZ5y3Gze7r4LF_zIGyN Dead Load 0e0. =114 in Plate Offsets KY)— t2:0-1-8,Edgel, f4:0-4-3,Edgel, 17:0-3-0,0-3-01 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.34 7-10 >579 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.59 7-10 >331 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.01 6 n/a Na BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 81 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.OE *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-13 cc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-9-5 cc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 87910-8-0 (min. 0-1-8) 2 = 108710-8-0 (min. 0-1-8) Max Horz 2 = 425(LC 12) Max Uplift 6 = -371(LC 9) 2 = -404(LC 12) Max Gmv 6 = 879(LC 1) 2 = 1087(LC 1) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=15ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical 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, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 6 and 404 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. FORCES. (lb) LOAD CASE(S) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Standard when shown. TOPCHORD 2-3=-1203/658, 34=10701947. 4-5=-9581913, 5-6=-838/832 BOTCHORD 2-11=-936/976, 7-11=-936/976 WEBS 3-7=-490/663, 5-7=-1121/1174 NOTES- 1) Unbalanced roof live loads have been considered for this design. reBq'haGmflR�w m'111xi QEf9(®�yH1i1;IF11Qr[p1tRf4041plljlea'11:4T.IB6LL11`belcryivtrrsoYn, d,tivh Y1,mNPEmgillCdYlRglL:bRlFNvm9,EYk,u Odu,Ne.IV Cda4M, ti Y1<Y(wmn»4aY1WYm1pOfYNdY 1m,Nupivpanlu.k lfv}uiYmu wlnnyiwompiaYyanmdv7.,sgrsgaaovik Y4sPam�yel ntlwab¢waxawlgLnM.gauapuq wgtmom,ueeery q�ryionTombDM, P.E. y T, ' dru4F5I YgYxyeYMnuHYdmp Yd+sir.OxEdglaYYYrybya.mmYtlimOCtlt'vlNilYMgo4villH lYyPnddhnCtlaLL' n,lYimttlEgteq, h,YLsniOvyJ�Yhmpadi�[ 1. 80083 YY:ghgatlGnpctAns�WM.m1Wd6pmain/pfArv�&PiYlrnynmYgkYvao OappWAf¢Wd1Wm,Evm/YFinaP�.>r4 �bmpaiR,StlOestlbtg Yapa.l,nstrryfega nllms6a[u.rtr4�m 44515t. Lune Blvd. ne.lum,:M.ummgmynem4kdlrvxnLNtnuwgm�umhmlYWgggn,oluusp.[gswculwuy N�moAc a IaulYml: Fort Pier¢, R 34946 � Fopdnpll®PBI6Ad lodinsses-Amlos)I Tvxly OLP.L Repmdvmvvofl6isdvmov+,'v myUim,ppiaEtde4 x'4hvmYe vdnev peimiEwvhvnAltedlnsu{AiA vrl'.Tomlclll,pf Job Truss Type Oty PlyVM05A TV�AsLLEY 1 1 AO251304 Job Reference rmtional n-i Roof russes, ron Pierce, rL J una. aeslgningalauss.com Run: 8.210 s May 18 2U1a Print: 5.210 s May 162U18 MITek Industries, Inc. Mon May 6 09:34:31 2019 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-g9eYKEbUu2JSmlEgGQrzAUwaDzcXorYoMVpunQzJGyry Y 4 0 W 3 2x44 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) We - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.18 Vert(CT) nla - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 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 = 23214-11-8 (min. 0-1-8) 3 = 23214-11-8 (min. 0-1-8) Max Hoa 1 = 143(LC 12) Max Uplift 1 = -68(LC 12) 3 = -140(LC 12) Max Grant 1 = 232(LC 1) 3 = 232(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-258/365 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;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 nonooncurrent 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 68lb uplift at joint 1 and 1401b uplift at joint 3. - LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 17 lb FT =10% Pmq.P: F+Nib,merb'SIMYVRfe(11ni@L'nLIDiGt[4r1dC01B109fN'R1tIG9n@®:1TYa MjWrM®m�did��mdiLm&nVM6111CA,d61vY11 iwb41LldemlptllMrv.OtmtlhrttTl�dID4vF Lidm�m'i..>u+kEMMYmiAi�M�Ol lirlwpmgfgan{a.fpgfnaN�mWmu/1n,m�mmvpm,dYxdo$aaPengmlm�L^.bte6YytlYm�t6c�hpptil0�%,ivv4l.pM�mtm."a,1�n4Y5m5t1ar Anthony T. TOmbo 111, P.E. dmedmtbu4mrd,wgtl6nq�3ptlWCm.u4vw'ineaan,omNMdq RYiv.YbREdblf.m&tl6MlIdA3 vbMwRw'dM&10WgW.d YrinbNhiiMR9xT.tl.b' vdkWO®6Mrt'. Id 2BB083 6WYgBeJpvdev1w a@iulgm4i2tlbpemIXnlnl�dbtXglrtyelldq gnbB6QplddlflRilVa vauYudfipWryLa fill,ta,pirym�YOndKa"dhlw4Jw,Lrtipep4P�dN¢Wd-A"n,Wn mn.ueaF ahl(megNgsiei4hep:IMaistmimy4�eS1'm 11"�m,eu uSrmeBpudnkimq.YryWmcvimeMwdlni 4451St. Lide Blvd. �(epltilEtd718ll4tbdtmus�lidAvvilJemEe IllPL feWHoRm'41@bEowmmfbeet(vm;itpeGt�tedmffiovl0avupmpeimsilv4k<m A•7 Peelbnur-kJlo•yllamppOGPi Fort Pfmwi FL-34945 Job. Truss Truss Type Qty Ply WPRHTFAL VM17A VALLEY 1 1 A0251305 Jab Reference (optional) A-! Roos i ruses, con rieme, aesjgnLaiuuss.com nun: B.am s may I 20113 Pnnt: 8.210 s May 18 2018 MiTek Industries, Inc. Mon May 6 09:34:31 2019 Pagel ID:uMNtXBM FQzgGeYI MYwngyHzGc8X-g9eYKEbUu2JSm I EgGQrzAUwbUz2wpfoMVpunQzJGyM 4x6= ISA II 3.3 II 3A 9 a 10 7 6 11 6 1.Sx41. 