Loading...
HomeMy WebLinkAboutTruss4451 ST.'LUCIE BLVD 1 FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: PROJECT COUNTY: 31 LOT/BLK/MODEL: JOB#: MASTER#: OPTIONS RENAR MORNINGSIDE ST LUCIE LOT.25 / MODEL:SEAMIST 2215 / ELEV.B1/ GAR L WRMSSMB1 L 16' 8"X10 LANAI NO VALLEYS A-1 ROOF a TRU55E5 AFLORIDACORPORATION Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job WRMSSMB1L JOB #78906 A-1 Roof Trusses 4451 St Lucie Blvd • Site Information: 'Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: SEAMIST 2215 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: FBC2017/TPI2014 Design Program: MiTek 20120 8.2 Wind Code: ASCE 7-10 Wind Speed: 160, Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 32 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 A0295890 A01AGE 10/18/19 13 A0295902 CJ5 10/18/19 25 A0295914 FL07GE 10/18/19 2 A0295891 A01GE 10/18/19 14 A0295903 CJ5A 10/18/19 26 A0295915 FL08 10/18/19 3 A0295892 A02 10/18/19 15 A0295904 D01 10/18/19 27 A0295916 HJ7 10/18/19 4 A0295893 B01 10/18/19 16 A0295905 D02GE 10/18/19 28 A0295917 J7 10/18/19 5 A0295894 B02GE 10/18/19 17 A0295906 FG01 10h8119 29 A0295918 L01 10/18/19 6 A0295895 CO1G 10/18/19 18 A0295907 FL02GE 10/18/19 30 A0295919 L02 10118/19 7 A0295896 CO2 10/18/19 19 A0295908 I FL03GE 10/18/19 31 IA0295920 I VO4 10/18/19 8 A0295897 CO3 10/18/19 20 A0295909 FL04 10/18/19 32 A0295921 V08 10/18/19 9 A0295898 C04G 10/18/19 21 A0295910 FL05 10/18119 33 STDL01 STD. DETAIL 10/18/19 10 A0295899 C05 10/18/19 22 A0295911 FL05A 10/18119 34 STDL02 STD. DETAIL 10/18/19 11 A0295900 CJ1 10/18/19 23 A0295912 FL05B 10118/19 35 STDL03 STD. DETAIL 10/18/19 12 A0295901 I CJ3 10/18/19 24 A0295913 FL06G 10/18/19 36 STDL04 STD. DETAIL 10/18/19 The truss drawings) referenced have been prepared byMiTek Industries, Inc. uridermydirectsupervisim based m the parametersprovided byAA RoofTmsses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date forthe state of Florida is February 28,2021. NOTE. -The seal on these drawings indicate acceptance of professional engineering responsibility solely forthetruss components shown. The suitability and use of components forany particular building is the responsibility ofthe building designer, perANSyrPI.1 Sec 2. The buss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to attires as'Structuml Engineering Documentsl provided by the Building Designer Indicating the nature and characterof the work The design rxbedatherein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecdx: location]. TheseTDDs (also referred to attbres as 'structural Delegated' Engineering Documentsl are speeialtystructual componentdesigns and may be pad of the projects deferred orphaned submittals. As a Tmw Design Engineer(Le, Specialy Engineer),the seal here and on the TDD represents an acceptance of professional engineering responsmirrtyforthe design of the single Truss depicted on the TDD only The Building Designerls responsmleforand shag coordinate and review the TDDs for compahbilitywkh thekwrihen engineering requirements. Please review allTDDs and all related notes. lbevi��✓ccA, !!?/-lv/(q Page 1 of 2 FL LJC, ,Altorr IZaoJ— Manuel ; GrDigi7.allysignedby }. AManueIWartinez 1022 Marti'33 04'00' Manuel Martinez, P.E. 4620 ParkView DE SL Cloud, FL 34771 AAA-1 ROOF M TRUSSES AFLORIDACORPORATION RE: Job WRMSSMB1L No. Seal # Truss Name Date 37 STDL05 STD. DETAIL 10/18/19 38 STDL06 STD. DETAIL 10/18/19 39 STDL07 STD. DETAIL 10/18/19 40 STDL08 STD. DETAIL 10/18/19 41 STDL09 STD. DETAIL 10/18/19 42 STDL10 STD. DETAIL 10/18/19 43 STDL11 STD. DETAIL 10118/19 44 STDL12 STD. DETAIL 10/18/19 45 STDL13 STD. DETAIL 10/18/19 46 STDL14 STD. DETAIL 10/18/19 47 STDL15 STD. DETAIL 10/18/19 48 1 STOL16 I STD. DETAIL 110118119 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 , ` l i . _ tob Truss Truss Type Oty Ply WRMSSM131 L A01AGE Common Supported Gable 1 1 A0295890 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 34946, deslgn@_Va1tmss.com Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:29:54 2019 bx4 = 3X4 = 22 21 20 19 18 17 16 15 14 13 3X4 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(L-) -0.00 1 n/r 90 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 1 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/rP]2014 Matrix-S Wind(LL) 0.00 1 n/r 120 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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. All bearings 21-7-14. (Ib) - Max Horz 2=101(LC 12) Max Uplift All uplift 100 lb or less at joints) 2, 18, 20, 21, 22, 16, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 12, 2, 17, 18, 20, 21, 22, 16, 15, 14, 13 r FORCES. (lb) Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. It; Exp B; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 100 lb uplift at joint(s) 2, 18, 20, 21, 22, 16, 15, 14. 13. 9) Non Standard bearing condition. Review required. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight:108lb FT=10% Job Truss Truss Type City Ply -` I W MSSMBIL A01GE GABLE 1 1 A0295891 Job Reference o fional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1buss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1815:29:56 2019 6.00 12 3x4 = 177M 43 41 39 36 34 31 29 27 25 22 19 18 4645 44 7x6 -> 37 3x4= 3x4= 4x4 = Plate Offsets (X,Y) - T12:0-2-0,0-2-81, fl6:0-2-12,0-1-81. f20:0-0-11,0-1-121. T21:0-1-14,0-0-01. f23:0-1-14,0-0-01, T46:0-0-0,0-0-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.00 1 n/r 90 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 1 n/r 80 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) -0.00 45 n/a nla BCDL 10.0 Code FBC2017/TP12014 MaMx-S Wind(LL) 0.00 1 n/r 120 Weight: 242lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* F13,F10,F11,F12: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or S-M or; puriins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 6-0-0 no bracing, Except: 10-0-0 tic bracing: 22-25,19-22,18-19. 7-6-0 oc bracing: 45-46 WEBS 1 Row at midpt 17-18, 19-20 JOINTS 1 Brace at Jt(s): 42, 40, 38, 35. 33, 32, 28, 26, 24, 23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-3-0. (lb) - Max Hom 46= 343(LC 12) Max Uplift All uplift 1001h or less atjoint(s) 46, 18, 41, 39, 36, 34, 31, 27, 25, 22, 19 except 45=-288(LC 12), 43=-103(LC 12) Max Grav All reactions 250 In or less at joint(s) 45, 18, 43, 41, 39, 36, 34, 31, 29, 27, 25, 22, 19 except 46=332(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9-10=107/288, 10-11=-133/363, 11-12=-127/341, 12-13=-123/358, 13-14=-121/357, 14-15=-119/354, 15-16=119/354 BOT CHORD 45-46=564/224, 4445=-393/145, BOT CHORD 45-46=-564/224, 44-45=-393/145, 42-44=-442I171, 40-42=406/149, 3840=-406/149, 3538=-398/143, 33-35=-393/140, 32-33=-387/136, 30-32=-385/134, 28-30=-3B5/134, 26-28=-383/132, 24-26=-3831131, 23-24=-377/127, 21-23=-338/97, 20-21=-382/129, 16-20=-328/100 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 10)' 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-" wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 46, 18, 41, 39, 36, 34, 31, 27, 25, 22, 19 except at -lb) 45=288, 43=103. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply A0295892 WRMSSMBIL A02 ROOF SPECIAL 11 1 LbRference(oinlonal) A-1 Hoo1 I msses, ton tierce, FL 34a4e, aeslgn(w-ainss.cem 17 3.6 = Hun: aa.zlu s 1 may 1a zun6 vnnu s.ziu s may 1a zuiu mi lex mausme ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-fRQepk8VwBQB 17-1-11 25--6 7- 32-5-2 37-118 3 3 Li 1 _10 8-1-11 -2 4-11-12 5$-0 6.00 12 5x6 1.Sx4 II 7 8 3><6 1.5x4 T wig 4x4 G 6 8 3 8 5 p 1 1 5 13 12 5x8- 3xfi= 3x4 = 4 4 x 15 4x4. 3x6 a 4.54 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (Joe) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.20 14-16 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.37 14-16 >818 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 13 Na n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' W4,W6,W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 1 Row at midpt 3-14. 5-13. 2-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 225510-3-8 (min. 0-2-11) 10 = 96/0-3-8 (min. 0-1-8) 17 = 853/0-7-6 (min. 0-1-8) Max Horz 17 = 423(LC 12) Max Uplift 13 = -672(LC 12) 10 = -194(LC 23) 17 = -110(LC 12) Max Grav 13 = 2255(LC 1) 10 = 324(LC 24) 17 = 860(LC 23) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2175/1342, 3-4=-771/365, 4-5=-655/401, 5-6=1077/1505, 6-7=-1057/1706, 7-8=-804/1549, 8-9=-2977764, 9-10=3467733, 2-17=-8787737 BOTCHORD 16-17=783/509, 15-16=4646/1977, 14-15=-1617/2011, 13-14=-478/664, BOTCHORD 16-17=783/509, 15-16=-1646/1977, 14-15=1617/2011, 13-14=-478/664, 12-13=-868/805, 10-12=-625/459 WEBS 3-14=-1288/1124, 5-14=-171/589, 5-13=-1992/1572,7-13=-446/493, 8-13=1574/897, 8-12=-365/570, 9-12=-335/373, 2-16=850/1641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp B; 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 nonconcument with any other live loads. 4) 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. 5) Bearing at joint(s)17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=672, 10=194, 17=110. LOAD CASE(S) Standard Inc. rn ua is io:za:e7 zuia Dead Load DO. =1141n PLATES GRIP MT20 2441190 Weight:2001b FT=10% 1 QPleas PuonpMY rnW pie'41 R05 TRY66E6 MELIER-I NERAtl WandCMDM rv6COMMER('fiVYER-)APMOWIF ENI-bmr Vlavdan.penmeMe mad no@am Tre Trw Wep.Mwp (IpD)eMW EPec46y Enplmv Mnrim alwl balwe we VnMalrarWlva eb'vd..e ..mMA,{Ne--Plmee MYLeuetlbaad...Md. Ae einu0.pr�ErglnneNp pe.6peliM EnplwO. ds eulm my Mpnpmmhm euWann IXpe P�tl^winW argyrwrSg mPmmAtlNbNedni9^tlIN Wpb T.w bpkledm „+MpmtlY.�^Vw TP41.Tw deelpnusumpl'mw,beNg cmC'Ame. wila6NY ^^dur plMTnnlwmry9uiYnplellu nyan,0tl[y AUn 0.w,6a0.W�euua+iedMmlmM&diW pfg.r,pAe[mb�Ltl,FsiRC, pa IBC.MW ptin:me 1PI.I.Ty gpnuYolWlpDaMenYMMuwdpn T,uSe,MWb�p MnQmp.Mwepe.Inwilam WbwnpebNbb+neNnaiLNy tlpeeuwnppnge.neY fxnhm.P➢ MTppaMtlu Lntl,nervtl pNYlmeatl.n.&.ilinyfbmy w.sml6tlery NlmmYm@SC6 Wmrnef bYTPomC 58CAaa Mennu]M[meNpieOmu: TPL, defineeW nim+�xeamW u66v Trvn Ceagra.6pxlNy EnpY�nMTrvn MenulaWrer. Wne=Ne AM1nd q e CeNM pmJ anti m nMp by YpeM1n brva6ro1.T1� 6ptlMy EgbivbNOT W fiNCnp De,y�srm Trvn 6yeWn Eiq,� of ury>uYFvq. G➢ eepbYxCbnn mn6irvdFiPN.Cwy�lOPD1641,ix0 Trme,_Rep�cbm6AYb runt'nagbnnnMnAbd eiRM6aaYan nnn urW41RMTwem Job Truss Truss Type Qty Ply - I WRMSSMBIL 901 Monopitch 8 1 A0295893 Job Reference o tlonal A-1 Roof Trusses, Fort Pierre, FL 34946, design@aluuss-corn Run: 88.210 s 1 May 18 2018 Print 8210 s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:29:58 2019 Page 1 ID:hYCoaQEtYhBlvUGjnCGo4hzcczg-7d_01497gUY2JwXPEDtmPxVFy3VQnw2yciHveyS957 -14-2_j I 11-314 21 69-5 11 9316 = 6.00 12 5 ,G n 1� 0'6.4-- � 3z4 = 1� Ip Id,+ 4.54 12 Dead Load Defl. =1/8 In LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(L-) -0.14 6-8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.31 6-8 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) -0.04 11 nib n/a BCDL 10.0 Code FBC20177fP12014 Matrix -MS Weight: 94 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W2,W4: 2x4 SP No.2 BRACING- TOPCHORD Structural woad sheathing directly applied or 3-5-10 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-8-11 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 771/0-7-6 (min..0-1-8) 11 = 640/0-1.8 (min. 0-1-8) Max Horz 9 — 348(LC 12) Max Uplift 9 = -106(LC 12) 11 = -268(LC 12) Max Grav 9 = 771(LC 1) 11 = 640(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-181511056, 3-4=-278/0, 6-10=-283/438, 5-10=-317/481, 2-9=-784/666 BOT CHORD 8-9=-848/487, 7-8=-1444/1613, 6-7=-1440/1667 WEBS 2-8=-611/1329, 3-6=-1404/1228, 5-11=-653/540 :GL7*-E 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0piaf; h=25ft; Cat. II; Exp B; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 9, 11 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 5) Provide mechanical connection (by others) of truss to bearing plate atjoint(s)11. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 9=106, 11=268. LOAD CASE(S) Standard FM L job Truss Thus Type Dry Ply WRMSSMBIL B02GE Monopitch Supported Gable 1 1 AO295894 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altmss.com 5x11 Run: 88.210 s 1 Mav 18 2018 Print: 8.210 s Mav 18 2018 MiTek Industries. Inc. Fri Oct 1815:30:00 2019 30 29 2128 25 23 21 19 17 15 14 3.6 = 7x6 � 7x6 i 7x6 4 7x6 = 5x6 = 2-9-10 16-9-4 16-11-6 2-9-10 13-11-10 0- -2 Plate Offsets (X,Y)— [2:0-3-15,Edce1. f9:0-3-0.0-3-01. 112:0-6-4,OJ-81 [23:0-3-0 0-3-0] [30:0-0-0 0-0-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Ilde9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(-L) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.00 2 n/r 80 MT20HS 187/143 BCLL 0.0 Rep Stress nor YES WB 0.15 Horz(CT) -0.00 29 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 149 Ib 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 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 29-30. JOINTS 1 Brace at, t(s): 12, 22, 26, 20, 18. 16, 13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-11-6. (lb) - Max Horz 30= 353(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 30, 14, 25, 23, 21, 19, 17, 15, 28 except 29=-542(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 14, 25, 23, 21. 19, 17. 15. 28, 29 except 30=584(LC 12) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-30=-534/170, 2-3=-685/224, 3-4=-474/164, 4-5=417/145, 5-6=-347/122, 6-7=2791100 WEBS 3-29=-192/520 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 14. 25, 23, 21, 19, 17, 15, 28 except Gt=1b) 29=542. LOAD CASE(S) Standard QPY...lmmagM mYVM-MIEOgFTWS6EF(FEltFWAGEiiEApL IEPllB v9 Gd NN.C}ETIX.,2N rGKER]�xN6WLEAGb,ENI-bm,.Ywt/bpnpuv�.l�. W,Wneb.mMe Trwgppn pnrtip rimD)sYT. i 6,xwbFpnw.nM1nnotlwlbMwNam vWrn.x!pMq, py Tpp. giyA}m¢n,eeb Nym wb�u,tllfll�TMbbuY1.M.T„m hfpn EpewAp 6a.6yLq 6yb�,�,9�waa.gipp nppvb a, ..,ere.awpRv,.uw Fd�..mv.•=..�.�M1m.m.a.w�am.awbT..enaou..a.,m.mowm.,.,�Tra.Tma.w..wmw�ssbu.vo+,.evi...w.nr.m w.mm. T.,..n.b,rawrrosa. �,.eanae. � a.=..ww.....w.mmw..e,e.6.maq m.•v�.bo.,.a.Nae.we.wree,bei Nameaa.gem.�.T,..�,,..aaa..ivo.a.rvaa,...am.T.+..+:.awwF.,aaa.a+a.wu.+.w. mr..+c we. e.,.wmur c.6JYadyvsgCamm.iu,vu.WwnwiW w,wmm:...tic.sl.��av�l^+Ma�^An.6wVmam�eatFSrq p,C.+sfWMwSBtn�nMns bw-..bv�MA. Miwwrt,mnti'ab.�a e'e:.es.Tn,�o.e,e.6ae+re,q�aT.,euw.....wm.�.:.a.s.ea.o.md.w..iw�:�.+.v E�rws.w..in.Fo.oar E-w..-a,mrv. ®w'.v6.wsr,e.arw6�..a..i a+ma x. I �zw�am„�...m:m,mnTw.r.cw.d+mso,ex.inwT.,...._rwpewa.ammN,+a b.aamwr..w.a..wwv..,m�v.�m x-, aw,no® Job Truss Truss Type Qry Ply a WRMSSMBIL C01G Hip Girder 1 1 A0295895 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s 1 Mav 18 2018 Print 8.210 s Mav 18 2018 MiTek Industries. Inc. Fri Oct 1815:30:01 2019 31161 Ig 3.6 = 3x6 II 5.6 WB= 6x6 = 3x6 = LOADING(psf) SPACING- 2-U CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ve art -0.12 7-9 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.30 7-9 >830 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS , Weight: 97 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-1 oc pudins. BOTCHORD Rigid ceiling directly applied or 8-4-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1794/0-3-8 (min. 0-2-2) 5 = 1794/0-3-8 (min. 0-2-2) Max Horz 2 = 68(LC 7) Max Uplift 2 = -489(LC 8) 5 = -489(LC 9) Max Grav 2 = 1794(LC 1) 5 = 1794(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3335/882, 3-16=-2938/840, 16-17=-2938/840, 17-18=-2938/840, 4-18=-2938/840, 4-5=-3336/882 BOTCHORD 2-9=-741/2908, 9-19=-739/2936, 8-19=739/2936, 8-20=-739/2936, 7-20=739/2936, 5-7=695/2909 WEBS 3-9=0/817,4-7=0/818 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0p'sf; h=25ft; Cat. II; Exp B; 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 ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=489, 5=489. 7) Hanger(s) or other connection device(s)',shall be provided sufficient to support concentrated load(s) 222 Ib down and 239 Ib up at 7-0-0. 125 Ib down and 126 Ib up at 9-0-12, 125 Ib down and 126 Ib up at 10-5-12 , and 125 to down and 126 lb up at 11-11-5, and 222 Ib down and 239 Ib up at 14-0-1 on top chord, and 400 Ib down and 58 Ib up at 7-0-0, 90 Ib down at 9-0-12, 90 Ib down at 10-5-12, and 90 Ib down at 11-11-5, and 400 Ib dawn and 58 Ib up at 13-11-5 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=-60, 3-0=-60, 4-6=-60, 10-13=-20 Concentrated Loads (lb) Vert: 3=-175(B) 4=-175(B) 8=-73(B) 9=-400(B) 7=-400(B) 16=125(B) 17=-125(B) 18=-125(B) 1 9=-73(B) 20=-73(B) aob Truss Truss Type Qty Ply WRMSSMBIL CO2 Hip 1 A0295896 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@albuss.com Run: 88.210 s 1 Mav 18 2018 Pdnt 8.210 s Mav 18 2018 MiTek 3x4 = 1.5x4 II 30 = Inc. Fri Oct 1815:30:02 2019 4x4 = 5x8 = 44 = Dead Load Dell. =1/4 in I� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ved(LL) -0.19 10-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.42 10-13 >597 240 BCLL 0.0 • Rep Stress lncr YES WB 0.23 HOR(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 92 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-6 oc pudins. BOTCHORD Rigid ceiling directly applied or 9-10-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 924/0-3-8 (min. 0-1-8) 8 = 924/0-3-8 (min. 0-1-8) Max Horz 2 = 85(LC 11) Max Uplift 2 =. -191(LC 12) 8 = -191(LC 13) Max Grav 2 = 924(LC 1) 8 = 924(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1341!/65, 3-4=-1073/632, 4-5=-922/593, 5-6=922/593, 6-7=-1073/632, 7-8=134Vf/65 BOTCHORD 2-10=-516/1155, 8-10=-523/1154 WEBS 3-10=309/327, 5-10=-302/608, 7-10=-309/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=191, 8=191. LOAD CASE(S) Standard QPYev PwouyMymkwM'FI RCCF TRUB6E6 ('6ELIFiA GENERAL iERM6 W fiWiDRIDNS CV6RIYER jBVVER'1 /LqW WLFDGYENPImm VeMy Mage yrumlen enE naE neYsm MTwbNpi WeWp ING) aMM $eouCy E,gme®Mmm®sYlYaM ne. VnwudMMae Meam MlD0. onMA'Me oanwNrpYea MieYtevetl lnMTVONWvtlY. Peairvn De¢pnEpweaMy Q.e.6gGeM Enplrev).Muelmeny TDD npeevN eN rcgJa�®NlnapwleewnYeymwr'mH nrywtitiLly lw the Ecign NB+e'+gw Trvee MRkAEanIK1W onIY.N^Biri%A. ilnbsymvewnpbM balmHwnOdane, w�6NAy enEun JNnTunlermyBW6gs Na napwWll%W Ap 0.m.0. 0.mlanMomtlµwfwM BiAPnp Deagm. FPemnbdd W PiC.0.1BD.bmIbiAY We eq IPFI.TN pymvddPe RID �,tlwYSeYuadMRun.'viWdnq 6eMwp, ebepa YYleAa6u Wb�ny NrAb Pa.evpwadY/ W Cnnbe�nr. P6mleeMwdNMTGOWMpaGuemb HWNvatlM Gul4pfrsnpmvn,6tlalY MwmMn(S6CDµNIVM tyiRM6BGmMxenMby wYyieCw. T INmpvICII.mW CutieedMTrun pYy¢r, 6quelly EryMrv-0Trvve MamA[Wer uNeeecNa�ave0.Emtlpy a Co+t+plgm0 erym hrtinH lYat WM MwM TN 6p[0XY Enpr�wrw HOTM BYilleq Oaeym, wTrvn 6ytlnn EnPnvelmY 6urldp. M •vpLIYW YmemeoMe�lmTMt TryNCRHI60.1PA Trve�e_gepya,YndMh,ammLmvnylmtupal,k3tl MraEMMtu,pmm emN0.1 PmITwv¢ Job Truss Truss Type Dry Ply ,e, WRMSSMBIL CO3 Common 10 A029567 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.mm Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:03 2019 Page 1 ID:hYCoaQEtYhBIvUG)nCGo4hzcczg-Uanv4nDGV1AKPhPMOmTOZSfQpzor59onot ary3952 -1-0-0 6-0-11 10-6-0 14-7-6 20-11-8 13-0 1 6-0-11 1 4-1-5 4-1-5 64-2 � 4x4 = 4n1= Sx8 = 3x4 = LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeg L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 Vert(L-) -0.17 7-13 >999 360 TCDL 10.0 Lumber DOL 1.25 SC 0.66 Vert(CT) -0.38 7-13 >661 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Hom(CT) 0.03 6 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS I LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-3-4 oc puriins. BOTCHORD Rigid ceiling directly applied or 9-2.1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 836/0-3-8 (min. 0-1-8) 2 = 925/0-3-8 (min. 0-1-8) Max Horz 2 = 102(LC 12) Max Uplift 6 = -167(LC 13) 2 = -201(LC 12) Max Grav 6 = 836(LC 1) 2 = 925(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1361/805,34=-1054/647, 4-5=-10551648. 5-6=-1363/809 BOTCHORD 2-7=-603/1177, 6-7=-608/1180 WEBS 4-7=-3931702, 5-7=-387/400, 3-7=-383/393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCD1.=5.0psf; h=25ft; Cat. II; Exp B; Encl., GCpl-0.18; MWFRSI(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 last bottom chard live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=167, 2=201. 1 LOAD CASE(S) Standard Dead Load Deb. = 3116 In PLATES GRIP MT20 244/190 Weight: 91 lb F7=10°/ ©n.... e,m.,,enH,..tlnm. •rl aooFTwssEs ryEUFaT. cExEnu TEae'sw wxomoxs ctlsromea reurErcr ncKrrow�EoeMemrmw v.nryanyw pnw,.w..,,a tie rw. m,an Tmno..,w, wwe,a nvw�me u. EN��M E�pmsemM„m.nwl Eotonu,e. unYUWVMn YsnewW mo.w,lYAlps wn,u,lo,yleM MYMUW 1atn190bGrelie aeivu Oeelpn FigtleerinY O.e.spell%EpNeel. tl. udw onv TDO np,w.kw .Holm,wwn.wm...i.,,ww.,..,avm.wmeiiiam.a.ania�au...,m.T.w.e.i+si+e...u. T000-ar.,.,a,Tw-..n,.ews�®mml�;..ro.ew•m,rmm,..m„Mwmr.w„mnua T.,.. m.,.re,am„emw,..om�.ieawam. 0.w.tiv Ort.nlwmw.egmlm Ma Bu1&ry haym.'n Metitldtlm OiC.WIBG.bm Wbp[ufearvlil-I.Tb,ppwtld WrtU YbtlmdNTrm,InN,CryN,eiW.dm4,ivl06x,Wbamgtl,aYbtln,ap.W,tiY M!n fWespeuge.men Cm,YeW. Rrwbf e9an FOwlV�mM W TolbsaW pdedswdllneuYMB�^^I6tlNPMn,nm rys�[O w�MAM W ipm,tl 69GmerNa,en[Mb W^.N9Wmss. 1PH Mfimatlu2ew�niN.bne,b eNpcalOe Trvze pJp.r, 6pvvgEnpinwNT,m Mnu(clw.,urJnaoe,mlva 0.Mee ty.ConYM paeupanFr4ry 0YWpm6e- Tin 6wuutly Enp4wvAOT P.Bui]i,p 0.viyvrtTrvo 6pMn EnpinvdMMdCp. fll upWby lgrmmeMlwOn TWl.GopyphlOS180.1,1a✓Tmm�-ILpWuaMnJPV C=mvnl.nn,Ybm,i.peN>ihE WnN4LaiM1n wnn o,d0.lRwtT„rcea ilab Truss Truss Type Oty Ply WRMSSMBIL C04G Common Girder LbR.W...(e0t,A0295898 onal A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:04 2019 Pagel ID:hYCoaOEtYhBIvUGjnCGo4hzcczg-ynLIH7EuGKIBir YaU_F6gBaIN6HgamxKX967Hy5951 5-5-8 10-11-0 1 b-5-8 I 5-5.8 4x4 = Dead Load Den.=1/161n I� 1 1 12 13 4 44 = 4 3x6 II 5-5$ 10-11-0 4x4= S-5-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.08 4-10 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.16 4-10 >836 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(CT) 0.02 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 38 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-8-2 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 uide. REACTIONS. (lb/size) 1 = 1080/0-3-8 (min. 0-1-8) 3 = 1081/0-3-8 (min. 0-1-8) Max Horz 1 = -44(LC 4) Max Uplift 1 = -202(LC 8) 3 = -202(LC 9) Max Gmv 1 = 1080(LC 1) 3 = 1081(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1671/314,2-3=1671/314 BOTCHORD 1-11=235/1464,11-12=-235/1464, 4-12=235/1464,4-13=-235/1464, 13-14=-235/1464, 3-14=-235/1464 WEBS 2-4=-140/1085 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=202, 3=202. 6) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 258 lb down and 56 Ib up at 2-0-4, 258 lb down and 56 lb up at 4-0-4, 258 Ib down and 56 lb up at 5-54, and 258 Ib down and 56 It, up at 6-10-13, and 258 lb down and 56 lb up at 8-10-13 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 5-8=-20 Concentrated Loads (lb) Vert 4=258(F) 11=258(F) 12=258(F) 13=258(F) 14=258(F) Rar NwuplJymN6nrA-IRNf T0.V58E6 C6E1tEA], GEIJFMLlEMI6 eMCONDITIONSCV610MEP rBVYER-I u POxNOW(EWMEM'ImrtTVV .'."-. mC ms1 neYeen 6iv TmaDeems Onutlp Mom pWW Q 6qulvM E,Wnbrmne tO 10 cod Jft We MM w W MD. m1T A,p m-Plea�uW MdbmeM v• O ,Ep mH1 11a.6prt Enpnw). Ya veal on anyiOD npeveM an e¢planu NtlwpNevvlanY algmmrr9rvaL�✓a'IUI�NIwMe GmgnM W avgls Tvm CeTlYstl rules TDOeMY.mbriRl.11�edn" �,munipibm, WWlnpwn<IOmv, m,lvblry W uw dlMTrvn Mrry fiuS4npb W r,elmm.e'�W MOv 0.mr.IMOvrivle vuPa®]eplwMBriWy Dmipw,bgv[mbLdW WGwlegbml WiMyevYWiPI.1.TN gmXNlNmo tlwgWT�m,m6Anplwlvq, Maye.inbAeSn WbvanPMVObWmIv,WLry 6mbiiiN'mp MgnmwtlOm4xn.N MTCO WAv pratlbaW PeltivMentlPe Buvbry OwnPmml6vkrymbmwen@SGI W6ovM CyIVImO6E0AmenlvmrcHMpwNpuf�,[a. H6mvlMreapma6M1mevd tlNMJWTnnv O®pv.6m-vM1y Enp»vrmtlTrvm Meminn,, mJvva PE,trvbo OeLnOOyv CPNra:lp�aM UPonTMnV OY VY Dvba MPMe].TM 6pNa8y Enplme bHOTN6uipry pevlpner wTrvm 6yelenEpswarurypel4Nq. Fp ep8eiintbme wmblaW inTRTCPo,vy410]MB41 q�Truavv- WprWrtpmol Pn brovray.,, man9MA iepN�dbO,rvNmIMmlbn pprry 'mbMl PW Tuamrs. Job Truss Truss Type Oty Ply -' u, A0295899 WRMSSMBIL C05 Common Supported Gable 1 1 Job Reference o tional A-i poor i tosses, ron coerce, rL..waao,.aes,gn ga Imass. Wm rtun., oa.ua s , may ,o ce,o rm n: a.c,o s rv,ay m <v,e.- 4x4 = 4 R on» 1.5x4 II 1.5x4 II 1.5x4 II __ 10-11-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. jin (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(L-) -0.00 7 n/r 90 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 7 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.01 7 n/r 120 Weight: 47 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SPNo.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mrfek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-11-0. (Ib) Max Horz 2= 56(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=256(LC 23). 8=256(LC 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpl=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 3) Tmss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 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 100 lb uplift at joint(s) 2, 6, 10, 8. LOAD CASE(S) Standard core.. nmroyrop..w.a.. r/..t moos mvseEnc Eu+t. nE.uwu rpmmwaxmn sruaxam=.n rswtT.yawromEonuEnrrom vvi«w+o«.�,.a4..w A.e,mw.,. ao, T,�o..v+a ntram.aw Q Skda!ty£ryawuart^u Y�<IIceMv Mk emeiW.ctW Pe IDD. ar.N/.'nm M v1R.duu b,ne6MNSTW bMvaO T,uia Cestiv EMmvamq p..6�sb ENP.reU.WraIm MlOa nc�++mr w, Mm.pIX.+dm bgneennv eR�<�GLmo-P. WeF dmse.,gbPmMVcbJ 4W wIY:wY,iW�l iMaeegawmq�nM1Mdnim�G6w.eugadNysNw.aM irvnlwwry0u6iMa W,nCon TCb ^rOw ow.wo.:,r.sa.�m ae eaavvs.�..a �.+rum.�cA+,:.,nc.awr«mv-vaa.,aTrv+.Tn. waao.wam.Toe.na.mw,n.ae.yw.*s�mn r..,smv.aew+.:.,a�«a m«avvwewn,...,w..waa #aq O�YyyeR.i GmMw Mim.W.xW Mrt+6maev,�w Wp,Poava.IXOnnNaM�^W�m-0neahuRsmNun RSChWE"r<'we CFiN rd 59fAwni®.nWML�wa Yvgreu-TF4f Oa6xvtlmrtwnvNbnm,C mM.aMTry tlnivTM.§'wA'fE^G^re�wlT,w LeiMc„mr.,nWso,nwa.Jalnuf M1V.CmRN,grterul!m�nirYeB.'YWi.�.lvoMill�E�VE^0'^^va NOr cos 9udJiq GVVmwTroo 6PM�u E+B^+�^of mYhuvdv9 08 rRl CmF9M9i4S6A IPvotTnswv�BevWuannMavCmmen\ T vpPmm.4pa:LbN VM. M.Mwvlsn M�unem,dFi A`W Leos. I yob , Truss Truss Type Qty Ply A0295900 WRMSSMBIL CJ1 Corner Jack 4 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altiuss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1815:30:06 2019 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/defl L/dL) TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L0 0.0 7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 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 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 = 4/Mechanical 2 = 183/0-3-8 (min. 0-1-8) 4 = -18/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -4(LC 1) 2 = -66(LC 12) 4 = -18(LC 1) Max Grav 3 = 12(LC 8) 2 = 183(LC 1) 4 = 20(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(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 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard ii PLATES GRIP MT20 2441190 Weight: 6lb FT=10% QWwbweq„tYr•rbvM•MR(ti£TRLISBEb(•6ELIERj. GEHFRPLiERMS utl GGNdi1g1S GJ6TOYER rBWER•iFONNONlFDG4E�N1•� TV�M/rabn pvv,Wen er,.aa riaaon @ie Tnrsa Drier Ore'w+p(lDOf rJNs Y EpogMEnplerr Memmwelml Wlora wa. VnYr Wianba 4ID[b on Ne lOD. mry Plpro wnrevYmplYw NaOWuatl lmtlmm v • Rmpn 6,peweXnpba. e 6poll,e[aI-Enplvv), P•e•dw•nymGrvan•m an rtplanp olgapraMvonY cop+wem9nap,[btl9ylvMMipnciWaryYTrvrdpi4tlonlMiDOanN.'amriGLl.iM �enr•y�fW um NqM Trvn,XLutirp �ln�mkunTmuHvryBWY[geprermye,ati, 6mv.W0•raleeutlu¢MpmIwM W[,MpDeig,v.mlrwMld IMIRC. Ya IBO.bmlpuiGW eml•aMiPF1.TN �rvva e(MTDD �a(wye. Lvl®e4menEbemBrr Eeq•eeepnmdMy 0.eb�+•r Canbemr.Nm,eeMmnFgaTDOeMee pnryuamwpMel»ntlge BUMn)CwnpweMStlelYiMpmran(BSCp WtliryICYTP,mC 68Gmr•krercr bpvmrtlqutle,u: TPH YfmrlNmmmiC,luaW Iir Npre Trvr Ca4gw, 6pvaalH Enpi„cerr-0Tren 4anNe4unr.wNa•otlremba OxfinM Ey CanlndeprtaE µznaw5y byeA pvbslmohMTly 6pmWT EnpgrriNOTPa Bwlfip 0.e'pmmmTrvr 6yWm E,pinoetryhullGm6. NI •� brvmpgNAmOrtF-TGq,�,101pi6h1Rm/Trvw•-ReprMu[4m Ng4ppwmmlinenY(mR 4pdidbEwNONtlw'ntllen Mmt mnotAl Rw(Tmar. Job Truss Truss Type cityr Ply - n A0295901 WRMSSMBIL CA Comer Jack 4 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88.210 s i May 18 2018 Print: 8.210 s May 18 2018 MiTek industries, Inc. Fri Oct 18 15:30:07 2019 Page 1 ID:hYCoaOEtYhBIvUGjnCGo4hzcczg-MM10w8GnZFgmuJj7FcXyjlpCealn1 l yNOVOFjcy595_ -14-0 2-11-11' 140 2-11-11 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. lin (too) /dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing direc8y applied or 2-11-11 oc purlins. 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 = 66/Mechanical 2 = 221/0-3-8 (min. 0-1-8) 4 = 31/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -41(LC 12) 2 = -56(LC 12) Max Grav 3 = 66(LC 1) 2 = 221(LC 1) 4 = 50(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp S; 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. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 12 lb FT=10% Job Truss Truss Type Qty Ply WRMSSMBIL CJ5 Corner Jack 2 A0295902 Job Reference (optional) A-1 Roof Trusses, Fort Piema, FL 34946, design@altruss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 Mrrek Industries, Inc. Fri Oct 1815:30:08 2019 Page 1 ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-gYbo7VHPIQod V r[KpJ2BGWMKb_bkmUCXF97pF2yS94z -td-0 4.11-11 1 1-0-0 I 4-11-11 411-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 18 It, FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 cc 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) 3 = 124IMechanical 2 = 292/0-3-8 (min. 0-1-8) 4 = 61/Mechanical Max Ham 2 = 123(LC 12) Max Uplift 3 = -77(LC 12) 2 = -62(LC 12) Max Gmv 3 = 124(LC 1) 2 = 292(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; 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 farces & 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-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 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard Nor Nweupl,N^'K+as'41 PUUF TPVS6E6 ('6ELLERj, GENFRPL iFPM6 W fiOf101}IpHb fiV6TOYEN �9VVEp1 PGIMOWL£OGYENI'Imm Vern/ S+Y9^ yrenYluf eM,mG wNemPn Trvv 6sYp OnW.p (N)01 m6PE t QmvOYEnpin®Mnav e.�lStlme w.IR.YmtlMrMv¢ICM on WTYO.mSYPµ'es mnrr]w pua YUOMVW Inge TppbbuN. Nairm Da'pn bgOmXnB P.e.6pW. ryEgF�J. bn uY on eM TOO relnavarfm 0.m,PeOm�I-®esamomtl�egNVNe BNfeV Deegr�,'nlrm,W dPbi�RU,W i6q T�LeRr6m Yr1LNMI.ugeriiY.1. TnJq'^®'ar4�YeY^iamEYane. eutlaCMYNwbIMTnm lmarT&.Y6NUWrmpmMdEr WG.gevY NiR.1.TN�mYdINRIOupmYbpm✓CeTmf. Ywbe�q I.fM2 ebMroW' ebi sYborp Y�tlb Pen+WaWY mE.ammq EY.y.n.,ecwun. u,manea Perooww>.mom..a orxm.Ya.eae.a�rene+ceYYminr,m,msrn remwawTn.w �w..r.Yr.nneww+a��n. Tail aeP,ma. nm�m�eema rm Ovge.6Tra(y F,gewermq Trm WNilwr, uKee oPmwa6W OT a Cn4W � µm Y, Y,in6ETa peia me6ml.Tr 6y�' Enprbrvoi Pe a,ALq Avycnirw 6Yrlen Eepwaeq trHYa w ccYlxNbvnmmi/mYYTCL I. ('gNrph10211641 RaYTr®r _pen WeympPSMvrry nmp M,ry YnMCM�RpIOYerYm,ppnwrhn W FI P`d Tluos Job Truss Truss Type Qty Ply + WRMSSMBIL CJSA Comer Jack 2 1 A0295903 � Job Reference o 6onal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem 2x4 = Run: 88.210 51 May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Fri Oct 18 15:30:09 2019 Page 1 ID:hYCoaQEtYhelvUGjnCGo4hzcczg-Ik9BLd15twU7ctWN1ZQpjvUrOw VxSgUptMnVyS94y LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.06 3-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 406 3-6 >920 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0'.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 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. (lb/size) 1 = 19610-M (min. 0-1-8) 2 = 130/Mechanical 3 = 67/Mechanical Max Hom 1 = 100(LC 12) Max Uplift 1 = -25(LC 12) 2 = -80(LC 12) Max Grev 1 = 196(LC 1) 2 = 130(LC 1) 3 = 92(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp B; 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 100 Ile uplift at joinl(s)1, 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 16 lb FT=10% I QPew 6iuoupMYY'+Yv'O�e'410.0W TRU66E6 {'6EYER}.4EHERNlERM6 W CONUTUN6 CU6TONEF �RVYERJ PCNXUWIEUGYENI-,con Vu�ry heyn y,nraM vM AaC neYnm Abimv Mapp.OnwFp (YWI aMM Qn[ury EnCl�relanrim MM b6av'mVn.wWe^hv Yc'eCcnMR10.W/Ppm mnmrJuyblu Na9NUW b0u TOObbva6G Nvinm6ipn 6gMwM1q Qa. 6ysbEJEnpM1uM. Pn uelmcMlOU n}ennbw o...s.wo..r.�..emme'"ms�'6,.e�wg �o.:� ".mnwwc.wi�ec.eoas�u�em�.amiTi. �deu�.Ym ,amp m,:a�r`�,,.m'�°'.w`n YY,..a�a..Mans.Divmnm�.:a�nw°'m.ie.6..,w�udMr dh9YbL 6vvywatl CmAam_ /d muvMMNMTOU W N Pew+atl GbY�b�a6s6uN^]�W��6YMnE„rrbn R6C'6 WNYN6YlR�W W6Aw MvnmlbPMYY'�' gym. TAv MweMe R�mDLu W Eu4'vvd6s Trvm CVYpr�.6WYCy Eyi�atl TnmYmtalme. wYv, e6s,tivvbtmGq v C[NMprvvJ wqn MMnp pY vY y4. MprY,TN 6T[bS/EquivbNOT M fi�vUYY Cw'gvwTxw 6yaY:n E'epNvvaf q WlSsp. F➢ ugYYMbmmwmbfim0 mTGLf. GgyrdY030164. Rml T,mn-RvprWmMndB®O,m,mM1Ym9.mM1'n paRNtl awl be,vYanpmimlip,d41 qm1 T,m® Bob Truss Truss Type Dty Ply WRMSSMBIL D01 Monopitch 1 1 A0295904 Job Reference (optional A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.00m Run: 88.210 s 1 May 18 2018 Print 8210 s May 18 2018 MiTek Industries, Inc. Fd Oct 18 15:30:10 2019 Pagel ID:hYCoaOEtYhBIvUGJnCGo4hzcczg-nxjZYBIfsA2LlmSixkSgLxRgeoGSEM7pjTc JxyS94x -1-4-0 44-2 7-10-8 1-4 4-0 2 I 3-6-6 4x4 = 3x4 = LOADING(psf) SPACING- 2-M CSI. 'EFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.24 6-9 >391 360 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.20 6-9 >476 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 24001' 2.0E WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with,' Installation uide. REACTIONS. (lb/size) 4 = 76/Mechanical 2 = 40210-M (min. 0-1-8) 6 = 232IMechanical Max Horz 2 = 182(LC 12) Max Uplift 4 = -61(LC 12) 2 = -132(LC 9) 6 = -142(LC 9) Max Great 4 = 76(LC 1) 2 IS 402(LC 1) 6 = 232(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-324/253 BOTCHORD 2-6=-499/276 WEBS 3-6=-322/582 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B;.. 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 is not designed to support a ceiling 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 nonconcurrenl with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at --lb) 2=132, 6=142. LOAD CASE(S) Standard �oI Dead -C.d Detl. = 1/16 in r PLATES GRIP MT20 2441190 Weight: 33 lb FT=10% QNone 6,w.ugPO, M-al RW MUSSEsrSSA.EA1, WNERPL TERNS and CONDITIONS 'N'STN EN n3NrERryA NOwtEpGMEXPAm,vMaepn ovun•1•rt•'N mW w,uon Ein rxe.O••IpiPwMe IT�1 Nnd• e �E nen �.nee,s,e•Tm.W..u.wnn•,w•d=mmx.roo.mMn,p,•owwNn.Nmwnwwmwe.Toowe•.r�a ru.Tw.ora.E•nN••�eP..svm+•m Enos). m..w a,..vmow�n., a.na,wow..we,a.e""ml�""e.o .mom u':I�,.nae�.wc.d.ai.�w�n.m..a�in11.�.i niwmo.,evara m�av:r�.6•inren.a"ia.�allo��w.m. wN �e.'.a'�e. ems., �,muy a v.em'•sa.w•nndcm,e.®.. .a a.mowww•a�.nm+d+.,e>d.eY+w��w•n6w,re�nma�resm o-n�we.rrN.a6ev..�.,w�.,..er,.w+,+mns.•. r �s.nx Nm,w.a•w UNu•m MT,m Delpv. 6R•afq Erp's�ad Trm YYeda6n•r. mi6•oYw®•66,•d y EnbNq•M iye,F�dnR 4.a pW hrvdwlTN huR/Enpbwsl:oiM BUM6q Owgnargn sY.N�^ Enpi�•oMq WWp. i➢ a WY¢tltavvge6Y�IwlTl.4grpNOiM60.1 RMTu®n-q•pMuab,ygspgerey b, mnbn. bpCvbltli3oa W,6lmprmv m6AI R¢(Tnem Job Truss Truss Type Orly Ply ,w.. A0295905 WRMSSMBIL D02GE Monopitch Supported Gable 1 1 �JobReference(opflonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altnrss.com Run: 88.210 s l May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:10 2019 LOADING(psf) SPACING- 2-0-0 CSI. DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0-0.00 1 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 ma n/a BCDL 10.0 Code FBC20171TP12014 Mat IWeight: 41 Ib 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 purins, 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,' Installation uide. REACTIONS. All hearings 8-0-0. (Ib) -Max Horz 2= 183(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 Ib or less at joint(s) 7,2,8,9,10 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-303/128 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI1rPI 1. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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 1001b uplift at joint(s) 7, 2, 8, 9, 10. I LOAD CASES) Standard Job Truss m55Type 7 at" Ply WRMSSMBIL FG01 FLOOR 2 2 A0295906 Job Reference (optional) A-1 ROG1Tnlsses, Fort Pierce, FL 34a b, deslgn(dallmss.com 4x6 = 15x6— 2 Kun: emziu s l May le 2uia rnm: mz iu s 4.6 = 3 44x6 = 3 LU a M112R Ir1U115mC], inn. rn V{A 16 I5.55.1 1 LV 10 FCUU .rug-F7Gxl WJHdUBBMw1 vUScvu8_p3BVjziPu7MTsNyS941 6 I 16-8-8 d 3-52 Dead Load Defi. =1181n 6x8 = Us = 5 fi4x6 7 2x4 11 Us = 500 MT20HS= 1.Sx4 11 1.5x4 11 4.4 = 3x10 = 2x4 11 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.30 11-12 >655 360 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.4111-12 >476 240 SCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.08 8 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x8 SP 240OF 1.8E BOT CHORD 2x4 SP M 30 `Except' B2: 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' W2: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 15 = 279910-4-0 (min.0-1-10) 8 = 279910-3-8 (min. 0-1-8) Max Gmv 15 = 2799(LC 1) 8 = 2799(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-15=2696/0, 1-2=4067/0, 2-3=-8085/0, 3-4=-10660/0, 4-5=8109/0, 5-6=-8109/0, 6-7=4110/0, 7-8=2689/0 BOTCHORD 14-15=01288, 13-14=018007, 12-13=0/10660, 11-12=0/10660, 10-11=0/10660, 9-10=018109, 8-9=0/295 WEBS 2-13=0/847, 6-10=0/820, 1-14=0/4293, 2-14=-4476/0, 7-9=0/4335, 6-9=4543/0, 3-13=2851/0, 4-10=2829/0 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 0-9-0 oc , 2x8 - 2 rows staggered at 0-94) oc. Bottom chords connected as follows: 2x4 -1 row 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 floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 5 = 10% 6) Required 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert 1-7=331(F=231), 8-15=10 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight 197lb FT = 10 % cw.savl+r,.,..a,. •41 aocciwrsses rstti�al. sexwuTwos wewumnaswslouwrevTeln wwmm.�xra� v.,q a°e• w.�.w.w n.e.A�mA. rNn owPa.�e tTvm.wA. a.,e.eew�.m�e".r".reMaa� .a m.a"aeeuc. o.`ec.�mu�vmiam'r'�ii:"cw 1✓v.iw �••rr�e m �a.mwo.F..nmaeies%.M.�v.�.,T,m"mw�'o.."I.e �wee.e,..es..�avmr d La W:YNJ��tl Caary Nioa.MMe,ASTOOntl9u P.me.NGmfel„ntlOn�iNr3Cm5Qe�J SSa1/AOt+utrn RSTi�IM3!)1R stl®CAw Mieertl�MbG�^�'��. TR, n�sM JUWea E�Tw Ltyw.6�GJ Equ�r�lTnmYMaSw. wl., [Ana.66n]g.EeibN4.�.N�a.'A.iNtlV.�IMMl1�6�.vEYFW�YIATM euVn4 �.W�ai,w6N^^�9+�dgh8Z9 w .g1YYYw Yfi�1AlRl.ewppJG91641 RxfTm.-R�adtbn,d Aemomrinm�i bm.a pdtNCa+6b�OnTm.m 41llnYTmm Jab Truss Truss Type Oty i Ply — ,r WRMSSMBIL FL02GE GABLE 2 A0295907 Job Referenceo Bonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 88,210 s 1 May 18 2018 Print: 8.210 s May 182018 MiTek Industries, Inc. Fri Oct 18 15:30:132019 Page 1 ID:hYCoaQEtYhBIvUGjnCGo4hz=g-B WOhACLY85RvcEAH=eNzZ3FS7MERIxGPRrawGyS94u 3x3 II 3.3 = Us FP= 3x3 = 3.3 II Jj 1 2 3 4 5 6 7 8 9 10 1 11 12 13 14 15 16 v 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 II 3x3 = 3x3 = 3x3 = 3x3 II 34 FP= LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a , - We 999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 17 n/a n1a BCDL 5.0 Code FBC2017/1-P12014 Matrix-S i LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) 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. REACTIONS. All bearings 18-3-8. (Ib)- Max Grav All reactions 250 lb or less at joint(s) 17, 31, 30, 29, 28, 27, 26, 25, 24. 23, 22, 21, 20, 19. 18 FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strngbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 87 lb FT =10%F, 10%E Sob Truss Truss Type Oty Ply A0295908 WRMSSMBIL FL03GE Floor Supported Gable 1 ,lob Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@albuss.com Run: 88.210 s 1 May 1112018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 1815:30:14 2019 Page 1 ID:Int EI4n4krFMR5vCX81 ws4220vo-fiy4OYLAvPZmEOITAageVncOCPiRABBPd5a7SiyS94t OM 3x3 II 313 = 3X3 II 1 2 3 4 5 6 7 83.3 9 10 11 a A i 22 21 20 19 18 17 16 15 313 11 34 = LOADING(psf) SPACING- 2-M TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2(6at) BOT CHORD 2x4 SP No.2(0at) WEBS 2x4 SP No.3(0at) OTHERS 2x4 SP No.3(9at) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-7-8. (lb) - Max Grav All reactions 250 Ib or less at)oint(s) 22, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard CSI. TC 0.09 BC 0.01 WB 0.03 Matrix-S -u DEFL. in (loc) Well Ud Vert(LL) n/a - We 999 Vert(CT) We - We 999 Horz(CT) 0.00 12 We n/a 14 13 12 313 = 0x3 = PLATES GRIP MT20 2441190 Weigbt: 63 lb FT = 10%F, 10%E Job Truss Truss Type Ory Ply - - rt- WRMSSMBIL FL Floor 2 1 AO2959O9 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, designtaialWss.com 0-1-e HI 3xs = 2 3x4 = Run: 88.210 s 1 May 182018 Print 8210 s May 182018 MITek Industries, Inc FriOct 1815:30:15 2019 Pagel ID:hYCoaQEtYhBIvUGjnCGo4hzcczg-7uWSbuMoglhdrXKg]Hgr _9T6puRvZMYslKg?9y594s i 3 4 3.6 = 5 12-7-8 Plate Offsets (X,Y)- (8:0-1-8,Edgel, (9:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeflLld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.16 9-10 >940 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.23 9-10 >638 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Hom(CT) 0.03 7 n/a We BCDL 5.0 Code FBC2017FFP12014 MatrixS Weight 62 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) 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. REACTIONS. (lb/size) 7 = 67410-6-14 (min. 0-1-8) 10 = 67410-6-14 (min. 0-1-8) Max Gmv 7 = 674(LC 1) 10 = 674(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - A11 forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1704/0, 3-4=-1704/0, 4-5=1704/0 BOTCHORD 9-10=0/1166,8-9=0/1704,7-8=0/1166 WEBS 5-7=-1289/0,2-10=1289/0,5-8=0/680, 2-9=0/680 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Al plates are 1.5x3 MT20 unless otherwise indicated. 3) Recommend 2x6 stmngbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Sob Truss PlyWRMSSMBIL �Tnuss`rype FL05 Floor Fly 0 1 A02959,0 Joh Reference o Oonal A-1 HOol Trusses, Fort Pierce, FL 34946, designigaltruss.com 0-1-8 H F 2-&0� Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:30:16 2019 Page 1 ID:hYCoaQEIYhBIvUGjnCGo4hzcczg4344gpENQROpUThv H9B4bChcFCBlevhi5P3EXbyS94r i 1-M i 2-5-0 I 1 1-" 4x10 = 3x6 FP= 44 = 414 = 4x10 = 0*8 Dead Load Deff. = V81n 0 2� jlq olv 2Tg d 3x6 = 3xl2 = 3x4 = 3x4 = 3x12 MT20HS FP= 3x6 = 3x12 = LOADING (pal) SPACING- 2-M CSI. DEFL in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.40 16-17 >623 360 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.5415-16 >453 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Hor4(CT) 0.09 12 We n/a BCOL 5.0 Code FBC2017/TPI2014 MatrixS LUMBER - TOP CHORD 2x4 SP M 30(flat)'Except- Tt:2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) 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. REACTIONS. (lb/size) 12 = 1130/0-6-14 (min. 0-1-8) 18 = 1130/0-6-14 (min.0-1-8) Max Gmv 12 = 1130(LC 1) 18 = 1130(LC 1) FORCES. (b) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2J=3647/0, 3-4=-3647/0, 4-5=-3647/0, 5-0=-4748/0, 6-7=-4748/0, 7-8=-4748/0, 8-9=-3647/0, 9-10=364710 BOT CHORD 17-18=0/2128, 16-17=0/4505, 15-16=014748, 14-15=0/4506, 13-14=0/4506, 12-13=0/2127 WEBS 10-12=235210, 2-18=2353/0, 10-1 3=011 680, 2-17=011679, 9-13=259/0, 4-17=258/0, 8-13=-949/0, 5-17=-949/0, 8-15-1 09f729, 5-16=1087729, 6-16=391/25, 7-15=-392125 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 103lb FT=10%F, 10%E Qhm.nwrVM'^.e.M•M, f.P IWBeF6r�� ma6mg4atArtVu6R/SIWECIBUVERIP41RWrvlECQINI•bm Ve,M1Jn9nV�+.wae.,Mvmm6vima M+m �.�e(r�uiaM � YENv.e'�io Y�ICin.w U,M1s hlilO. mh AW+mry as NYbwClo CeiW bE. etl_N.iim 6cf4�E^3+w<M NN YEN��). d.WgMiCOrtT�ma� o�r.Mo-: �'.w.sa...e'�m�enm�M� �a.,b�.a"'a'M��.o. i�equ ��ma.M.,6rn.�,. w, +,nevi. m�o.,a�,>6new..u�a.ns,�6+ ¢�'aw .rmn�i..•ay. wrv.�awwaM ueraM eMeae.e Mm=dwcan..®,.0 Mroo.who-.�.ae��waMe.mm�tin++�6+arr*��=ww.t%salw�w+.gme,a sacn..,.e...m w.�+vu'++Y. rn M�uy.w m.aMTM..M.b..,az;arE.��?.eu.�.,r:aw..m.waawan.coa,v.c+.awa•.�W.r.o wse..a..in.6�mE+w�.anorMmaw �wo.1.,..6r�Ero+ra.nuarm. u ccfiulYmpmegbfiiyalRl6aM1N�'eTX6Fl aoa*,n...-v.am.+v�aepaDe.,e.,..,srtrm.wwaa:aw,M,..emo....aaar aaer,,,..n Job Truss Truss Type Qty Ply 1S A0295911 WRMSSMBIL FL05A Floor 3 1 Job Referenceo Gonal A-1 Roof Trusses, Fort Pierce, FL 34 , deslgn(Olalmuss.com 0-1-8 H 1 22-6-0 1.5x3 II 1.5x3 = 1.5x3 = 4x10 = 1.5x3 II 1 2 3 Run: 88.210 s 1 May 18 2018 Print 8210 s May 18 2018 MiTek Industries, Inc. Fri Oct 18 15:30:16 2019 Page 1 ID:hYCo OEtYhBlvUGinCGo4hz=g-b44gpENQROpUThv H?B4bChZGCAZew15P3EXbyS94r 1-8-0 i 2-5-0 3x4= 1.5x311 1.5x311 3x4= 4 5 6 7 3x6 = 3x10 = 3x4 = 3x4 = 3x8 = 3x8 = 3x12 MT20HS FP-- 0.3.n Dead Load DO. = 118In� 1.5.3 II 3.6 FP= 4x10= 3x311 8 9 10 11 -1: 2n-7-A 9-M 1-5-0 1 1-" B-11.8 Plate Offsets (X Y)— I13:0-2-0Edgel 114:0-1-8 Edgel [15:0-1-8 Edgel 116:0-0-8 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.3915-16 >629 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.53 14-15 >460 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.09 12 n/a me BCDL 5.0 Code FBC20171TPI2014 MatrixS Weight: 102lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 'Except' T1: 2x4 SP M 30(flal) BOTCHORD 2x4 SP No.2(flat) *Except* LOAD CASE(S) B2: 2x4 SP M 30(flat) Standard WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 17 = 1117I0-6-14 (min.0-1S) 12 = 1117/Mechanical Max Grav 17 = 1117(LC 1) 12 = 1117(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=3596/0, 3-4=-3596/0, 4-5=464110, 5-6=4641/0, 6-7=-064110, 7-8=3621/0, 8-9=-3621/0, 9-10=3621/0 BOTCHORD 16-17=012101, 15-16=014424, 14-15=0/4641, 13-14=014442. 12-13=02145 WEBS 5-15=375/34, 6-14=446/56, 2-17=2322/O, 2-16=0/1653, 3-16=259/0, 4-16=916/0, 4-15=-1221694, 1D-12=2362/0, 10-13=011631, 8-13=258/0, 7-13=908/0, 7-14=-1341718 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 7) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. QFOIvwGM,wwM'L,0.C6TWI66E6 r6El-IE%P1.GFfiFA41rlOBwf WNIXIxxS Ci6rnfd.(9{M1FF7H9]RMlF.DG1E�1Ybn.YuN'tr.PPa�NMnY.mtti Srml,4. �+�01r�1.tl0. &d•bF/9✓�✓Nwa.Ya. btm vu.ImW e6w�.GW mfslOD.mM.SMgyWd6.Ys9buw1b9slOO 1M/uai„m0.'nF�=N^.mi(u.6'vYp Werd.M1sim Mi®M1wevepa O[.6tlKrMPo�MMCwVrai�/amNiMnMTODwIwO.[MNY.aF.M9.6Wf9�6YV0,bnMmRmltw6�h'1flN 9CF e..e�,.mNbA�.9✓�. 1R„FMdrtgvY.C�.q ( •d1.Tm. Myw.6i.miVEePw Ni,uw IlNauv.etls Wnp Y4sOLr�dNC4� VninNpbY Pan.M.LLTM1.6ry/1. C^'AwY NOie. � V M19+eiw 61+'��nE^P.�a.rl lY Nx� ®uamee:.o.ax.eami.mw•womiow,a�ie.�-�awmaanwawrvm.w.ma...w m..w.. e.�� s,vm i,�. Job Truss Tmas Type Oty piy WRMSSMBIL FL05B Floor 1 1 A0295912 Job Reference (optional) M-1 nooT musses, ron Tierce, rL da o, oesignLwaivuss.com 0-1-8 H, 2-5-0 I 111a� 1.5x3 II 1.5x3 = 1.5x3 = 3.6 = 1.5x3 II 1 2 3 t �(6181 fl 5�l o �17 d i 15 3x4 = 3x4 = 3x6 FP= LOADING(psf) SPACING- 2-" TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP N0.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-D-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 13 = 1289/03-8 (min. 0-1-8) 16 = 609/0£-14 (min.0-1-8) 11 = 336/Mechanical Max Grav 13 = 1289(LC 1) 16 = 620(LC 3) 11 = 422(LC 7) FORCES. (lb) Max. Ccmp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 23=-1433/0, 3.4=-1433/0, 4-5=-143310, 5-6=0/876, 6-7=-6521174, 73=-052/174, 8-9=-652/174 BOT CHORD 15-16=0/1053,14-15=011433,13-14=0034, 12-13=876/0,11-12=-211640 WEBS 4-14=-288/0, 6-13=-708/0, 2-16=-1164/0. 2-15=0/420, 5-13=139510, 5-14=01816, 9-11=704/23, 9-12=290114, 7-12=270/0, 6-12=011066 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Run: 88.210 s 1 May 18 2018 Print: 8.210 s May 18 2018 Mrrek Industries, Inc. Fri Oct 18 15:30:17 2019 Page 1 ID:hYCoaOEtYhBivUGjnCGo4hz g-3HeC0a02CKxL5rU26jJ7PEnFcZxNRWrK3pn31yS94q 2-7-8 i i Dead Load Defl. = 1Ae in 1.5x3 II 1.Sx3 II 3x6 = 316 = 3x6 FP-- 3x4 = 3x3 II 4 5 6 7 8 9 10 14 3x4 = CSI. TC 0.68 BC 0.73 WB 0.51 Matrix-S LOAD CASE(S) Standard 4 12 3x6 = 3.8 = DEFL in (]cc) Well L/d Vert(LL)-0.1515-16 >999 360 Vert(CT) -0.24 15-16 >621 240 Horz(CT) 0.02 11 n/a We PLATES GRIP MT20 244/190 Weight:103lb FT=10%F,10%E 1-1 Job Truss Type city PlyWRMSSMBIL FL06G TFloorGirder 1 1 A0295913 Job Reference (optional) A-1 Hoof 1 msses, Fart Pierce, FL 34946, deslgngaltruss.com 0-1-8 H , 2-6-0 8.210 s May 18 2018 MiTek Industries, Inc. Tue Oct 22 10:25:21 2019 Pagel ID:hYCoaOEtYhBlvUGInCGo4hzcczg-jBddyAOMfUoj4S9GiOmJYCAiTr?eFlx8m6GGt7yOvAi i 1-M i 1-2-0 OH-8 Us = 17 16 3x8 = 3x8 MT20HS FY- 15 14 3x3 = 3.4 = 13 3x8 = LOADING(pst) SPACING- 2-" CSL DEFL. in (loc) Vdefl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.66 13-14 >373 360 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.43 13-14 >568 240 SCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.10 12 n/a n/a BCDL 5.0 Code FBC2017TFP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30(flal) BOT CHORD 2x4 SP 240OF 2.OE(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 12 = 119510-6-14 (min.0-1-8) 18 = 119610-6-14 (min. 0-1-8) Max Uplift 12 =-243(LC 13) 18 =-241(LC 13) Max Grav 12 = 1195(LC 1) 18 = 1196(LC 1) FORCES. (Ib) Max Comp./Max. Ten. - All forces 250 (Ib) or fens except when shown. TOPCHORD 2-3=3116/1497, 3-23=311611497, 4-23=3116/1497, 4-5=-367912394, 5-6=367912394, 6-24=36792394, 7-24=3679/2394, 7-25=J716/1500, 8-25=3116/1500, 8-9=3116/1500, 9-10=311611500 BOT CHORD 17-18=-644/2089, 16-17=217313587, 15-16=217313587, 14-15=2394/3679, 13-14=219913573, 12-13=-651/2091 WEBS 10-12=2312r720, 2-18=2310r712, 10-13>938/1133, 2-17=94411135, 7-13=506r774, 4-17=521l746, 7-14=334/494, 4-15=338/434 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. Continued on page 2 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 12 and 241 lb uplift at joint 18. 5) Load cases) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11. 12,13 hasihave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb up at 5-1-12, 209 lb up at 7-1-12, 209 lb up at 9-1-12, 209lb up at 10-5-8. 209 lb up at 11-9-0, and 209 lb up at 13-94, and 209 lb up at 15-9-4 on top 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) 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 12-18=18, 1-11=170 Concentrated Loads (Ib) Vert 9=209(B) 3=209(8) 5=209(B) 6=209(B) 23=209(B) 24=209(B) 25=209(B) 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert 12-18=18, 1-11=170 Concentrated Loads (Ib) Verl: 9=209(B) 3=209(B) 5=209(B) 6=209(B) 23=209(B) 24=209(B) 25=209(B) 3)1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniforn Loads (pit) Vert 12-18=18,.1-6=-170, 6-11=90 Concentrated Loads (Ib) Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B) 23-209(B) 24=209(B) 25=209(B) 4) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00,Plate Increase=1.00 Uniform Lcads�(plf) bFa-m PLATES GRIP MT20 2441190 MT20HS 1871143 0 22:5 q oI4 2� Weight 104 Ib FT = 10%F, 10 %E Vert: 12-18=18, 1-5=90, 5-11=-170 Concentrated Loads (lb) Vert: 9=209(B) 3=209(B) 5=209(B) 6=209(B) 23=209(B) 24=209(B) 25=209(B) 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-18=18, 1-6=170, 6-11=90 Concentrated Loads (Ib) Vert: 9=209(B)3=209(B)5=209(B)6=209(B) 23=209(B) 24=209(B) 25=209(B) 6) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-18=18, 1-5=90, 5-11=170 Concentrated Loads (lb) Vert: 9=209(B)3=209(B)5=209(B)6=209(B) 23=209(B) 24=209(B) 25=209(B) 7) Reversal: Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-18=18, 1-11=170 Concentrated Loads (Ib) Vert; 9=209(B)3=209(B)5=209(B)6=209(B) 23=209(B) 24=209(B) 25=209(B) 8) Reversal: Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-18=18, 1-11=170 Concentrated Leads (lb) Vert: 9=209(B)3=209(B)5=209(B)6=209(B) 23=209(B) 24=209(B) 25=209(B) 9) Reversal: 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-18=18. 1-6=170, 6-11=-90 Concentrated Loads (lb) Vert: 9=209(B)3=209(B)5=209(B)6=209(B) 23=209(B) 24=209(B) 25=209(B) 10) Reversal: 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 12-18=18, 1-5=-90, 5-11=170 ilv eivapM/mli M1'4, aooFTgrs6E6 r6EMHr1. G9iFRFt1FAlAe W COtAIibN5 Q,6f0,EA lT>"'EM1PCq(QM.FDGYATen Vaa/ sego GemnWewl �ae,vC�tn On Trm M1W�Y�rW (iW)MM1 1 6Niry F�MSMrne W�,Wmuaa VnbmatirJu ulV mm,TOD. mNAM tmn6trMM1 wSYrVb M1IiD 6op,6p,nnepN6,�eb Eryerr). 4l wmMTtn r7,s,um mgme.��vnP�a�q��^fi���WaM6bbMM1�iT Wen �YO'�i�uu M,�Mm N1W,^Y.,nbTPI.LiM ���k�M9miSJun,.eudmLS �lwdOV TrveMM'6vifMb W,vpa^SO%WNe ee. eM1,e.��o.,ws.ec w�rni„e�°..m�.im.m�a�.�mc.nmmwma�e..a Tvi.n,..�.ame.mo n r,m.w+mne�W�a..aw�u.s+..b>�vm.ee. e.,�„rour C6 eJM1Tm MnIGT.6yahErq�nMTnm Menufatluer.mY,eee,wns 6�M CTCTe CeMW QwC VahMT+N hYY pnU,MMw l'wlne6ytl' yEytrmiNOTM1 6vtnY A6psmTnne ,MnaM1�eweK N[WVObvenabtrwOY�Rif.6Mn�tlOA,641gyTnm_ry,�n,W PubmmM1hwT Av,'v nYSie�SLrvIM1eAm PrmmWA,pWTwvu PM1�WM6W1^0.� Jbb Truss Truss Type PlyWRMSSMBIL FL07GE GABLE r"Y 1 A0295914 Job Reference (optional) n-r pool imsses, von Tierce, rL b4 b, aesigntoalvuss.com W 1 2 Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1815:30:19 2019 Page 1 ID:hYCoaQEtYhBIvUGjnCGo4hz g-0flzRFPJkxB3K9eRy7lnrgJGzQPerSRenNlu8wyS94o a4 3 4 5 d 12 14 T ST 3T Y d 11 13 n,' o 10 9 8 7 6 2 I i 4-0-00 5-0 0 1-4-0 1-0A-0-0 1-0- I LOADING(psf) SPACING- 2-" CSI. DEFL. in (loo) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Stress Ina NO WB 0.03 Horz(CT) 0.00 6 nla n/a BCDL 5.0 Code FBC2017/17PI2014 Matrix-R Weight: 24 lb FT =10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. All bearings 5-0-0. (lb) - Max Grav All reactions 250tb or less atjoint(s) 10, 6, 9, 8, 7 FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 cc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-M cc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply - 1!WRMSSMBIL FLOE ROOFTRUSS 7 1 A0295915 Joh Reference a tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1815:3020 2019 Page 1 ID:hYCoaQEtYhBlvUGjnCGo4h=g-UsJLebOxVFJxyJDdWrGO12sRrqlFatWID11 RgMyS94n 0-1-8 0-7-0 0-8-8 11 II 23x6= 3 3x3 11 8 5x3 = o 1.5x3= 1 Ni 3 Y fi 313 = 3.3 11 3 3.6 = 0-148 0-7-0 -9 2-08 0.7-6 1 1-1.0 LOADING(psf) SPACING- 2-U CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(L-) -0.00 5 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) 0.00 5 >999 240 SCLL 0.0 Rep Stress Ina NO WB 0.17 Horc(CT) -0.00 4 n/a nla BCDL 10.0 Code FBC2017rrPI2014 Matrix-P Weight: 19 lb FT =10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(Oat) BOT CHORD 2x4 SP No.2(Oat) WEBS 2x4 SP No.3(8at) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4 = -209/Mechanical 5 = 7011043-0 (min. 0-1-8) Max Horz 5 = 42(LC 10) Max Uplift 4 = -209(LC 1) Max Grav 5 = 701(LC 1) FORCES. (lb) Mu. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 6-7=-305/0, 7-8=-305/0, 1-8=305/0 WEBS 2-0=01358, 2-4=0/309, 2-5=-065/0 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left exposed ; end vertical leftexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf.bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 4. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 48=20, 1-3=-100 Concentrated Loads (Ib) Vert: 1=285 QRwOowyFT,w�M1'.tl/SSf 1P136E8tT�rfF1%.Ge.TC.1l TFAMB MGM fY}IBP/dIQIrA RUl9ikbl.'XM1EM3E+T bm.Vw%b,9^M�w�wY,ri,W mRaLwW S��9IRID/aJOs cK'+o �w6w PCY,viIw4�9wYaY+WbM�<u4�tlM1•ei'�T�Q�rMtwMlIXimM.utl�lRl.iMl4a�sNm)c'�tlEM; WbY!/vdWa d�O-ifi &iygYM�hrt6w Cnw.[w QnM�wAwiml,plwM19ibpa•Vw.'n0.[vrMYYb R'.NBG.ba, MTi9 m1wd1i41-llw Wwtlq,IwTWwdw/W rtlM1Trra.YWS9M1•�RMilitlWbMFVV/Jblw, � w6•tlM1TM.6VM6YrAi�wMTnmP 0.11Mw0w.wbs Nw� •Cmw 60rywbmNm R60)iw�d0.NTRM6%6e�,aYrvslb VmtlP�TfF10Yw�}rM1wWpwM mY--K tmvpnOaIMFTRI C.�tllAI6M1Ib'Jt- -il�MtlAfm[mRYMYwRwpwiG6�1Tw1h,em Wm,N�T�s1YllM1BiiV a•V�wT.m BYmeFN�tleY6�6.N ,rob Truss Truss Type Qty Ply WRMSSMBIL HJ7 Diagonal Hip Girder 2 1 A0295916 �JobReference(oipfional) A-1 Root Trusses, Fort Pierre, FL 34946, design@a1 Wss.com Run: 88.210 s 1 May 18 2018 Print: 8.210 s Mav 18 2018 MITek Industries. Inc. Fri Oct 18 15:30:22 2019 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdeft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.23 6-9 >512 360 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.45 6-9 >258 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 135/1,11echanical 2 = 514/0-4-9 (min. 0-1-8) 6 = 355/Mechanical Max Horz 2 = 182(LC 22) Max Uplift 4 = -104(LC 4) 2 = -136(LC 4) 6 = -45(LC 8) Max Grav 4 = 135(LC 1) 2 = 514(LC 1) 6 = 355(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-10=863/176, 10-11=-658/193, 3-11=595/194 BOTCHORD 2-13=264/620, 13-14=-264/620, 14-15=264/620, 6-15=-264/620 WEBS 3-6=-662/282 NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; 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) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chard 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 104 lb uplift at joint 4,136 lb uplift at joint 2 and 45 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 Ito down and 61 Ib up at 1-4-9, 77lb down and 61 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, and 68 to down and 91 lb up at 7-0-7, and 66 Ito down and 88lb up at 7-0-7 on top chard, and 9 lb dawn and 46 lb up at 1-4-9, 9 lb down and 46 lb up at 1-4-9. 21 lb down at 4-2-8, 21 lb down at 4-2-8, and 39 Ib down at 7-0-7, and 40 Ib down at 7-0-7 on bottom chord. The design/selection of such wnnection devioe(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: 1-4=-60, 5-7=-20 Concentrated Loads (Ib) Vert: 12---84(F=39, B=-05)13=59(F=30, 8=30) 14=9(1==4, B=4)15=71(1`=32, B=-39) Dead Load Deft. =1141n PLATES GRIP MT20 2441190 Weight: 41 lb FT=10% Qw,vlueKnHm�6n"/-, R4JFTRY66E6 ('6H,£A].4FNEPPLTERM6eM LfYID,11ONSCJ6rWFA(9VVFli�P6q,ONLF➢GI�M-,vm Vbry bayn pumub.NMMuaMTrva Uefp,6My(rWjWM ap+u>aPV.�e'b�'9��9�Md3 l'dl�mSb6Trv�v4p,bfm0� ey,uv1v4T0.,.tM TC0 ba[1 Neiwflhayn [pe�.q p�6E bry Enp„�,y PbWnMiIX1 F+W'bn .w�.awe=..�+s,ne.•a�.cmm.m..aae.rae.e.,x..aw*wme..aTn,.T4 w�Rmm.To'�9o.w�rr�e,>eMT,�i.me reams �Awm:.am�avwe.. yam. ee.. a�e.�o�v�.�am.e.®..0 m. Tuowwv.�..a e�mw..mne.+mKK m,w.vsdw•mmm.!%sm wu.baer TA.wsecr.m.,e....aaw•�+a�w*=. m o. gym+-..«,e �ns�m.T,.soap.«.6�rE.a'.�.'dtliou.�,�nme.�».a.a,u.em.cw.c.�awan.�my nrd wm:,mb.ntb se�rE�bxoTae�ass ooa+�o.T,,.,.%n �ME��wb�a. ra a�ltnAg.aM1pbUbTR1.CW,gJOipi6 hl RNTmm��R-pWemgPbbgmvl.nmp4quptKW �2walba eMnpnw,udM PwlTrvou. Job Truss Truss Type Oty Ply A A0295917 WRMSSMBIL J7 Jack -Open 5 1 Job Reference (oo8onall A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 88.210 s 1 May 18 2018 Print 8.210 s May 18 2018 MiTek Industries, Inc. Fd Oct 18 15:30:23 2019 Page 1 ID:hYOoaDEtYhBIvUGjnCGo4hzcczg-uR?THdSpoAhVpmxCBzpjNgUmjt cbnGW ki?G6HhyS94k 7-0-0 7-0-0 Dead Load Deft. =1/a in 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.20 3-6 >422 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Ven(CT) -0.25 3-0 >333 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mabix-MP Weight 22 lb F7=10 LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 278IMechanical 2 = 1851Mechanical 3 = 93/Mechanical Max Hoe 1 = 141(LC 12) Max Uplift 1 = -36(1-C 12) 2 = -115(LC 12) Max Gcav 1 = 278(LC 1) 2 = 185(LC 1) 3 = 130(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp B; 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 nonconcurrenl 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 36 lb uplift at joint 1 and. 115 lb uplift at joint 2. LOAD CASE(S) Standard Qrw.eee,eEY,....m x� Rvoe raysaes�r�, c�.rm ivws.ewrmimo; wsTaeea rauiEalrcgamRtte�-rmue. vxryeean o...��...aue imme,e n,m ww �et�m.�aa. R�+W E�v^»e.m.m e.nem.ie. ma mroo. mk /�w+�mwpm uuan,.nawTm wa.a.ixw Ougn Wese.aN-ti+<.b ene�+.���a.w,uv. �dm.w�+.v�an�w�N �w e.mem.w.r�ar�mm. Tm.+r.w.ml. m. �v..e0...b..•�a w.der,,. c,amaer=a,mawr„m,e. tr�wae......,w.aey o.m.e. o...r. r.a>a.r.u.e. ®+s�sd iwe.ww aa.ac.e.mc.,�a+a�e..e...emr.n.. w>+ewroo arm.mae.nm..a,ne�+�a-s.++•.w.m.+.m.w a..arwa.>•v"m.,awvar..r�,u....w.a roowmr.�•.�aM.�..aae a,unw�w��>�Ir..T�,.��l�wa�MTn.wow.«i.w..mw.w�+w•'�. mle.r�v.�nm.•.m OebtlATrun0.vgiw, 6pvaLy Ees�r.d T,m vuwlaa•v.uxw wwwmbW q.ewrwagwf ge,tl�erpN a pvai,nnmt Tv sryueyEyymwY FOies awsq C`yv>TrvnsyeYmfigwef.ne3Snp. AO nvlY¢�Yvva.m6/ i,ml.Cqr.ytl0]01641RYTn®-WpNvwtlMCvmrl.nm�Yv,apdiCYf �v. IbnaYm p.�,'u,tl A1RMTv�a J b Truss Truss Type Qty Ply WRMSSMBIL L01 Common Supported Gable 1 1 A�59118 �JobReference(opltonal) A-T poor i russes, con eterce, VL 34 b, eesign(mavmss.com Hun: 68.210 s 1 May 18 2018 Print: 8.21a s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:30:24 2019 4x4 = 10 21 20 19 18 17 16 15 14 13 12 3.4 = t6fi-8 LOADING(psf) SPACING- 241-0 Car. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(L-) -0.01 11 n/r 90 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.02 11 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.07 HOrc(CT) 0.00 12 n/a We BCDL 10.0 Code FBC20171TPI2014 Matrix-R Wind(L-) 0.01 11 n/r 120 Weight: 911b 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 - TOP CHORD Structural wood sheathing directly applied or 10-" oc pudins, except end verficals. 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 uide. REACTIONS. All bearings 16-6-8. (lb) - Max Hom 21=113(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 21. 12, 18, 19, 20, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 21, 12, 17, 18, 19, 20, 15, 14, 13 FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-21=175/254, 5-6=104273, 6-7=-1041273, 10-12=175265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp B; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/IPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires confinuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 12, 18, 19, 20, 15, 14, 13. LOAD CASE(S) Standard Qrr.,s Tp�sM,p..ew-L111M:TwLL54E61'4`-T�r1.GElERI11Fn'44 v4 rAllD(fIW^u W6rG�L-Rr '�A"1 <f FNTFITJE'.Tbm.YMla^9^RTY�W,rl.a.m MTrva Oeq,M/gRWINIy Cbr/-0tlmrr,.b,�eW,Y✓mm.Vn4sa cOwwR®1mMND.cnM...Nucm.�HO/e.✓wbuW bawl®bb.Ylb.Thm MO, 4�P�:94�. £'�.TY 69Mwii.M,tilmwYT®,gnv�x ..%.+eo•.�m�..cw.m.u„w..nwnwloo.aY.a�..aewl.r+..dnew+a«w�a wxrYmmw:.��4sma�++++mle,.essc...,.r..�,seea++mw. fa�w. e. wvYma+.a [y`.tlY,v®wuWo-••tFTRt C6py90IDI6MIPvlTvw-Rcw`�mtlFhtlicuml4ary b,RYprYSNMMPavmTmm HP¢ imp. Job Truss Truss Type OTy PN' WRMSSMBIL L02 Common 4 A0295919 Job Reference o fional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.cem Run: 88.210 s 1 May, 18 2018 Print: 8.210 s 4x6 = 4x6 II Us = 4.6 II Fri Dead Load Deft. =1Mfi In- Plate Offsets (X,Y)- t2:0-2-12,0-1-81, 14:0-2-12,0-1-81 16:Edge 0-3-81, r/:04-00-3-01 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.23 7-8 >830 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.19 7-8 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.35 Horz(CT) -0.01 6 nla n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 90 lb FT =10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except* W1: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 74610-7-4 (min. 0-1-8) 6 = 74610-7-4 (min. 0-1-8) Max Horz 8 = -113(LC 10) Max Uplift 8 = -253(LC 8) 6 = -274(LC 8) Max Grav 8 = 746(LC 1) 6 = 746(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 2-3=756/1079, 3-4=-756fl080, 2-8=-674/903,4-6=6741904 BOTCHORD 7-8=513/363, 6-7=524/363 WEBS 3-7=541r308, 2-7=2751306, 4-7=2641306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.Opsf; h=25ft; Cat. II; Exp B; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt-lb) 8=253. 6=274. LOAD CASE(S) Standard QReu. Cuuy�/mMN•41FIXFiW66E6 C6E11Pi.f L1QWfiWIXNe�ILMS CV6lOYERf>a1 ACMigftIDCJEM-trm,WM d^G�+ulaaetl walrobnmMTrtv DUP9R®INvu 1 ftmI.ryE,gietnM1.av eMa,Otlm.m. MYu msn4.6Yimb RlO. w%PQvapwcw WUYW Oaw,LbOm l® uM NeTnm6epn Erprap W6pLilETau✓A Gveulm.^IlW rgvNn o.,�.fi.r�.e�.e'�a�•,w.n..�c•.c�vaaa.mmwea. Taw. mgm6mo.Tme+v..mmtm.a �e davqu++.E,.nw.�m�•..�aeaeE.ardwer�wen %+*asa..�we+Nav�. o+m�+.fi+saa+'v�.ne.�.aae.6m,6. i6c. E,rmsema..m Ta�l.Tn.awmewroo rw®mv.r,m.:wrv+.�v..�.o..:m�wcevwa......w�ln me.ewyomq�...,ee.m.�.. e6ms..monwaroc.wm.r+m..ew�>m.ar+aam.m.�+6++.ern.�msmw�+Wm.w6eu..�a...,.mwo�+eee.o. rv,-1 a.r.., v.=a�.. «w ma ae.rnmo.�u�.�.swmrE�a.�.a.N..wwm.,.w,..w.�.ms aer. carom.w�wmx�l:w.rmw�„.amTr.6e.m+xev.aaxor e. e�asro�v�=r�sw.Ea.�m=n n+xraau I .4malbvs.nw6bMbTR1.Gq�ICaM641 NNTrcg._pppy�y.,ppgypuy„y, y�ye, itMDM.AiiltlurAnpm,mm4l,iW T,u,m. Sob Truss Truss Type Qty Ply WRMSSMBIL VO4 Valley A0295920 Job Reference (optional) A-1 Roar Imsses, tort Pierce, PL 349ati, designtmat0uss.com Run: 88.210 s 1 May 182018 Print 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 18 15:30:262019 Page 1 ID:hYCoaQEtYhBIvUGjnCGo4hzcczgJOgcvfIA4543gEgnt5NQ7J6UnEn2_dfAOyUmtOyS94h 2-0-0 4-M 2-0-0 I 2-0-0 6.00 12 2 314 = 2x4 - 2x4 J LOADING (Pat) SPACING- 2-" CSI. DEFL in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n1a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 cc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 11013-11-0 (min.0-1-8) 3 = 110/3-11-0 (min.0-1-8) Max Horz 1 = 11(LC 11) Max Uplift 1 = -22(LC 12) 3 = -22(LC 13) Max Grav 1 = 110(LC 1) 3 = 110(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exia B; 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) 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 24)-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 10 lb FT=10% Rw TawP6l vwP�-LI WCFTW65E6 CSELLEIn.(aF '. TFALLfiW W[.RHItlNSRRIWE0.RN'ER9iC 2MifLpFY1-Nv:tilr>v9�lm/vrv�vYMuaaaOmTw T..wa.�omm.aA t EW+bE�Pdwe^vv4�V��IPa¢� �mtv TD0. Y4vwmwb dvn YW buvlb0a il0 bTN N�Th.a Peftn epw,.p W.finCSENM.M Wm M'1®mWe'+e, o�..e.o-�r..e.wq.+ex.e.�ed•ve.a,a. mroaae�rs,e.�Tme"u°"tl�m°a..a" mi :gym seam. �.a�v"'✓'e'♦,�.`''""".' �v"�.,ou�.n~.��n�wie. T+ ✓e.�oN..w��ce..es. u,e...�om��.Tw..ea.o�.earee+.ewen�a�6d.vnm.,w�re6m wam.e6rmw�r...,.w.�,see.a..�+c++.®. m., ee... e.,.�mm.,.,a e�vm�im�6,yrim.6,ioiT E.�j�vaTua ��nReSrv.mJma9�q�}lMby�fgnPNgw]iyv,F�gryMMpMFvOM TI�E,cCTEr!/r�YNOT l�EW'ry Aq�.v Twe6rywE.p�aghuYq Ol es,r- a.,..®mxm..Tn,.co„�vearewiruaTw..-aamm.eenm,......Tn.meA.ao..asa.wowe...a,e.=..o�nc�aemi�.... Job Truss Truss Type Ory Ply 7 WRMSSMBIL VO8 Valley 1 1 AO295921 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, deslgn@a1truss.com Run: 88.210 s i May 18 2018 Pdnt: 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 1815:30:27 2019 Page 1 ID:hYCoaOEtYhBIvUGInCGo4hzcozg-nCE_6?VKrPLWHNFzOpufX Web9e4B)4vJdcEJOSyS94g 3x4 = 6.00 12 - ,w.a annrw.:u - 2x4 G 2x4 LOADING(psf) SPACING- 2-U CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) nla - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: 23 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 be pudins. BOT CHORD Rigid ceiling directly applied or IG-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 270f7-11-0 (min.0-1-8) 3 = 270f7-11-0 (min. 0-1-8) Max Horz 1 = 28(LC 9) Max Uplift 1 = -54(LC 12) 3 = -54(LC 13) Max Grav 1 = 270(LC 1) 3 = 270(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=2621271, 2-3=-2621271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. LOAD CASE(S) Standard Qrfeeueyp �.�....xf eoo�,wsneseeeuem r�±Eau Tuu+s.�ecammxls usra.e-xreuvEF�scna,�tta�+a-�..v-y>.a+r--�.•e..am..a.,..+. o..�u.—y rtm.�an. 4-ufYE�CAmmf,vetl�llm� m WtrnaY�nMlaTm M TCD. YA(�wnnOMa W b,mOEwh RD bb�fll. Po � Trvaf RR E^G^�^p(u. SidSEN��1.Pr�imv'il W .m�r.4 e, cn9ivgW Vtiv���Aa-V vmmWlM1b0.4TiMMvir�TwldRMrnMIW Y.uealR4AL,P®4`+4bf^Vem-0Av-,,.tiWl-%M®dMTmslavTFui4gY0evv�vC6YdEn 0.+.v.A0.v,1n 'nJ'MVM6M18V �.'�Yvm6Yvl�KSM®G.1xtltWyp¢tl,NipN,lb�mytlWTW Wv„WudbT�ut M1WgGwS9�A4n)s9N. �ve9tl�Tbin�li Ovbv✓9bYT�NCvae�,Nma �f w4nMTW wf MPtltaNMf,be�vMGtlV��tltlNnMYnR�IPN�1NlAN59GI..wnY,�.aibP�tlP+b^'aY4w1b�1h Jvfuvfvtrvn0'4Fe.4"�Ir�NiuvYMF'mr,aibv C,��0,6.,p4l�fwLCgmlKAw�iCbY WuFM.�iIM1,N�fE.yw.a rbTf`&di9b9�eiw aYd^^EW��a WY1L4 N 6W6-N,PT1l�tlmwen Tr+f QDyegCOAfBMi Pnl T.wu-4pNCmtlC4lvmut4vpbp YolLAf MprlOvcMpwslmtlFlPaf lnme JUNE 20, 2019 I TYPICAL HIP / KING JACK CONNECTION I 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 772409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TIC & (3) 16d Toe Nails @ BC 0 r` Attach King Jack w/ (3) 16d Toe ,Nails @ TIC & BC 3ch Corner Jack's (2) 16d Toe Nails )) TIC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TIC & BC (Typ) FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL03 A4 ROOF TRUSSES 4451 ST. LUCIE SLVD. FORT PIERCE, FL 34940 772.409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD I' - 3' MAX. DIAL. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER DR 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) TRUSSSES @ 24' U.C. 2XG DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - I6d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \ BRACE AND THE TWO TRUSSES ON \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END 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 IDd (131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, DS), 150 MPH CASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d C131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUS( 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 \S / ...�.., �„ 1TUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. JULY 17, 2017 I STANDARD PIGGYBACK TRUSS I STDTL04 !�! k1•1�"-1 1k1 T M1r An 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 772-4031010 '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' OZ.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 4W O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6C (1.5- X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X B' 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. JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05 A-1 ROOF TRUSSES 4451 ST., LUCIE BLVD. FORT PIERCE, FL 34946 772-009-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A P 12 SEE DETAIL "A" BELOW (TYP.) GENERAL SPECIFICATIONS: 1. NAIL SIZE =WX 0.131'=10d 2. WOOD SCREW =4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL W. S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS- 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. BASETRUSSES VALLEY TRUSS (TYPICAL) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4' X4.5') WOOD SCREWS INTO EACH BASE TRUSS. TRUSS CRITERIA: GABLE END, COMMON TRUSS, OR GIRDER TRUSS WIND DESIGN PER ASCE 7-96, 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 II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD =50 PSF MAX SPACING = 24- O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. FEBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10d 2. WOOD SCREW =3' WS3 USP OR EQUNALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL .A.. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT A-1 ROOF TRUSSES l TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-11 5T. F TRUSCIE LVD. II 6. NAILING DONE PER NOS - 01. FORT PIERCE, FL BLVD. I GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 77ERCE. FL TRUSS, OR GIRDER TRUSS VALLEY TRUSS y II I �I II II II BASET II SSES (TYPICAL) n �� SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6' O.C. DETAIL A (NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS, OR GIRDER P r2 VALLEYTRUSS TRUSS i11L� (TYPICAL) SEE DETAIL'A' BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT= 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORV II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SVP TO THE ROOF NUOUSN 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. JULY 17, 2017 ' ' "` "` ' ' ` STDTL07 (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT= 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:' MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24' O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UNr- -.... .. DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER. NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6112 (MAXIMUM 12H2 PITCH) FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772-409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/l0d NAILS, 6' D.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' D.C. MAX. t SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TU 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 CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. 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 IDd NAILS SPACED S' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4'-0'D.C. S. 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 MIOSPAN 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 STDTL08 VERTICALf2X4 2X6 SP OR SPF STUD02 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' O.C. f2) lOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF 02L HORIZONTAL NAILED TO RTICALS 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 END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 9. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. IOd AND 16d NAILS ARE 0131'X3D' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1'3 POINTS MAXIMUM STUD LENGTH 2X4SPk3/STUD 12.O.C. 3-840 5&11 6&11 11-1-13 2X4SPA3/STUD 16'0.C. 3&10 4-9-12 6-6-11 9-10-15 2X4 SP#3/STUD 24'O.C. 241­6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12'0.C. 3-10-15 5-6-11 6.6-11 11-8-14 ZX4 SP #2 16'0.C. 3-&fl 4-9.12 6fi-11 10_8-0 2X4 SP 92 24, O.C. 3.14 3-11-3 6.2.9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 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 END DISTANCE. BRACE MUST COVER 9OX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. pas ROOF SHEATHING NAILS lOd TRUSSES # 24' O.C. 2X6 DIAGONAL BRACE SPACED 413' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - IOd NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL ROOF HEIGHT =30 FEET BORG 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MINFRS. 1 -u1 \l " 7 1-UI v\ " ✓L_ 1 n1" + FEBRUARY17,2017 WITH 2X BRACE ONLY STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER SOY. OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENORE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X8 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X8 I -BRACE 2XB 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE 1( NAILS WEB T-BRACE SECTION DETAILS FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. C' NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 7724W-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 (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ` ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH C NAI WITH (3) - ') \ SCAB WITH (3) 3 IOd TO TOP CHORD \NAILS (0131' X 3') NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (D131' X 3') �w s w r� w r r�wrrr�rrr���r� �� I' •• 11 •• III •• i' �w 1 a`\ -� BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSS ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - IDd NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAI INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (OD NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - IOd NAILS (0131' X 3) STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY17,2017 LATERAL TOE -NAIL DETAIL STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORTPIERCE, FL 34946 772-409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF 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 THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) OIA 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 1OB.B 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z pJ .131 75.9 69.5 60.3 59.0 T51.1 n .148 81.4 74.5 64.6 63.2 52.5 1 vi 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 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO SO* 45.00° ANGLE MAY VARY FROM 30• TO 60• THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 31r TO 60' 45.00° Y . FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDR12 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 0 J .135 60 48 33 30 20 (Tl .162 72 58 39 37 25 J 2 .128 54 42 28 27 19 0 Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 J Lo J N Q � Z .120 51 39 27 26 17 CO Z .128 49 38 26 25 17 0 .131 51 39 27 26 17 0 .148 57 44 31 28 20 Ki 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 ENO AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') VITH SPF SPECIES TOP PLATE FOR WINO DOL OF L33: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO FOR VINE) DOL OF 1.60. 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO VINO IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEE (177 LES) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *00 USE (3) TOE -NAILS ON 2X4 BEARING WALL ,On USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S: = TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY :L NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP W NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0Al+ 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 I TYPICAL ALTERNATE BRACING DETAIL I STDTL14 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE RLVD. 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(2'-611) 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES STDTL15 A' �i �I TOTAL NUMBER MAXIMUM FORCE (LBS) 157 OF NAILS EACH SIDE OF BREAK X (INCHES) LOAD DURATION SP OF SPF HF FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION ��11116� 1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' OIA. X 3') SPACED 6' O.C. 2. THE ENO 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 VHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. .......... . . . ... . . . .. . ........ . . . . . .. . ......... ­­- 1­111 ­1 ­ I I I 1 11-- — — - ____ — ­ X, , , , "I "I'll" I . ­ ... .. . . . . ..................... .. ........... . . . ... ..................... ----- ----- NOTE: ALL'ir(U66 I'U WALL ANU/uk iirWz�6 10 NOTE: Trusses are designed for SHINGLE material. LEDGER CONNECTIONS BY BUILDER (UNLESS NOTED OTHERWISE) Notify truss manufacturer if material is other than shingle. NOTE: ALL CEILING DROPS BELOW BEAM ARE 40 BY BUILDER (UNLESS NOTED OTHERWISE) :E — --------- -- - --- NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW > TRUSS I.D. AND TRUSS LOCATION OI4_1Y. ------ THE BUILDING DESIGNER IS RESPONSIBLE FOR THE DESIGN OF STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. . ... ........ �­­, IGS REFER TO THE INDIVIDUAL TRUSS ENGINEERING DRAWIN L01 FOR GRAVITY AND UPLIFT LOADS. A E3 ---- - ------- ----- - -------- I ------- - --------- ------- .... ........ :2 41 FOR BRACING & ERECTION DETAILS REFER Li X TO BCSI-03 AND/OR ENGINEER OF RECORD 4 ... ........ =n�-= ll� n lll ------- ------- 12- 8" COVERED LANAI REPRESENTS THE LEFT SIDE OF 12'81' 10� 8 1/2" EACH TRUSS DRAWING ------------ 1A ------ LOG 214" NOTE: REFER TO USP CONNECTOR CATA FOR INSTALLATION DETAILS - ------- l7' 0 F �,03GE LIZ-_ -- ---------- AF1A 7`7 X01C E A01A - — ----- '9 11/4" A02 CEILING FLAT 1218" @ BRG HEIGHT 25411 - ----------- — ---- ------ --------------------- ------ A021 25'41' CD 1218' 814 7/8" "T TEDULE A02 LEDGER SM CONVENTIONAL A."54112 CEILING IC21SNI FRAMED FLOOR El LGR1 SINGLE LEDGER BY OTHERS W=10 TOP @ IT10 1'211 A F F LGR2 - 2 X LED ER BY OTHERS Y�, A021 BOTTOM @ 'A.F.F. 41 LGR3 - 2 X LED "ER BY OTHERS A0Z TOP @ 141-10- A.F.F. % 4: M *ALLTRUSS TO iEFS' LEDGER CONNE TIONS ARE BY OTT 0 �Rll , A02 Q', T� r=170 S'I Z 4- HA 1CH LEGEND A02 2' 2 10, 101Z!!,� KA.F.F. QZX`�_ .. ....... ... .. . ... .. _�Il 4 A02 F FLUSH BEAM AND TRUSS CONNECTIONS FLUSH BEAM AND 174' A.F.F. �4 -cc A02 T FL04 BY OTHERS ---- ---- --- S )NNECTIONS BY OTHERS 7 ------- K�4 �4 77-7, FL05B �A02 4 j nT �C 3 2`1 ------ ... .. ...... 77 B01 !C'4 NOTE: FLOOR TRUSS PLACEMENT DIFFERS 1CO3 -!AC 7 A"I FROM PLAN FOR VERTICAI, OBSTRUCTION c, .:)4+/IZ utl Bi ttN @ BRG HEIGHT FL05A CLEARANCE FfI E A iCO3 ------ ------------ 2 3 4 CH A FL05A L/ EI01, 2 r FL05 F-4 C) _3 > B01 - — ----- FL05 20'111/2" Fq :(f03 CD �q 20'111/2" B01 . .......... .. ..... To, j CD ------ LGR1 ----- — ----- FLO5 �CO3 ----------------------- B01 .. ...... .. .. ....... .. ..... ---------- - ---- - ---- FI,05 ED ----------- ----------------------- 9X +1 1ED T =t -------------------- .............. ........ --- ----------- - ----------------- Eli > 7 ACCESSI L _4 BOY --------- -------- FL05 IC03 7�777�� X B02GE .. ......... .... ,C CEILING FLAT.,, X\ !CD D01 @ BRG HEIGHT X 77 j CO2 ><\ 7_/ <\ D02GE — --------- - -- - ------ - -- ------- _7 A C01G FI,05 l Xc LGR2 & LGR3 05 C 5 FLO VO4 CJ3 ICJ3 L06G N V08 X -:Z W �N W4- 1E EN 1cJ1 FL07GE FL07G All Cj1 7 f�T E _�fl ---- ---------- ---------- - TED - --- ---------- - . .. ..... ------- --- L�"' U 71 50 1/T' 10,11" 1/211 21'0t' W 5'0 1/2" 10,111, 50 1/2" 61- ------ 211 01' 810.1 9101, tz 7 sw_��=i:992 J5 H f E -�E v; E - 4 8 7 E. 7 19 60 76 12 01 E0 0 -E a 's, lk 381 0" P, Digitally s4 E! by MantM Z 8 g!'A", Craww' Manuel A-1 ROOF --------------- A Martin TRUSSES _pwm Truss Load Alert Box MartineZ Dat6: A FLORIDA CORPOR Truss I.D. PLE Cop 15:32:3 P 44 C- Ago-O 1-? $or 11 4" Gravity (> 5,000#) Uplift (> 1,000#) Ph 772-409-1010 Fax 772-400-1015 7K 5E M� F0 3 10129( 10 52 V4 U ACM CA Horizontal I> 350#) http.�llwwwaItriiss.com X �a� "A" 'JUS24 THD46 B JUS26 J� MSH422 (R� --- 9 THD26 K", MUS26 �11),,.THD28 i THD26-2 F THD28-2 I JUS46 4\1 �1­113q,'­ HANGER BY BUILDER �BBB)/ BEAM BY BUILDER LSTA 12 @ TC & 8C NOTE: LSTA STRAP INDICATED TO BE USED IN LSTA 12 @ TC CONCORDANCE WITH LSTA 12 @ C CORNERSET DETAIL LOADING ROOF FLOOR WIND LOAD ------- — -- - - ---------- - ---- - ------------------ ----- LIVE LOAD 20 40 ASCE 7-10 a. M 00 DEAD LOAD 10 10 160 MPH EXP 8 ----- - ---------- - -- ----------- ---- - -- ---------------- ----------------- ------ ---------- 0 LIVE LOAD 10* 0 CATEGORY 11 0 DEAD LOAD 10 5 ENCLOSED TOTAL LOAD 40 55 FBC -2017 M ........ ...... DURATION FACTOR FREV 1.25 1.00 TPI - 2014 DATE BY REMARKS E I _7 It is understood that above conditions have been reviewed j APPROVED & are acceptable for the fabrication at trusses, APPROVED AS NOTED elevations,pitches, overhangs, REVISE AND RESUBMIT fascias,ceiling elevations/pitches, bearing REJECTED conditions & all detail pertaining to this truss placement plan. No back charges will be accepted without previous written DATE approval from an A-11 Roof Trusses representative. REVIEWED BY PLAN DATE ARCH: 10/04/201 10/04/2019 20 CUSTOMER RENAR JOB NAME SEAMIST2215 BI OPTION(S) COVERED LANAI COMNINTY lot 1 MORNINGSIDE 25 LOT # CITY FORT PIERCE COUNTY ST LUCIE, FL BLDG 1 BLDG TYPE # ICB # 78906 MASTER WRMSSB1L DRAWN SCALE DATE 10/18/19 . ....... RH N.TS