3s4= 1.5x4 I1 3r.311 Obi-8 16-6-8 0 16- -0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n1a - n/a 999 MT20 244M90 TCDL 28.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 5 n/a n/a BCDL 7.0 Code FBC2017[rP12014 Matrix-S Weight: 57 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD 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. Al bearings 16-6-0. (lb) - Max Horz 1=135(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=-114(LC 9), 6=-343(LC 8), 8=-209(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=337(LC 26), 5=364(LC 29), 6=741(LC 1), 8=533(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=655/623, 2-8=430/483 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=15ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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) 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 lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb) 5=114, 6=343, 8=209. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. LOAD CASE(S) Standard hq-ImtrmgU�nmb'I.IIL0nnf6(NLRIGr9L'P.8`rtRllpCn�orC�ffllr6.gID&;1TIm reS..G:}Pvatm2M�YvmMLm Aoq,�aq'IBP W p4igl.fmb4rS l6vva4rtWmu MgcbertvW awT.d,vry Wthumnibnueb,wkSiclxkrtl brumgsptiycKpe.Srm6lfgme}muamgWrtprpsmn�rmedbpmuomv�meynymlr.tr'Lsvp46:vry4v�AlcNmStlore.mml ralu4mmymrNamc?nvm'+el Mthmy T. Tombo lll, P.E. dal Win bgrNtg9�aqam(trdb Mm.b O.Ntr9v mrpm6t gprbw,Ybm�YYYak"i,m, hih.'�u ragrm,/�6rW.IRaBn+�b HatWgieOy Camr.lxYmtllagCNpmnp�a4ryd 8Lude I awa1�'Avmnwe. uamwradrprarga+dr�r+dwyf.q..stmev.s.pgpu�uhgmrma.rt+dsrmarda min® p,amnasmaru,um�.u.ar,�paywaNmumxa..m, k rOm'Mg4vlbrlmedgedgeenmqh�r•<m 8mt,ncMpfgacn6><�,,M�yb9pa,v7m�INmrS?urlmt �xi an mrhvmpLAulYm1. g451 St Wde Blvd. 1S � (rplrigb OYOIF41ImfLarzes1e15earLlemdrlO,Pi Iry,Nedwdd"ndemmem.urryhlm,npal6BedxWaol6e nivevpeimisdaotram6I tod4mes:Arborri.lvc6i01, Ft Fort P1VW,FL.34945 J JANUARY 17, 2017 1 TYPICAL HIP / KING JACK CONNECTION STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-009-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r` Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2) 16d Toe Nails )) TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) M1nl6anyT;^lombo III,'P1 S T=p 4451 St. Lude BIA Fort 4ie"N FL 34946' FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 44S1 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772r69,1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) 24' O.C. 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL VITF 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 (MINJ. ' 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 ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH V(5) - IOd COMMON WIRE NAILS. ENO WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (A31' X 3') NAILS SPACED E' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-99, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (A31'X3') NAILS SPACED E' D.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE TRUSS / UKAL TRUSS -iMl 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. STANDARD PIGGYBACK TRUSS JULY 17, 2017 I I STDTL04 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. 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. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' OLJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTIUSE 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 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. Anthony T,,ToMbo IU, P.E. 8 80083 4451 St. Lude BNd: "P�l rEE:I% 34946: JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409.1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=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'. INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASE TRUSSES _e eNU, UUMMUN 5S, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PERASCE 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 WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS#2 MAX SPACING =24- O.C.(BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4'X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. Wlaipxs,Yta@bMbblPopNmd Wlettrep(geaSpvl�FrproyhWos.IGmmairyidbpavaWe{cayrt,p�'bbkmd6f 9r,bLrvh(MabS9rQ,abiSL Nt,�+,mv�!�inWBgwimgYrCU7 Ap6,pm T:Tom60I11, P.E. ' al tlapiwbglddghbnam94ydb Nu bo-vd�w dipp.bta�bWn.>bomla0;,acdbkdla�imtlmt.mppwthtmmgbu tmvcpddw�v�¢�mmkngYaubmm,maapa 986083 b{dOgApmWtNpR 19N1MPppbLTJdb,Ksn.dpi�vtb4'44gveStlstd.mmnSR/ rhWdSrJ mmYpedy�iR�CmbnhaeYr+memYbumGepe.cRtx40 ea?mub6fcc v§O 4451 St.Wde Blvd. tt.uek9dk.�thlgdavavmq#aph¢prbd,N4n tavpf5vantllbt'4gkap bay�eaE.wexd4lvLq tAcivtrJtm vNsleYil • r.«..E�e�inulvua..-.... rn_.i♦ mv. v..._�_. ......�.. __e _ ..�_. .�... ._. ... ,. ..�. ..l ma. Fart Werte,FL 34936. FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10d 2. WOOD SCREW= 3'WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL 'A. C!. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. �'. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT V ROOF TRUSSES TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 4461 ST. LUCIE BLVD. 6. NAILING DONE PER NDS-01. FORT PIERCE. FL 34948 GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 77IERCE.. FIL TRUSS, OR GIRDER TRUSS SECURE W/0 VAL (TYPICAL)I1 II II N(I 7II I II IIASET 11 SSES DETAIL A (NO SHEATHING) N.T.S. �� GABLE END, COMMON TRUSS, OR GIRDER P I-12 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL'A' BELOW (TVP.) 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 3112 MAXIMUM 6112 CATERGORY It BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS 42 MAX TOP CHORD TOTAL LOAD - 50 PEP 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. Imp eemm,rt4ma.d'HUar«amC2B0}mewlutlYromr•arssrc!cnY?�cmka 40k�r�*dn+.m.mmk�mnlm;dbugtba.4ttt�mmvnq.,mnmmn�,a.4r,p.ry Gtbnmr,�mchWdbmYk�kstnsaw44e'.@i.Yn7rT+:4uiagima�++bmrmtlbp,4esYgsegm,plurbdMsmupad4swmbl�i!'.dzm me*P��+I�°0��4 pnNany T. TOmbo 1R,. P.E. dsn4gNerkgP2Lyh0,np,udgtlbba bpm5vvv¢4ga dtdbik0perr bobtl/4D; blfvfmidp�dgmmlVrtbgv844140dg4udibMLVJemptamrytYq,.m,hAl.dMgbfbbrmryfl®e0 590093 ' 61aeStiapmdkam GmsssmebWdmm rimy+l9mGb0adgkspeefdSlb�sgFjdSGd¢md9anefea3stiFedpeb,]Nm`nb_jv,M1.^-nol6midNakspv,!mkyt+yasdtoi0ffitlmfa �nrfGdrt�kY%1RdR+YmagbCptieMlN,ik4rekepl5kvb/.RYkm¢ v5m¢�ti_4pvmdm(dii{ llgihNbonmf44YRt U51 SL hide Blvd.. d(RlsiykQ1470411rILssus.kkveptkmlomPi:.le(edvSoYdOefaeoevl:.u®pLm,upo33aNrdwus3enempnmisu®6vllPvdpmss;k9apTSwM B47L F02 PIp1M, FL 34906 DULY 17, 2017 11` STDTL07 (HIGH WIND VELOCITY) 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 UN BRACED LENGTH OF 2' -10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD NOTE: VALLEY STUD SPACING NOT TO EXCEED 48' O.C. SPACING. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) ore a r.r:m er MOmny T. Tombo 111, PF: .9 80083 4451. SL.WBe Blvd. Fod Piehe, FL 34946 FEBRUARY 17, 2017 STANDARD GABLE END DETAIL 1 STDTLOS ` A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, 6. O.C. VER1 STUD TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS 3X4 = V * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHDROS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLOG. 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 Uld NAILS SPACED 6. O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' D.C. (2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO ERTICALS SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Ed NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 1D. 10d AND 16d NAILS ARE D131'X3D' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#3ISTUD 124 O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4SPA31STUD 16'0.C. 3-3-10 4-9-12 6-6-11 9.10-15 2X4SP#31STUD 24'0.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12'O.C. 3-10-15 SFr11 6&11 114W 2X4 SP#2 16' O.C. H-11 4-942 6-6-11 10-H 2X4-SP #2 24'O.C. 3.1-4 3-li-3 6-2-9 9-3-13 j� DIAGONAL BRACES OVER 6' - 3' REOUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REOUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' D.C. WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90X OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING NAILS lOd TRUSSES 0 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL 30 FEET STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. C'.. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORO DR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34945 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (OD NOT USE METAL FRAMING ATTACH TO VERTICAL CCC ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO O TOPATTACHCHORO 1 N IBLS WITH (01313)% 3')d NAILS SCAB V(0.131'ITH 3X 3'). r NATTACH TO AILS (0131 VERTTICAL 11 \ WEB WITH (3) - 10d BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IOd NAILS (0131' X 3') IN EACH CHORD ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0216' OIA1 USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - IOd OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 3') EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 C - STRONGBACK r (TYPICAL 0. WALL SPLICE) (BY OTHERS) THE STRDNGBACKS 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 (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 0 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL MM 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 450 WITH THE MEMBER AND MUST HAVE FULL._w0n XUPPDRT (Neil MUST gE_DRI.VEN THROUGH AND EXIT 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 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 pp .128 74.2 67.9 58.9 57.6 50.3 z p .131 75.9 69.5 60.3 59.0 51.1 J N .148 81.4 74.5 64.6 63.2 52.5 1 ri 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 BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 845 (LB/NAIL) X 115 (ODU = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30° TO 50° 45.00' ANGLE MAY VARY FROM 30° TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE ENO DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW C2X4) 3 NAILS VrNEAR SIDE 77NEAR SIDE . NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 69' 45.00° FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDR12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 - 59 46 32 30 20 z J .135 60 48 33 30 20 (7 .162 72 58 39 37 25 J 2 (, .128 54 42 28 27 19 F Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 J Lo J N Q M Z .120 51 39 27 26 17 (� Z .128 49 38 26 25 17 O .131 51 39 27 26 17 s 0 .148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR WINO ODL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 (OOL FOR WINO) = 148 LS MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *00 USE (3) TOE -NAILS ON 2X4 BEARING WALL so* USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW 5, 2016 I TYP W NAILER ATTACHMENT I STDTL13 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 iw.lw:4:, 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. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTLI4 W A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011 (21-61I) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1708 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 173E 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH I9d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2)(6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C THE LOCATION OF THE BREAK MUST BE GREATER THE REQUIRED X DIMENSION FROM ANY PERIMETER AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT 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 IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENO 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. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THAN OR EQUAL TO BREAK OR HEEL JOINT (SEE SKETCH ABOVE). FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772- 09-1010 TRUSS CRITERIA: LOADING: 4D-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XS PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION U111: 1. ATTACH 2X_SCAB (MINIMUM 92 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IDd COMMON WIRE NAILS (148' DIA. X 3') SPACED 8' 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 SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 4(Y) SPACED 24' O.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. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES