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HomeMy WebLinkAboutTRUSSA#A-1 ROOF NTRUSSES A FLORIDA CORPORATION Lumber design valbes are% accordance with ANSIifPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RE: Job 59405 ENA-1 Roof Trusses 4451 St Lucie Blvd Site Information: S4 LON, POAFort Pierce, FL 34946 Customer Info: JWN CONSTRUCTION INC. Project Name: GERETY RES Lot/Block: Model: GERETY RES Address: LOT 102 VENTURE III, JENSEN BEACH Subdivision: City: County: Martin 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 MPH Roof Load: 55.0 psf Floor Load: 65.0 psf This package includes 79 individual, dated Truss Design Drawings and 0 Additional. Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 A0458733 A01 G 12/16/14 13, A0458745 ,. A13 12/16114 25 A0458757 CJG 12/16/14 2 A0458734 A02 12/16/14 14 A0458746 A14 12/16/14 26 A0458758 CJH 12/16/14 3 A0458735 A03 12/16/14 15 A0458747 A15 12/16/14 27 A0458759 CJI 12/16/14 4 A0458736 A04 12/16/14 16 A0458748 A16 12116/14 28 ' A0458760 CJJ 12/16/14 5 A0458737 A05 12/16/14 17 A0458749 A17 12/16/14 29 A0458761 F01 12/16/14 6 A0458738 A06 12/16/14 18 A0458750 , A18G 12/16/14 30 A0458762 F02 12/16/14 7 A0458739 A07 12/16/14 19 A0458751 CJA 12/16/14 31 A0458763 F03 12/16/14 8 A0458740 A08 12116114 20 A0458752 CJB 12/16/14 32 A0458764 F04 12/16/14 9 A0458741 A09 12/16/14 21 A0458753 CJC 12/16/14 33 A0458765 F05 12/16/14 10 A0458742 A10 12/16114 22 A0458754 CJD 12/16/14 34 A0458766 F06 12/16/14 11 A0458743 All 12/16/14 23 A0458755 WE 12/16/14 35 A0458767 F07 12/16/14 12 A0458744 Al2 12116/14 24 A0458756 CJF 12/16/14 36 A0458768 F08 12/16/14 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA 1 Roof Trusses, Ltd. Truss Design Engineer's Name: Julius Lee. My license renewal date for the state of Florida is February 28,2015. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSUTPI-1 Sec. 2. oIEN K!i 11 Digitally signed by JULIUS LEE -`� DN: cn=JULIUS LEE, o=TRUSS N 34869 W_ GINEER, ou=STRUCTURAL PE, STATE OFemail jlent - .c � �i- om c-US 1109 BOYNTONO EASTAL BAY. A H, FL 33�435 Date: 2014.12.16 15:58:47-05r00' Page 1 of 2 ., r A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 59405 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0458769 509 12/16/14 75 A0458807; JD 12/16/14 38 A0458770 F10 12/16/14 76 A0458808 JE 12116/14 39 A0458771 F11 12/16/14 77 A0458809 JF 12/16/14 40 A0458772 F12 12/16/14 78 A0458810 JI 1 12/16114 41 A0458773 F13 12116/14 79 A0458811 X 12/16/14 42 A0458774 F14 12/16/14 43 A0458775 F15 12/16/14 44 A0458776 F16 12/16/14 45 A0458777 F17 12/16/14 46 A0458778 F18 12/16/14 47 A0458779 F19 12116/14 48 A0458780 F20G 12/16/14 49 A0458781 F21 12/16/14 50 A0458782 F22 12/16/14 51 A0458783 F23 12/16/14 52 A0458784 F24 12/16/14 53 A0458785 F25 12/16/14 54 A0458786 F26 12/16/14 55 A0458787 F27 12/16/14 56 1 A0458788 F28 12/16/14 57 A0458789 F29 12/16/14 58 A0458790 F30 12/104 59 A0458791 F31 I V16/14 60 A0458792 F32 12/16/14 61 A0458793 F33 12/16/14 62 A0458794 F34 12/16/14 63 A0458795 F35 12/16114 64 A0458796 F36 12/16/14 65 A0458797 F37 12116/14 66 A0458798 F38 12/16/14 67 A0458799 FG1 12/16/14 68 A0458800 HJA 12/16/14 69 A0458801 HJB 12/16/14 _ 70 A0458802 HJC 12/16/14 71 ' A0458803 HJD 12/16/14 72 A0458804 JA 12/16/14 73 A0458805 JB 12/16/14 74 A0458806 I JC 12/16/14 Page 2 of 2 J TrussTJobeference pe ty l 59405 A01G a FROOfTSpecialGirder A0458733ob (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:26 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-BY2485y2Hd Wi25mg2_OQ8jgmHx46IJgradVakoy8MCJ 4-1-10 10 9-0 2 14-9-7 18-9-11 2308 295 8 4-1-10 1 45-13 5-5-5 4-04 4-7-13 Dead Load Deff. = 314 in 0.44 FF2 3.07 F12 3.25 12 4x4 - 4x4 = 4x6 4x4 4 = 4 5 8 2 in 3x10 n 1 8 d 37 1332 33 3412 35 36 11 38 39 10 40 41 942 O 8x8 - 4x4 6x6 = 4x4 = 5x8 II 5x14 = = 3x4 = 1.18 12 0.17 12 1.25 Ll2 29-5-8 i 4-1-10 , 9-4-2 i 14.6.9 i 18.9-11 , 23-0.12 i 27-11-0 a&7-p 4-1-10 S2 8 5-2-8 4-3-2 4-3-2 4-104 8-0 ' 0-10-8 Plate Offsets (X Y)- rl:0-5-1 5 0-1-8] [5:0-3-4 0-2-0] [8:0-2-12 0-2-9] r8:1-0-13,0-3-101,[9:0-5-0,0-2-81,[11:0-2-4,0441 r13:0-2-0,04-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.70 11 >508 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -1.33 11 >266 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.26 8 n/a n/a BCDL 10.0 Code FBC2010JTPI2007 (Matrix-M) Weight: 457 lb FT = 0% LUMBER- . TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 *Except* B2,B3: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 2235/0-6-0 (min. 0-1-8) 8 = 2346/0-8-0 (min. 0-1-8) Max Horz 1 = 42(LC 9) Max Uplift 1 = -1024(LC 4) 8 = -1036(LC 5) Max Grav 1 = 2235(LC 1) 8 = 2346(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10042/4618, 2-3=-9983/4610, 3-23=13804/6366, 23-24=-13795/6364, 4-24=13787/6363, 4-25=-14790/6783, 25-26=-14780/6782, 26-27=14775/6780, 5-27=14767/6778, 5-28=12804/5877, 28-29=-12804/5877, 6-29=-12804/5877, 6-30=8218/3732, 30-31=-8218/3732, 7-31=8218/3732, 7-8=-7964/3635, 8-20=2327/1052 BOT CHORD 1-13=-4425/9663, 13-32=-4530/9751, 32-33=-4529/9752, 33-34=-4529/9753, 12-34=-4528/9753, 12-35=-6294l13774, 35-36=-6293/13774, 36-37=6293/13775, 11-37=-6292/13776,11-38=-6694/14685, 38-39=-6694/14685, 10-39=6694/14685, 10-40=-5798/12804,40-41=5798/12804, 9-41=5796/12804, 9-42=-3420/7629, 8-42=3427/7624, 8-21=-1169/2593 WEBS 2-13=-440/1015, 3-13=126/284, S 13) "Semi -rigid pitchbreaks with fixed heels" Member WEBS 440/1015, 3-13=126/284, end fixity model was used in the analysis and design of this truss. 3-12=-1797/4092, 4-12=-808/525, 4-11=535/1241, 5-11=56l452, 14) Hanger(s) or other connection device(s) shall be 5-1 0=1 970/970, 6-1 0=1 20/528, provided sufficient to support concentrated load(s) 358 6-9=-4800/2212, 7-9=-685/1806 lb down and 355 lb up at 4-10-5, 113 lb down and 116 lb up at 6-9-6, 122 lb down and 123 lb up at 8-9-9, 132 lb down and 130 lb up at 10-9-13 142 lb down NOTES- 1) Ply to ply nailing inadequate and 136 lb up at 12-10-1, 148 lb down and 141 lb up 2) 3-ply truss to be connected together with 12d at 14-2-3, 101 lb down and 140 lb up at 154-12, 101 lb down and 140 lb up at 174-12, 101 lb down and (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-5-0 140 lb up at 19-4-12, and 101 lb down and 140 lb up at 214-12, and 256 lb down and 314 lb up at 23-5-4 oc. Bottom chords connected as follows: 2x6 - 2 rows on top chord, and 82 lb down and 9 lb up at 4-7-10, 27 lb down and 3 lb up at 6-9-6, 33 lb down and 2 lb staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. up at 8-9-9, 39 lb down and 0 lb up at 10-9-13, 44 lb 3) All loads are considered equally applied to all plies, down at 12-10-1, 48 lb down at 14-2-3, 48 lb down at 154-12, 48 lb down at 17-4-12, 48 lb down at except if noted as front (F) or back (B) face in the 19-4-12 and 48 lb down at 214-12, and 96 lb down LOAD CASE(S) section. Ply to ply connections have and 0 lb up at 23-4-12 on bottom chord. The been provided to distribute only loads noted as (F) or design/selection of such connection device(s) is the (B), unless otherwise indicated. responsibility of others. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=165mph (3-second gust) LOAD CASE(S) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Standard Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left 1) Dead + Roof Live (balanced): Lumber Increase=1.25 exposed; Lumber DOL=1.60 plate grip DOL=1.60 Plate Increase=1.25 Uniform Loads (plf)Vert: 6) Provide adequate drainage to prevent water 1-3=90, 3-7=-90, 7-8=-90, 13-14=-20, ponding. 7) Plate(s) atjoint(s) 1, 3, 7, 13, 9, 12, 4, 5, 10, 6, 8 9-13=20, 9-17=-20 Concentrated Loads (lb) and 8 checked for a plus or minus 0 degree rotation Vert: 3=-184(F) 7=-172(F) 23=-52(F) 24=-62(F) about its center. 8) Plate(s) at joint(s) 11 checked for a plus or minus 2 25=72(F) 26=-81(F) 27=-88(F) 28=-88(F) 29=-88(F) degree rotation about its center. 30=-88(F) 31=-88(F) 32=41(F) 33=-14(F) 34=-17(F) 9) This truss has been designed for a 10.0 psf bottom 35=19(F) 36=-22(F) 37=-24(F) 38=-24(F) 39=-24(F) c Job Truss Truss Type Qty Ply 59405 A02 Roof Special 1 1 A0458734 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 Mi fek Industries, Inc. Tue Dec 16 15:28:27 2014 Page 1 I0:iG2U75HHmhrkla3a2giPblzl 1 ie-fkcSLQzg2xeZgEKtcivfhxNwiLV91 h_pHE7GEy8Mcl 6S5 7 4 7 14 7-2 20-104 27-3-12 28 10 4 6SS 11 7-2-11 6-3-2 6-5.8 1E 8 3.07 F12 1.18 12 0.44 12 7xl0 MT20HS= 1.5x4 II 7x10 MT20HS= 5x10 MT20HS= 3.25 12 `J rxl U M I LUHb= /x I U M I GUr11* 8x8 = 0.17 F12 3x4 zZ 1.25112 Dead Load Defl. = 3/4 in Icy ld 0 3x4 = 28-10.4 6-5-5 7-4-7 14-3-4 14-7r2 20-8-12 i 27-3.12 27-11-12 i 6-5-5 11-� 6.10-12 0.3.95 6.1-10 6-7-0 0-10-8 Plate Offsets (X,Y)— [1:0-7-6,0-1-1], [3:0-5-0,0-2-8], [4:04-8,0-3-12], [5:0-5-0,0-1-4], [5:24-10-0,7-6-12], [6:0-3-13,0-0-5], [6:0-3-8,2-8-13], [6:1-0-12,Edge], [7:0-5-0,0-54], I8:0-5-0,0-4-81,19:0-34,0-5-8I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.67 8 >514 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -1.29 8-9 >268 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.34 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 158 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 -Except* T2: 2x6 SP 2400F 2.OE, T3: 2x6 SP No.2 T4: 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. WEBS 1 Row at midpt 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1539/0-7-3 (min. 0-1-8) 6 = 1634/0-8-0 (min. 0-1-8) Max Horz 1 = -54(LC 13) Max Uplift 1 = -656(LC 8) 6 = -626(LC 9) Max Grav 1 = 1539(LC 1) 6 = 1634(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7279/5012, 2-3=-7169/5017, 3-4=-7974/5519, 4-5=-5891/4132, 5-6=-2971/2115, 6-16=1124/794 BOT CHORD 1-9=-4744/7004,8-9=-4444/6520, 7-8=-5339f7908,6-7=-3867/5760, 6-17=1155/1637 WEBS 3-9=-464/754, 3-8=-869/1531, 4-7=-2260/1469, 5-7=-708/1207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;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 podding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 1, 3, 4, 5, 5, 5, 5, 8, 2, 7, 6, 6 and 6 checked for a plus or minus 0 degreerotation about its center. 6) Plate(s) at joint(s) 9 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing atjoint(s) 1, 6 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 656 lb uplift at joint 1 and 626 lb uplift at joint 6. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply } A0458735 59405 A03 Roof Special Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:28 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1 ie-7xArZm_IpEmQHOv39PQuD8v9_IIKmGr82z_gphyBMcH 6 10-15 9 10.13 14 3 11 18 1-13 21-2-14 28-1-13 6-10-15 2-11-14 4-4-14 3-10-2 3 1-1 6-10-15 3.07 F12 ' 1 CS 0.44 12 5xl0 MT20HS= 5x6 = 4x6 = 3.25 Ll2 1Z 2x4 II 0.17 12 1.25 12 Dead Load Dell. = 9/16 in 0 N N aI 5xl4 = 3x4 = 28.1-13 6-10-15 , 8-11-12 , 13-11-5 , 1840.5 , 22-7-13 , 267-5 2735 , 6-10.15 2-0.13 4-11-104-1. 47-8 111-8 0-10.8 Plate Offsets (X,Y)-- [1:0-7-6 0-1-11, [3:0-5-0,0-2-61, [4:0-3-0,0-2-121, [5:0-3-0,0-2-4] [7:1-0-12,0-3-101, [7:0-2-12,0-2-91, [9:0-5-8,0-3-41, ['10:0-5-8,Edge] [11:0-2-4,0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.54 10-11 >627 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.01 10-11 >334 240 MT20HS 187/143 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(rL) 0.33 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 146 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.OE'Except' B2,B3: 2x6 SP N0.2 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc puriins. BOT CHORD Rigid ceiling directly applied or 3-8-15 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 = 1501/0-7-3 (min. 0-1-8) 7 = 1596/0-8-0 (min. 0-1-8) Max Horz 1 = -69(LC 13) Max Uplift 1 =-626(LC 8) 7 =-662(LC 9) Max Grav 1 = 1501(LC 1) 7 = 1596(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6873/4819,2-3=-6523/4568, 3-4=-5924/4172,4-5=-5267/3737, 5-6=-5390/3782, 6-7=-3164/2269, 7-19=-1183/831 BOT CHORD 1-12=-4554/6611, 11-12=-4564/6629, 10-11=-3840/5699, 9-10=-3887/5817, 8-9=-3621 /5296, 7-8=-3600/5275, 7-20=-1054/1502 WEBS 2-11=379/377, 3-11=-713/1102, 3-10=139/467, 4-9=-850/490, 5-9=-684/1069, 6-9=-1711262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 1, 3, 10, 2, 12, 9, 6, 6, 6, 8, 7 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 5 checked for a plus or minus 4 degree rotation about its center. 8) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 626 lb uplift at joint 1 and 662 lb uplift at joint 7. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,.r Julius Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply J 59405 A04 Roof Special i r 1 1 A0458736 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:28 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-7xArZm—IpEmQHOv39PQuD8v361pdmFg82x_gphy8McH 7-4-15 11-r3 ,12.5-a 14-0 4 , 155-7 , 20�-13 25-10-15 27-5 7 7-4-15 4-13 11 1-7-2 1-5 3 5-1-7 5 4 1 1_ 8 0.44 12 Dead Load Defl. = 9116 in 4x6 11 4x6 11 46 = 3.07 r 12 3 4 5 3.2512 3x4 4x8 zz 2 6 0 3x4 z� 3x4 ui N 3xl2 = 4x4 1 11 10 9 7 1� 2x4 11 7x6 = 5x6 11 8 12 7x8 = 2x4 II 48 II 0.17 12 3x4 = 1.18 12 1.25112 27-5.7 7-4-15 , 115-3 ,12-5.2137-7, 15-315 , 20.§13 , 25-10-15 26-6-15 , 7-4-15 4-1-3 11- 1-2-5 14. 5-2-15 54-1 Plate Offsets (X,Y)— [1:0-7-6,0-1-11,[6:04-010-1-121,[7:0-3-0,2-7-11,[7:1-0-12,Edge],[7:0-3-13,0-0-51,[9:04-0,0-5-01,[10:044,0-2-81,[11:0-24,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.52 11 >637 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.95 11-12 >348 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.31 7 n/a n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight: 145 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2'Except' T1: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.OE'Except' B2,B3: 2x6 SP No.2 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1462/0-7-3 (min. 0-1-8) 7 = 1558/0-8-0 (min. 0-1-8) Max Horz 1 = -82(LC 13) Max Uplift 1 =-593(LC 8) 7 =-622(LC 9) Max Grav 1 = 1462(LC 1) 7 = 1558(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6729/4759, 2-3=-5515/3882, 3-4=-4794/3454,4-5=4700/3393, 5-6=-4849/3420, 6-7=-2772/2006, 7-19=-1027f731 BOT CHORD 1-12=-4494/6473, 11-12=4501/6483, 10-11=-3195/4797, 9-10=3065/4646, 8-9=-3653/5282,7-8=-3627/5274, 7-20=1067/1499 WEBS 2-11=-1241/1017, 3-11=-686/1049, 3-10=297/186, 4-10=-189/328, 4-9=-285/118, 5-9=-522/860, 6-9=-722/623 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 3, 4, 10, 2, 9, 6, 6, 6, 12, 8, 7, 7 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 5 checked for a plus or minus 4 degree rotation about its center. 6) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 593 lb uplift at joint 1 and 622 lb uplift at joint 7. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard v Julius Lee, P.E. #f34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply r i A0458737 59405 A05 Roof Special 1 1 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:29 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1iec7kDm6?waYuHvYUFj7x7mMSDj94 VZVHHbjEL7y8McG 8-" 13-8-13 — 18-5-15 26-9-0 8-0-8 5S6 4-9-2 8.3-1 3x10 = 4x4 = 3.07 F12 3.25112 Dead Load Deft. = 5/8 in 1.1a 12 1.25 12 4x12 = 3x4 = 18-5.15 269-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90. Vert(LL) 0.63 7-8 >513 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.15 7-8 >279 240 MT20HS 187/143 • BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.42 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 114 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 "Except` T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1412/0-7-3 (min. 0-1-14) 5 = 1531/0-8-0 (min.0-2-0) Max Horz 1 = -89(LC 13) Max Uplift 1 = -561(LC 8) 5 = -593(LC 9) Max Grav 1 = 1412(LC 1) 5 = 1531(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6579/4663, 2-3=-4732/3354, 3-4=-4363/3122, 4-5=-2513/1883 BOT CHORD 1-8=-4404/6312,7-8=-4405/6315, 6-7=-3504/5067, 5-6=-3490/5067 WEBS 2-7=-1853/1466,3-7=-1213/1823, 4-7=-1018/808 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 561 lb uplift at joint 1 and 593 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard R COPY CONTRACT® Julius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 i Job Truss Truss Type Oty Ply 59405 A06 Roof Special 1 1 1 1 A0458738 ' Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek ID:iG2U75HHmhrkla3a2giPblzl 1 ie-c7kDmE Inc. Tue Dec 16 15:28:29 2014 Page 1 4x4 — Dead Load Defl. = 5/8 in 3.07 F12 3x4 2 - 3 4x8 4 3.25112 4x4 1 i 7 4x4 // 4x4 I/ 5 N 1.5x4 11 5x10 MT20HS= jd r 1.5x4 11 ` . 3x10 = 8 1.18 12 1.25 12 4x10 = 3x4 = 26.0.10 7-9-8 , 12-10-13 , 18-11-5 , 2s2-2 i 7-9-8 5.1-6 6.0-7 W:2 ss-13 0-10-8 Plate Offsets (X,Y)— [3:0-2-0,0-2-8),[5:0-5-0,0-0-12),[7:04-8,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 ' TC 0.80 Vert(LL) 0.59 7-8 >532 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.08 7-8 >290 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 HorL(TL) 0.40 5 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 111 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 1373/0-7-3 (min. 0-1-13) 5 = 1492/0-8-0 (min. 0-1-15) Max Harz 1 = -87(LC 13) Max Uplift 1 = -545(LC 8) 5 = -578(LC 9) Max Grav 1 = 1373(LC 1) 5 = 1492(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6373/4518, 2-3=-4599/3259, 3-4=-4238/3030, 4-5=-2345/1757 BOT CHORD 1-8=-4266/6114, 7-8=-4268/6118, 6-7=-3392/4900, 5-6=-3375/4898 WEBS 2-7=1779/1411,3-7=-1151/1743, 4-7=-977/768 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right . exposedf end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)1, 5 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 1 and 578 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E. #34969 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type City Ply � � AO458739 59405 AO7 Roof Special I � Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:30 2014 Page 1 ID:iG2U75HHmhrkfa3a2giPblzl lie-4JIb_S7YLs07Xi3RHgTMIZ7OnZQwE6zQVFTntZysMcF 8-3-14 13-0-3 - 17-M 25-4-3 83-14 4-8-5 4-95 7-6-11 3x10 = 4x4 3.07 F12 3.25112 Dead Load Dell. = 9/16 in 1.18 F,2 1.25 12 3x12 = 3x4 = 25-43 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.53 7-8 >577 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.96 7-8 >317 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(fL) 0.37 5 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight: 107lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 `Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-5-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 1 = 1335/0-7-3 (min.0-1-12) 5 =. 1453/0-8-0 (min.0-1-14) Max Horz 1 = -84(LC 13) Max Uplift 1 = -530(LC 8) 5 = -563(LC 9) Max Grav 1 = 1335(LC 1) 5 = 1453(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6016/4256, 2-3=4446/3165, 3-4=-4075/2912,4-5=-2246/1683 BOT CHORD 1-8=-4005/5763,7-8=-4004/5762, 6-7=-3265/4717,5-6=-3248/4716 WEBS 2-7=-1593/1261, 3-7=-1176/1747, 4-7=-936/749 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 1 and 563 lb uplift at joint 5. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard C^ ply - Julius Lee, P_E- #34869 toJ t,MlayQoyntnon Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 A08 Roof Special 1 1 1 A0458740 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries; Inc. Tue Dec 16 15:28:30 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-4JIb—S?YLsO7Xi3RHgTMIZ?QwZRVE70QVFTntZy8McF 7-13 1754 24-7-12 , 4x4 ; Dead Load Dell. = 1/2 in 3.07 12 3x4 ; 2. 3 3.25112 4x8 z 4 3x4 1 3x4 zzz 3x4 5 7 ' e 1.5x4 11 5x10 MT20HS- 6 1.5x4 II d 3x8 - 1.18 12 1.25112 4x8 — 3x4 = 247-12 6-8-9 12-2-3 18-1-13 i 23.1-4 23.94 i 6.8.9 5.5.10 5.11-10 4-11-7 0-8-0 0-10.8 Plate Offsets (X,Y)— f3:0-2-0,0-2-41,[5:0-5-0,0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.50 7-8 >597 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.90 7-8 >328 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(rL) 0.34 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 104 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 3-6-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1296/0-7-3 (min. 0-1-11) 5 = 1415/0-8-0 (min.0-1-14) Max Horz 1 = -82(LC 13) Max Uplift 1 = -515(LC 8) 5 = -548(LC 9) Max Grav 1 = 1296(LC 1) 5 = 1415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5837/4132,2-3=4311/3067, 34=-3949/2822,4-5=-2127/1594 BOT CHORD 1-8=-3889/5593, 7-8=-3889/5593, 6-7=-3143/4538, 5-6=-3123/4536 WEBS 2-7=-1544/1225,3-7=-1114/1667, 4-7=-886/702 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 1 and 548 lb uplift at joint 5. 9) "Semi -rigid pitchb'reaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply � � A0458741 59405 A09 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:31 2014 Page 1 ID:iG2U75HHmhrkla3a2g iPblzl lie-YVV zBoOB698_8seerY_bmXcJyolza3akvCLPOy8McE 7-7-5 12-3-8 15-10-10 22-4-14 23-11.6 7-75 441-3 3-7-2 6.64 1.6-8 4x4 3.07 F12 3.25112 Dead Load Dell. = 1/2 in 3x8 = 3x8 = 1.18 F12 1.25112 23-11-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.48 8-9 >604 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.88 8-9 >328 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 HOrz(fL) 0.33 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matri) Weight: 95 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1257/0-7-3 (min.0-1-10) 6 = 137710-8-0 (min. 0-1-13) Max Horz 1 = -80(LC 13) Max Uplift 1 = -500(LC 8) 6 = -534(LC 9) Max Grav 1 = 1257(LC 1) 6 = 1377(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5651/4003,2-3=-4174/2968, 3-4=-3797/2729,4-5=4387/3129, 5-6=-1690/1074 BOT CHORD 1-9=-3768/5414,8-9=-3769/5416, 7-8=-2861/4152,6-7=-2854/4153 WEBS 2-8=-1490/1186,3-8=-1079/1592, 4-8=-694/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 534 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard . Julius Lee, P-E. t#34869—J- CNOn r'-0,13435 WONTRA Job Truss Truss Type Qty Ply 59405 A10 Roof Special ` } 1 1 A0458742 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:32 2014 Page 1 ID:iG2U75HHmhrida3a2giPblzllie-OiPLO81ptTGrmODgOFVgo 4poM6Ui3UjzZyuySy8McD 8-1-2 11-11-3 15-9-10 23-2-15 8-1-2 3-10-1 3-10-7 7-5-6 4x4 3.07 F12 3.25112 Dead Load Dell. = 1/4 in 3x6 = Us MT20HS= 3x8 — 1.5x4 11 3x8 11 1.5x4 11 4x4 5- 8-1-2 11-11-3 15-9-10 3-10-1 3-10-7 3x4 = It IC? 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.21 9-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.43 9-12 >655 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(Q 0.11 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 94 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B1: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-7-13 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 = 1254/0-7-7 (min.0-1-11) 5 = 1303/0-8-0 (min.0-1-12) Max Horz 1 = -78(LC 13) Max Uplift 1 = 498(LC 8) 5 = -507(LC 9) Max Grav 1 = 1254(LC 1) 5 = 1303(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3527/2505, 2-3=-2557/1902, 34=-2558/1897, 4-5=-3268/2345 BOT CHORD 1-9=-2291/3320, 8-9=-2291/3320, 7-8=-2291/3320,6-7=-2115/3063, 5-6=-2115/3063 WEBS 3-7=-697/985, 4-7=-803/649, 2-7=-1104/855 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 1 and 507 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. r#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply � } A0458743 59405 A11 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:32 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-OiPLO81 ptTGrmODgOFVgO_4kLM7wi4gjzZyuySy8McD 7-8-3 11-6-14 15-1-11 22-6-9 7-8-3 3-10-11 3-6-13 7-4-14 4x4 3.07 F12 3.25112 Dead Load Dell. = 1/4 in 3x6 = 1.5x4 II 3x8 MT20HS= 3x8 _ 3x8 11 — 4x4 � 3x4 = 11-6-14 v Io LOADING (ps5 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.46 6-16 >591 240 MT20HS 187/143 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 89 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1 = 1215/0-7-7 (min.0-1-10) 5 = 1265/0-8-0 (min. 0-1-11) Max Horz 1 = -75(LC 13) Max Uplift 1 = -483(LC 8) 5 = -492(LC 9) Max Grav 1 = 1215(LC 1) 5 = 1265(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3424/2444, 2-3=-2495/1815, 3-4=-2498/1812, 4-5=-3115/2293 BOT CHORD 1-8=-2237/3225,7-8=-2237/3225, 6-7=-2237/3225, 5-6=-2065/2921 WEBS 2-6=-1044/861, 3-6=631/948, 4-6=-705/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.0psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 1 and 492 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard CONTRACTOR COPY Julius Lee, P-E_ ##34S69 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 Al2 Roof Special + 6 1 1 A0458744 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:32 2014 Page 1 I D:iG2U75HHmhrkla3a2giPblzl 1 ie-OiPLO81 ptTGrmODgOFVgO_4ngM8DiO8jzZyuySy8McD 6-1-3 11-2-8 14-9-13 21-10-2 6-1-3 5-1-5 3-7-4 7-0-5 4x4 3.07 F12 3.25112 Dead Load Dell. = 1/4 in 3x4 -- 1.5x4 11 3x8 MT20HS= 3x8 = 3x8 11 4x4 i LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' 132: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP N0.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-6 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 = 1171/0-7-7 (min. 0-1-9) 5 = 1232/0=8-0 (min. 0-1-10) Max Horz 1 = -73(LC 13) Max Uplift 1 = -465(LC 8) 5 = -479(LC 9) Max Grav 1 = 1171(LC 1) 5 = 1232(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3535/2536,2-3=-2455/1767, 34=-2455/1782,4-5=-3027/2230 BOT CHORD 1-8=-2352/3353, 7-8=-2352/3353, 6-7=-2352/3353, 5-6=-2008/2839 WEBS 2-6=-1139/934, 3-6=481/785, 4-6=-639/610 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d TC 0.73 Vert(LL) 0.22 6-8 >999 360 BC 0.79 Vert(TL) -0.39 6-16 >668 240 WB 0.62 Horz(TL) 0.10 5 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft; Cat II; Exp D; EncL, GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplift at joint 1 and 479 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3x4 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 87 lb FT = 0% v Io Julius Lee, P.E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply ' A0458745 59405 A13 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:33 2014 Page 1 I D:iG2U75HHmhrkla3a2giPblzl lie-UuzkcU2RdnOiO9oOyyO3wCcxl mTxRYStBChRUuy8McC 7-2-13 10-10-3 , 14-5-15 21-1-12 7-2-13 3-7-6 T 3-7-12 6-7-13 I 4x4 3.07 12 3.25112 Dead Load Defl. = 3/8 in 4x4 3x8 MT20HS-- 3x8 —_ 3x8 11 3x4 = 4x4 i 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 " BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP N0.2 `Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* 62: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-3 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 = 1139/0-7-7 (min. 0-1-8) 5 = 1187/0-8-0 (min. 0-1-9) Max Horz 1 = -71(LC 13) Max Uplift 1 = -450(LC 8) 5 = -464(LC 9) Max Grav 1 = 1139(LC 1) 5 = 1187(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3121/2317, 2-3=-2346/1687, 3-4=-2347/1681,4-5=-2914/2149 BOT CHORD 1-7=-2124/2942, 6-7=-2124/2942, 5-6=-1936/2733 WEBS 3-6=-528/834, 4-6=-628/622, 2-6=-865/835 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.82 Vert(LL) 0.21 6-10 >999 360 MT20 244/190 BC 0.88 Vert(TL) -0.60 6-10 >421 240 MT20HS 187/143 WB 0.29 Horz(fL) 0.09 5 n/a n/a (Matrix-M) Weight: 81 lb FT = 0% 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 1 and 464 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard v Io Julius Lee, P-E. t#34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I Qty Ply 59405 A14 Roof Special 1 1 A0458746 Job Reference (optional) Al KUUt- I KUbbtb, rUK I VILKUL, rL S4Pf4b 6-10-1 3.07 F12 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:33 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-UuzkcU2RdnOiO9oOyy03wCcy6mSFRYbtBChRUuy8McC 3-7-13 3-8-2 4x4 3 3.25112 6-3-5 Dead Load Defl. = 318 in 4x4 � 3x8 MT20HS= 3x8 = 3x8 11 3x4 = 3x4 9-0-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.20 6-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.55 6-10 >443 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(rL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Ma trix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1100/0-7-7 (min. 0-1-8) 5 = 1149/0-8-0 (min. 0-1-8) Max Harz 1 = -68(LC 13) Max Uplift 1 = -435(LC 8) 5 = -450(LC 9) Max Grav 1 = 1100(LC 1) 5 = 1149(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3023/2252,2-3=-2259/1626, 34=-2260/1621,4-5=-2809/2077 BOT CHORD 1-7=-2066/2852, 6-7=-2066/2852, 5-6=-1871/2635 WEBS 3-6=473f765, 4-6=-600/594, 2-6=-843/812 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) -This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 1 and 450 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard v d PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 79 lb FT = 0% Julius Lee, P-E. #34869 — 1109 Coastal Bay —Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply AO458747 59405 A15 Roof Special 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:34 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblz1 l ie-y4X6pg23O4WZ?JNDWgXITP98tApTA?zOQsR?OLy8McB 6-5-7 10-1-9 13-9-15 19-8-15 r 6-5-7 3-8-2 3-8-7 5-10-15 4x4 3.07 F12 3.25112 Dead Load Defl. = 5116 in 4x4 � 3x8 MT20HS= 3x8 = 3x8 11 3x4 = 3x4 = iD1SQ ] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.18 6-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.49 6-10 >485 240 MT20HS 187/143 - BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 77 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 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 = 1060/0-7-7 (min. 0-1-8) 5 = 1112/0-8-0 (min.0-1-8) Max Horz 1 = -66(LC 13) Max Uplift 1 =-419(LC 8) 5 = 435(LC 9) Max Grav 1 = 1060(LC 1) 5 = 1112(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2931/2189, 2-3=-2176/1565, 3-4=-2177/1560,4-5=-2704/2003 BOT CHORD 1-7=-2011 /2768, 6-7=-2011 /2768, 5-6=-1805/2537 WEBS 3-6=423l703, 4-6=-570/566, 2-6=-8251793 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 1 and 435 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E. M34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 v d Job Truss Truss Type city Ply 59405 A16 Roof Special ' 1 1 A0458748 Job Reference (optional) Al ROOF. TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:34 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-y4X6pg2304WZ?JNDWgXITP99pAgHA?zOQsR?OLy8McB 6-0-12 9-9-3 12-3-15 19 0-8 6-0-12 3-8-7 2 6-12 6-8-9 3.07 F12 3x4 = 4x4 3.25112 Dead Load Defl. = 1/4 in oxa = ---- --- v d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.15 6-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(fL) -0.42 6-10 >544 240 . MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 HOrz(rL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 73 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-0 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 = 1019/0-7-7 (min. 0-1-8) 5 = 1075/0-8-0 (min. 0-1-8) Max Horz 1 = -64(LC 13) Max Uplift 1 = -403(LC 8) 5 = 421(LC 9) Max Grav 1 = 1019(LC 1) 5 = 1075(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2853/2138, 2-3=-2089/1500, 34=-2089/1518, 4-5=-2501/1835 BOT CHORD 1-7=-1968/2697,6-7=-1968/2697, 5-6=-1635/2335 WEBS 3-6=-478/744, 4-6=-490/490, 2-6=-827/795 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5),This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)1 * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by otheis) of truss to bearing plate capable of withstanding 403 lb uplift at joint 1 and 421 lb uplift at joint 5. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. t#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 A17 Roof Special A , 1 1 A0458749 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:35 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-QH5U193h9OeQdTyP4N2X?diK9aBkvUdAfWAYYny8McA 5-11-7 8 5-15 10-4-3 12-10-15 18-4-3 5-11-7 2-6-8 1-10-5 2-6-12 5-5-4 Dead Load Deff. = 114 in 4x4 = 4x4 = 3.06 F12 3 4 3.25112 0-6-2 8-5-13 1-10-5 7-1-8 i 0-10-8 Plate Offsets (X,Y)— [6:0-4-0,0-0-21,f6:0-0-0,1-7-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 8-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(fL) -0.36 8-12 >609 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 HOrz(fL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 72 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 985/0-8-4 (min. 0-1-8) 6 = 1033/0-8-0 (min. 0-1-8) Max Horz 1 = -54(LC 13) Max Uplift 1 = -399(LC 8) 6 = 414(LC 9) Max Grav 1 = 985(LC 1) 6 = 1033(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2670/1972,2-3=-2093/1514, 3-4=-2024/1507, 4-5=-2086/151 0, 5-6=-2411/1771 BOT CHORD 1-9=-1808/2521, 8-9=-1808/2521, 7-8=-1272/1963, 6-7=-1586/2256 WEBS 2-8=-657/620,3-8=-226/382, 5-7=-384/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 399 lb uplift at joint 1 and 414 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 A18G Roof Special Girder ' 1 1 A045875O Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:36 2014 Page 1 I D:iG2U75HHmhrkla3a2giPblzl lie-uTfsEV4JwimHFdVvbd5ZmYgEP6zTAevFJuAw55Dy8Mc9 6-4-7 11-7-13 17-7-13 4x4 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1 = 1421/0-8-4 (min.0-1-11) 4 = 1537/0-8-0 (min. 0-1-13) Max Horz 1 = -41(LC 28) Max Uplift 1 = -674(LC 8) 4 = -727(LC 9) Max Grav 1 = 1421(LC 1) 4 = 1537(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4104/1973, 2-16=3613/1793, 16-17=-3613/1793, 3-17=3613/1793, 3-4=-3774/1829 BOT CHORD 1-7=-1879/3915, 6-7=-1883/3945, 6-18=-1883/3945, 18-19=1883/3945, 5-19=-1883/3946,4-5=-1680/3585 WEBS 2-7=46/400, 2-5=-542/253, 3-5=-64/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1.5x4 11 5x6 WB= 3x4 = 615C CSI. DEFL. in (loc) I/defl Ud TC 0.96 Vert(LL) 0.26 5-7 >800 360 BC 0.91 Vert(TL) -0.50 5-7 >426 240 WB 0.29 Horz(TL) 0.10 4 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3); Provide adequate drainage to prevent water ponding. 4) Plate(s) atjoint(s) 1, 1, 2, 3, 7, 5, 4 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 6 checked for a plus or minus 3 degree rotation about its center. 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 674 lb uplift at joint 1 and 727 lb uplift.at joint 4. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 298 lb up at 64-7, 110 lb down and 137 lb up at 8-5-3, and 110 lb down and 137 lb up at 9-7-1, and 261 lb down and 304 lb up at 11-7-13 on top chord, and 144 lb down and 83 lb up at 64-7, 64 lb down and 34•Ib up at 8-5-3, and 64 lb down and 34 lb up at 9-7-1, and 138 lb down and 91 lb up at 11-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 8-11=20 Concentrated Loads (lb) Vert: 2=-203(B) 3=-211(B) 7=-144(B) 5=-138(B) 16=96(13) 17=-96(B) 18=-64(B) 19=-64(B) Dead Load Defl. = 5/16 in m v Ia 3x8 11 3x8 = PLATES GRIP MT20 244/190 Weight: 68 lb FT = 0% Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458751 59405 CJA Corner Jack 2 1 Job Reference (optional) Hl KVur 1 KUDJCo, rVK 11'ICKLr C, rL a4V4o Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:36 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzl lie-uTfsEV4JwimHFd Wbd5zmYgEdDzhgezlJuAw55Dy8Mc9 .1-11-11 1-11-11 REM LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CS1. TC 0.05 BC 0.05 WB 0.00 (Matrix-M) DEFL. in (loc) 1/defi Vert(LL) -0.00 4 >999 Vert(Q -0.00 4 >999 Horz(TL) -0.00 2 n/a L/d 360 240 n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 6) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 82 lb uplift at BRACING- joint 1, 14 lb uplift at joint 3 and 23 lb uplift at joint 2. p p TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc 7) Semi -rigid pitchbrwith fixed heels" Member " puriins. end fixity model was uused in the analysis and design used BOT CHORD of this truss. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection, in Standard accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 209/0-8-0 (min. 0-1-8) 3 = -14/Mechanical. 2 = 23/Mechanical Max Horz 1 = 36(LC 8) Max Uplift 1 = -82(LC 8) 3 = -14(LC 1) 2 = -23(LC 8) Max Grav 1 = 209(LC 1) 3 = 12(LC 8) 2 = 23(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the. bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. Julius Lee, P.E. U34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I oty Ply 59405 CJB Corner Jack � 2 1 A0458752 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:36 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 le-uTfsEV4JwimHFdVWd5ZmYgEcRzgFezlJuAw55Dy8Mc9 1-11-12 1-11-12 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(rL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 6 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 200/0-8-0 (min. 0-1-8) 3 = 4/Mechanical 2 = 14/Mechanical Max Horz 1 = 36(LC 8) Max Uplift 1 = -162(LC 8) 2 = -18(LC 12) Max Grav 1 = 200(LC 1) 3 = 8(LC 3) 2 = 14(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf, h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between -the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 1 and 18 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 CJC Corner Jack 1 1 A0458753 Job Reference optional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:37 2014 Page 1 I D:iG2U75HHmhrkia3a2giPblzl lie-NfDESr5xh?u8sn5oBo5?52no6NOeNQ?S6gffdfy8Mc8 2-1-1 2-1-1 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 118/0-8-4 (min. 0-1-8) 2 = 65/Mechanical 3 = 40/Mechanical Max Horz 1 = 35(LC 8) Max Uplift 1 = -46(LC 8) 2 = -39(LC 8) 3 = -13(LC 8) Max Grav 1 = 118(LC 1) 2 = 65(LC 1) 3 = 40(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 39 lb uplift at joint 2 and 13 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I Qty Ply 59405 CJD Corner Jack 1 1 A0458754 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 1 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:37 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-NfDESr5xh?u8sn5oBo5?52nmXN_INQ?S6gffdfy8Mc8 1-7-10 1-7-10 0 M d 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(fL) -0.01 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC201 OfrP12007 (Matrix-M) Weight: 5 lb FT = O% LUMBER - TOP CHORD 2x4 SP No:2 6) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 to bearing plate capable of withstanding 76 lb uplift at BRACING- TOP CHORD joint 3 and 77 lb uplift at joint 2. Structural wood sheathing directly applied or 1-7-10 oc 7) "Semi -rigid pitchbreaks with fixed heels" Member pudins. end fixity model was used in the analysis and design BOT CHORD of this truss. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommendsthat Stabilizers and required LOAD CASE(S) cross bracing be installed during truss erection, in Standard accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 85/Mechanical 2 = 94/Mechanical Max Harz 3 = 29(LC 8) Max Uplift 3 = -76(LC 8) 2 = -77(LC 8) Max Grav 3 = 85(LC 1) 2 = 94(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-810/381 BOT CHORD 1-3=-414/905 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. JUlius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply I , A0458755 59405 CJE Corner Jack 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 2x4 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:37 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-NfDESr5xh?u8sn5oBo5?52nnvN1 ENQ?S6gffdfy8Mc8 1-4-7 2-2-15 1-4-7 0-10-8 1-4-7 2-2-15 1-4-7 0-10-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.12 TCDL 15.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 ' BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 123/0-7-3 (min. 0-1-8) 2 = 110/Mechanical 3 = 8/Mechanical Max Horz 1 = 38(LC 8) Max Uplift 1 = -47(LC 8) 2 = -62(LC 8) Max Grav 1 = 123(LC 1) 2 = 110(LC 1) 3 = 16(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.0psf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(TL) -0.01 7 >999 240 HOrz(TL) 0.00 3 n/a n/a 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 62 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Weight: 7 lb FT = 0% Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33495 Job Truss Truss Type I Oty Ply 59405 CJF Corner 1 A0458756 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 16:28:38 2014 Page 1 ID:iG2U75HHmhrkla3a2giPbizl 1 ie-rsncfB6aSJ07Uxg_IWcEdFKzlnMg6tEcLUPC96y8Mc7 3-1-4 3-1-4 0-10-8 : 3-1-4 0-10-8 2-2-12 Plate Offsets (X,Y)— [1:0-3-9,Edgel, [1:0-1-4,1-7-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(fL) -0.00 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 62/Mechanical 3 = 38/Mechanical 1 = 23510-8-0 (min. 0-1-8) Max Horz 1 = 56(LC 8) Max Uplift 2 = -41(LC 8) 3 = -14(LC 8) 1 = -91(LC 8) Max Grav 2 = 62(LC 1) 3 = 38(LC 1) 1 = 235(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=22ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6)' Provide mechanical connection (by others) of truss IQ bearing plate capable of withstanding 41 lb uplift at joint 2, 14 lb uplift at joint 3 and 91 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply ` A0458757 59405 CJG Corner Jack 1 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:38 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-rsncfB6aSJO?Uxg_IWcEdFKxVnNM6tEcLUPC96y8Mc7 1 6 8 3-3-9 1 6 8 1-9-1 LOADING (psf) SPACING- 2-0-0 TOLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 ' BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010rrPI2007 4 3x4 — CSI. DEFL. in (loc) I/deft L/d TC 0.13 Vert(LL) 0.00 5 >999 360 BC 0.04 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 3-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 59(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-158(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except Qt=lb) 1=158, 1=158. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP MT20 244/190 Weight: 10 lb FT = 0% Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I Qty Ply 59405 CJH Corner Jack ` 2 A0458758 � Job Reference (optional) Al RUUF I RUSSES, roR I PIERCE, l-L 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:39 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-J2K?sX6CDd9s64FAJD7TATs5xBimrKUla88mhYy8Mc6 1-6-8 3-11-13 1-6-8 2-5-5 3x4 = 4 0-10-8 1-6-8 3-11-13 0 10-8 0-8-0 2-5-5 Plate Offsets (X,Y)— [1:0-5-8,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(fL) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10:0 Code FBC2010/TPI2007 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Ot=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 72(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-152(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. Il; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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 100 Ib uplift at joint(s) 2, 4 except Ot=lb) 1=152, 1=152. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458759 59405 CJI Corner Jack 2 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:39 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-J2K?sX6CDd9s64FAJD7TATs6CBhUrKUla88mhYy8Mc6 3-11-11 3-11-11 0-10-8 3-1-3 Plate Offsets (X,Y)-- [1:0-3-9,Edge], rl:0-1-4 1-7-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 cc pur ins. BOT CHORD 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 quide. REACTIONS. (lb/size) 2 = 101/Mechanical 3 = 52/Mechanical 1 = 277/0-8-0 (min. 0-1-8) Max Horz 1 = 72(LC 8) Max Uplift 2 = -66(LC 8) 3 = -14(LC 8) 1 = -108(LC 8) Max Grav 2 = 101(LC 1) 3 = 53(LC 3) 1 = 277(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 1=108. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard Julius Lee, P.E. t#34869 — 1109 Coastal Bay — Boynton Beach, FL 38435 Job Truss Truss Type I Qty Ply 59405 CACorner Jack ' i 1 1 A0458760 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:39 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-J2K?sX6CDd9s64FAJD7TATs4OBgArKUla88mhyy8Mc6 4-2-9 4-2-9 2A zZ 4-2-9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 261/0-84 (min. 0-1-8) 2 = 139/Mechanical 3 = 57/Mechanical Max Harz 1 = 72(LC 8) Max Uplift 1 = -105(LC 8) 2 = -90(LC 8) 3 = 4(LC 8) Max Grav 1 = 261(LC 1) 2 = 139(LC 1) 3 = 68(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-610/582 BOT CHORD 1-3=-695/660 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3 except Qt=lb) 1=105. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 3 Job Truss Truss Type Qty Ply A0458761 59405 F01 Floor 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:40 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-nEuN4t7q_wHpEgMsxeiigPJMb2BamdvoouJEy8Mc5 0-3-14 3x4, 3x3 11 3x3 11 3x4 �1 , 1-5-0 2, i 0-5-2 z4 , 0-10-0 3x3 = 3x3 = 0-3a14 , 1-4-7 7 2-9-7 6 3-10-8 5 , 4-8-0 0-3-14 1-0-9 1-5-0 1-1-1 0-9-8 Plate Offsets (X,Y)-- j1:Edge,0-241, (4:Edge,0-2-41 LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) -0.00 5 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.02 5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(fL) -0.00 4 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix) Weight: 26 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 152/0-3-6 (min. 0-1-8) 4 = 152/0-9-8 (min. 0-1-8) Max Grav 1 = 152(LC 1) 4 = 152(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F02 Floor � � 1 1 AO458762 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:40 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-nEuN4t7q_wHjjEgMsxeiigPGsbOdajavoouJE,r8Mc5 0-3-14 1-5-0 2-3-13 2-3-13 0 3x4 3x3 11 3x3 = 3x3 11 3x4 ,i 1 2 3 4 5 6 10 9 8 7 3x6 = 3x6 = LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010lrP12007 CSI. TC 0.20 BC 0.24 WB 0.27 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat)' 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. REACTIONS. (lb/size) 1 = 346/0-2-12 (min.0-1-8) 6 = 348/0-9-8 (min.0-1-8) Max Grav 1 = 346(LC 1) 6 = 348(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-441/0, 3-4=-442/0, 4-5=-383/0, 5-6=-384/0 BOT CHORD 8-9=0/598 WEBS 2-9=0/559, 6-8=0/484 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 6-7-7 DEFL. in (loc) I/deft L/d Vert(LL) -0.01 10 >999 480 Vert(TL) -0.06 8-9 >999 360 Horz(TL) -0.00 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0%F, 0%E JUlius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458763 59405 F03 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:41 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-FRSIHDSSIEPaLOPZQe9xFuyQx_IRJ9m21 SdsmRy8Mc4 0-3-14 1-5-0 0-8-14 , 2-6-0 2-0-0 2-6-0 0-10-2 , 0, 0i 3x4 1 3x3 11 3x3 = 2 3 1.5x4 II 1.5x4 II 4 5 3x3 = 3x3 11 3x4 i 6 7 8 14 13 12 11 10 9 3x6 = 3x4 = 3x4 = 3x6 = 3 1 1-8 14 5-2-12 6-2-12 7-2-12 10 9-14 12-2-14 13-114 3 14 1-5-0 3-5-14 1-0 0 1-0-0 3-7-2 1-5 0 0 10-0 Plate Offsets (X,Y)— [l:Edoe,0-2-41, [3:0-1-4 Edgel, [6:0-1-4,Edgel, [8:Edge,0-2-4] [11:0-1-8,Edge], [12:0-1-8,Edgel LOADING(psl) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.09 10-11 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.12 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.02 8 n/a n/a BCDL 5.0 Code FBC20101rP12007 (Matrix) Weight: 67 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) 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. REACTIONS. (lb/size) 1 = 516/0-3-6 (min. 0-1-8) 8 = 516/0-9-8 (min. 0-1-8) Max Grav 1 = 516(LC 1) 8 = 516(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-557/0, 2-3=555/0, 3-4=-1261/0, 4-5=-1261 /0, 5-6=-1261 /0, 6-7=-555/0, 7-8=-557/0 BOT CHORD 12-13=0/820, 11-12=0/1261, 10-11=0/846 WEBS 3-12=0/531, 1-13=07702, 6-11=0/508, 8-10=0/702, 3-13=-476/0, 6-10=483/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) CONTRACTOR COPY Standard Julius Lee, P.E. #34869— 1109 Coastal Bay— Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F04 Floor I 1 1 A0458764 Job Reference o tional Al KUUt- IKUJJtti, FUKI NItK(:t, I-L:S4`J4b 0-3-11 1-&0 , 1-1-12 , . 2-0-0 3x3 11 3x3 = 1.5x4 11 2 3 4 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:41 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzllie-FRSIHD8SIEPaLOPZQe9xFuyMk D8J6t2lSdsmRy8Mc4 2-0-0 1-7-0 1-5-0 0 14 Dead Load Dell. = 1/8 in 3x3 = 3x3 = 1.5x4 11 3x6 = 3x4 ii 5 6 7 8 9 10 18 17 16 15 14 13 12 11 3x6 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x4 = LOADING (pso TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- ' 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.52 BC 0.80 WB 0.52 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 634/0-3-3 (min. 0-1-8) 10 = 632/0-2-12 (min.0-1-8) Max Grav 1 = 634(LC 1) 10 = 632(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=710/0, 2-3=708/0, 34=1715/0, 4-5=-1715/0, 5-6=-1886/0, 6-7=1400/0, 7-8=-1400/0, 8-9=-859/0 BOT CHORD 16-17=0/1 164, 15-16=0/1 886, 14-15=0/1886, 13-14=0/1886, 12-13=0/863 WEBS 5-16=380/0, 3-16=01639, 3-17=646/0, 1-17=0/895, 6-13=-651/0, 8-13=0/658, 8-12=-642/0, 9-12=0/1091 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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) Gap between inside of top chord,bearing and first diagonal or vertical web shall not exceed 0.500in. DEFL. in (loc) I/deft L/d Vert(LL)-0.1315-16 >999 480 Vert(TL)-0.2315-16 >770 360 Horz(TL) -0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 79 lb FT = 0%F, 0%E Julius Lee, P_E_ #34369 — 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply I 1 A0458765 59405 F05 Floor• 1 1 Job Reference (optional) AT KUUF I KUbbtb, 1-UK I HLKUL, rL :54`J4b 0-3-11 , ! 16-12 , 2-6-0 3x6 = 1.5x4 11 2 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:41 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-FRSIHD8SIEPaLOPZQe9xFuyOz_D6J6e21 SdsmRy8Mc4 2-0-0 1-6-9 „ 1-5-0 0F3:14 Dead Load Defl. = 1/8 in 3x4 = 3x4 = 1.5x4 11 3x6 = 3x4 �, 4 5 6 7 8 9 16 15 14 13 12 11 10 3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x4 = Ora-11 1-11-15 7-2-15 8-2-15 , 9-2-15 13 8-0 15-1-0 1¢-4 ,14 0-3- 1 1-8� 5-3-0 1-0-0 1-0-0 4-5-1 1-5 0 0-3- 4 Plate Offsets (X,Y)— 11:0-0-2,Edgel, [4:0-1-8,Edgel, r5:0-1-8,Edgel, [8:Edge,0-2-41, r11:0-1-8,Edgel, [16:0-1-8,Edgel LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL)-0.15.14-15 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.25 14-15 >717 360 ' BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(fL) -0.04 9 n/a n/a BCDL 5.0 Code FBC2010frP12007 (Matrix) Weight: 80 lb FT = 0%F, 0%E LUMBER -TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1 = 654/0-3-3 (min. 0-1-8) 9 = 652/0-2-12 (min. 0-1-8) Max Grav 1 = 654(LC 1) 9 = 652(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-827/0, 2-3=-1695/0, 3-4=-1695/0, 4-5=-2024/0, 5-6=-1466/0, 6-7=1466/0, 7-8=-883/0 BOT CHORD 15-16=0/825, 14-15=0/2024, 13-14=0/2024, 12-13=0/2024, 11-12=0/887 WEBS 4-15=-521/0, 2-15=0/957, 5-12=-708/0, 7-12=0f714, 7-11 =-663/0, 8-11 =0/1 122, 2-16=560/0, 1-16=0/1010 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 9. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) 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. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. g's@ j`1P A FtT NO M OV JUlius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 3343S Job Truss Truss Type Qty Ply 59405 F06 Floor 1 6 1 1. A0458766 Job Reference (optional) KUUr .1 KUAAtb, rvrc i ritr« c, rL svaao 0-3-11 H 1-6-12 I 2-6-0 3x6 = 2 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc., Tue Dec 16 15:28:42 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzllie-jd07VZ94WYXQzY I_LgAo5UZ9OYf2ZXBG6NQlty8Mc3 2i 20— 2-0-3 „ 15-0 04 Dead Load Defl. = 1/8 in 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 = 3x4 �, 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x4 = 0 3- 1 1-11-15 7-2-15 8-2-15 9-2-15 14-1-10 0-3- 1 1-8 4 5-3-0 1-0 0 1-0 0 4-10-11 Plate Offsets (X,Y)-- [1:0-0-2,Edge), 14:0-1-8 EdgeL [5:0-1-8,Edge), [8:Edge,0-241, [11:0-1-8,Edge], [16:0-1-8,Edge) LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.15 14-15 >999 480 TCDL 20.0 Lumber DOL 1.00 BC 0.78 Vert(fL) -0.25 14-15 >743 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) -0.04 9 n/a n/a BCDL 5.0 Code FBC201 O/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard 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. REACTIONS. (lb/size) 1 = 675/0-3-3 (min. 0-1-8) 9 = 672/0-2-12 (min. 0-1-8) Max Grav 1 = 675(LC 1) 9 = 672(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-855/0, 2-3=-1761/0, 34=-1761/0, 4-5=-2156/0, 5-6=-1667/0, 6-7=-1667/0, 7-8=-922/0 BOT CHORD 15-16=0/854, 14-15=0/2156, 13-14=0/2156, 12-13=0/2156, 11-12=0/926 WEBS 5-12=661/0, 7-12=0/851, 4-15=585/0, 2-15=0/999, 2-16=-578/0, 1-16=0/1045, 7-11=-695/0, 8-11=0/1171 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 9. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 15-6-10 1 -1 -1 1-5-0 0-3- 4 PLATES GRIP MT20 2441190 Weight: 82 lb FT = 0%F, 0%E Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply � A0458767 59405 F07 Floor 1 1 �jo b Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 0-3-11 1-6-12 2$0 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:42 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-jd07VZ94WYXQzY_I_LgAo5UZaOY12Y7BG6NQlty8Mc3 , 2-0-0 2-5-13 , , 1-5-0 0P44 Dead Load Defl. = 118 in 3x4 = 3x6 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 3x6 = 2 3 4 5 6 7 8 17 16 15 14 13 12 11 3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 4x4 = 0T3-11 1-11-15 7-2-15 8-2-15 , 9-2-15 14-7 4 16-0 4 1¢ 4r2 0-3r 1 5-3-0 1-0 0 1-0 0 5-0-5 1-5-0 0 3- 4 Plate Offsets (X,Y)— [1:0-0-2,Edge],[4:0-1-8,Edge],[5:0-1-8,Edge] [9:Edge,0-2-41,[12:0-1-8 Edgel, [17:0-1-8,Edge] LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.16 13-14 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.80 Vert(Q -0.27 13-14 >707 360 ' BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) -0.04 10 n/a n/a BCDL 5.0 Code FBC2010/fP12007 (Matrix) Weight: 84lb FT=O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 695/0-3-3 (min. 0-1-8) 10 = 693/0-2-12 (min. 0-1-8) Max Grav 1 = 695(LC 1) 10 = 693(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-884/0, 2-3=1828/0, 34=-1828/0, 4-5=-2288/0, 5-6=-1870/0, 6-7=1870/0, 7-8=-1870/0, 8-9=-965/0 BOT CHORD 16-17=0/882, 15-16=0/2288, 14-15=0/2288, 13-14=0/2288, 12-13=0/969 WEBS 4-16=648/0, 2-16=0/1041, 2-17=-597/0, 5-13=-614/0, 8-13=0/994, 8-12=729/0, 9-12=0/1226, 1-17=0/1079 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 10. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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 ods or restrained by other means. 6 Gapbetween inside of to chord bearing and first T �T� 'm 0 P3 P diagonal or vertical web shall not exceed 0.500in. JUlius Lee, P.E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F08 Floor I � � 1 1 A0458768 Jab Reference (optional) M, muur i muooa.I. , rum i rir-muc, rL J4y40 0-3-11 16-12 i 2-6-0 5x6 = 1 11 20 3x6 = 1.5x4 11 2 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:42 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-jd07VZ94WYXQzY_I_aLggAAoSUYrOWp2YOBG6�NQlty8Mc3 I� —II 1-5-0 pIg--14 Dead Load Deft. = 118 in 3x4 = 3x4 = 3x4= 34 FP= 1.5x4 11 3x3 11 3x4,i 4 5 6 7 9 9 to 11 1!1, 19 18 17 16 15 14 13 12 3x4 = 3x6 = 3x6 FP= 1.5x4 II 3x6 = 4x6 = 1.5x4 II �3-11 1-11-15 7-2-15 8-2-15 9-2=15 15-0-13 16-5-13 16-9�11 0 3-11 1-8-4 5-3-0 1-0-0 ' 1-0-0 5-9-14 1-5 0 0 3 4 Plate Offsets (X,Y)— [1:0-0-2,Edge1, [4:0-1-8,Edge1, [5:0-1-8,Edge1, [10:Edge, 0-2-41, [19:0-1-8 Edge] LOADING (psf) SPACING- 1-4-0 CS 1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.18 14-15 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.32 14-15 >627 360 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) -0.05 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 87 lb FT = 0%F,.O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) V BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 715/0-3-3 (min.0-1-8) 11 = 713/0-2-12 (min.0-1-8) Max Grav 1 = 715(LC 1) 11 = 713(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-912/0, 2-3=1894/0, 34=-1894/0, 4-5=-2420/0, 5-6=-2073/0, 6-7=2073/0, 7-8=-2073/0, 8-9=-981/0, 9-10=977/0 BOT CHORD 18-19=0/910, 17-18=0/2420, 16-17=0/2420, 15-16=0/2420, 14-15=0/2420, 13-14=0/1209 WEBS 4-18=-713/0, 2-18=0/1083, 2-19=-616/0, 5-14=568/0, 7-14=-252/0, 8-14=0/956, 8-13=-574/0, 1-19=0/1114, 10-13=0/1240 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Julius Lee, P_E_ 934869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A , A0458769 59405 F09 Floor • 1 1 Job Reference o tional Al Kuur I KUbACA, ruK I ricKur-, rL 34a40 0-3-11 Ii 1-6-12� 2-6-0 54 = 20 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:43 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-BpaViv9iHrfHaiZxY3BPKJ1 hForXn?2LVm6zgJy8Mc2 2-0-0� 0I 1 , 1-5-0 01�-44 Dead Load Defl. = 3116 in 3x4 = 3x6 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 9 3 4 5 6 7 3x4 = 3x3 11 4x4 �, 8 9 to 11 0 o ,p 19 18 17 16 15 14 13 12 3x4 = 3x6 = 3x6 FP= 1.5x4 II 3x6 = 4x6 = 1.5x4 II 0T3-11 1-11-15 7-2-15 812-15 9-2-15 , 14-5-15 , 15r7 , 16-11-7 17*5 0 3- 1 1-8 4 5-3-0 1 0 0 1-0-0 5-3-0 1-0-8 ' 1-5-0 0=3-14 Plate Offsets (X Y)-- [1:0-0-2 Edge] [4:0-1-8 Edgel [5:0-1-8 Edge] [10:Edge 0-2-51[18:0-2-8 Edgel [19:0-1-8 Edge] LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.20 14-15 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 1.00 Vert(TL) -0.36 14-15 >558 360 - BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(fL) -0.05 11 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 89 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 6) Gap between inside of top chord bearing and first BOT CHORD 2x4 SP No.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16,14-15. REACTIONS. (lb/size) 1 = 735/0-3-3 (min. 0-1-8) 11 = 733/0-2-12 (min. 0-1-8) Max Grav 1 = 735(LC 1) 11 = 733(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-940/0, 2-3=-1961/0, 34=-1961/0, 4-5=-2552/0, 5-6=-2273/0, 6-7=-2273/0, 7-6=-2273/0,8-9=-1004/0,9-10=-1000/0 BOT CHORD 18-19=0/939,17-18=0/2552,16-17=0/2552, 15-1 6=0/2552,14-15=0/2552, 13-14=0/1434 WEBS 4-18=778/0, 2-18=0/1125, 2-19=-635/0, 5-14=-525/0, 7-14=-260/0, 8-14=0/927, 10-1 3=0/1 270, 8-13=-685/0, 1-19=0/1148 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. ac edge, spaced 5) Recommend 2st sed ��� TR .1 10-0-0 oc and fastened to each truss with 3-10d (0.131" to h us r� C O X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Julius Lee, P_E_ tl34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I Qty Ply 59405 F10 Floor I 1 1 A0458770 Job Reference o tional M I muur I muo.I. Co, rum l vir-m .C, rL KUg0 0-3-11 1-6-12 „ 2-6-0 5x6 = 1 20 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek.lndustries, Inc. Tue Dec 16 15:28:43 2014 Page 1 I0:iG2U75HHmhrkla3a2giPblzl l ie•BpaViv9iHrfHaiZxY3BPKJ 1 hoovin?kLVm6zgJy8Mc2 1-4-9 ,i 1-5-0 0.�-44 Dead Load Defl. = 3/16 in 3x4 = 3x6 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 11 3x4 = 2 3 4 5 6 7 8 3x3 11 4x4 i 9 1011 o1-,� 19 18 17 16 15 14 13 12 4x4 = 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 46 = LOADING(psf) SPACING- ' 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010lrP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 756/0-3-3 (min. 0-1-8) 11 = 753/0-2-12 (min. 0-1-8) Max Grav 1 = 756(LC 1) 11 = 753(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-968/0, 2-3=2027/0, 3-4=-2027/0, 4-5=-2685/0, 5-6=-2471/0, 6-7=2471/0, 7-8=-2471/0, 8-9=-1037/0, 9-10=-1032/0 BOT CHORD 18-19=0/967, 17-18=0/2685, 16-17=0/2685, 15-16=0/2685, 14-15=0/2685, 13-14=0/1668 WEBS 4-18=842/0, 2-18=0/1168, 2-19=-654/0, 5-14=-483/28, 7-14=261/0, 8-14=0/887, 8-13=824/0, 9-13=-251/0, 10-13=0/1311, 1-19=0/1183 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plate(s) atjoint(s) 17 checked for a plus or minus 5 degree rotation about its center. 3) Plate(s) atjoint(s) 1, 6, 2, 9, 16, 4, 15, 5, 3, 18, 19, 7, 14, 8, 13 and 10 checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 11. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/defl L/d TC 0.61 Vert(LL) -0.2114-15 >999 480 BC 0.75 Vert(rL) -0.3914-15 >543 360 WB 0.62 Horz(TL) -0.06 11 . n/a n/a (Matrix) 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 91 lb FT = 0%F,.O%E Julius Lee, P.E. #34369 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A . A0458771 59405 F11 Floor 1 1 Job Reference (optional) Al KUUr- IKUAAtA, rUKI YICKIa, r'L 14U40 0-3-11 i , 1-6-12 „ 2-6-0 5x6 = 1 I. 20 W Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:43 2014 Page 1 ID:iG2U75HHmhrkla3a2g iPblzl 1 ie-BpaViv9iHrfHaiZxY3BPKJ1 gfouXn_NLVm6zgJy8Mc2 2-0-0 1-10-3 1-5-0 013-44 Dead Load Defl. = 3/16 in 1.5x4 II 3x6 = 1.5x4 11 3x4 = 3x4 = 3x6 FP= 3x4 = 2 3 4 5 6 7 8 3x3 11 4x4 �i 9 1011 19 18 17 16 15 14 13 12 4x4 = 3x6 = 3x6 FP= 1.5x4 11 1.5x4 11 3x6 = 4x6 = LOADING (psf) SPACING- 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) 'Except' B2: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 776/0-3-3 (min. 0-1-8) 11 = 774/0-2-12 (min. 0-1-8) Max Grav 1 = 776(LC 1) 11 = 774(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-996/0, 2-3=2094/0, 3-4=-2094/0, 4-5=-2817/0, 5-6=-2669/0, 6-7=2669/0, 7-8=-2669/0, 8-9=-1075/0, 9-10=-1071 /0 BOT CHORD 18-19=01995, 17-18=0/2817, 16-17=0/2817, 15-16=0/2817, 14-15=0/2817, 13-14=0/1904 WEBS 4-18=908/0, 2-18=0/1210, 2-19=-673/0, 5-14= 442/94, 7-14=265/0, 8-14=0/846, 8-13=981 /0, 9-13=-285/0, 10-13=0/1360, 1-19=0/1217 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plate(s) atjoint(s) 17 checked for a plus or minus 5 degree rotation about its center. 3) Plate(s) atjoint(s) 1, 6, 2, 9, 16, 4, 15, 5, 3, 18, 19, 7, 14, 8, 13 and 10 checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 11. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. CSI. DEFL. in (loc) I/deft L/d TC 0.68 Vert(LL) -0.2414-15 >910 • 480 BC 0.80 Vert(Q -0.44 14-15 >490 360 WB 0.65 Horz(rL) -0.06 11 n/a n/a (Matrix) 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 0 1 PLATES GRIP MT20 244/190 Weight: 93 lb FT = 0%F, 0%E PV JUIILIs Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F12 Floor � � 1 1 A0458772 Job Reference (optional) 0-3-11 1-6-12 2-6-0 3x6 = 1.5x4 11 2 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:44 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-f08uwEAK29n8Cs885mjetWavgCErWIJkUjQsXNly8Mc1 �2-0-0� { 1-7-15 0-�F8 Dead Load Defl. = 1/8 in 3x4 = 1.5x4 11 3x4 = 3x6 FP= 1.5x4 II 3x4 = 1.5x4 = 4 5 6 7 A c 3x4 = 3x6 = 3x6 FP= 1.5x4 11 3x6 = 3x6 = 1.5x4 II 7-2-15 8-2-15 LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 14-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.41 BC 0.80 WB 0.51 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.15 11-12 >999 480 Vert(TL) -0.26 11-12 >749 360 Horz(TL) 0.01 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 84 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 692/0-3-3 (min. 0-1-8) 10 = 687/1-3-2 (min. 0-1-8) Max Gray 1 = 692(LC 1) 10, = 687(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-880/0, 2-3=1819/0, 3-4=-1819/0, 4-5=-2270/0, 5-6=-1855/0, 6-7=1855/0, 7-8=-1855/0 BOT CHORD 15-16=0/878, 14-15=012270, 13-14=0/2270, 12-13=0/2270, 11-12=0/2270, 10-11=0/928 WEBS 4-15=-639/0, 2-15=0/1036, 2-16=-595/0, 5-11 =-605/0, 8-11 =0/1 025, 8-1 0=-1 117/0, 1-16=0/1075 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. Julius Lee, P_E_ t#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458773 59405 F13 Floor 1 1 Job Reference (optional) Al KUUr I KuADCA, rum I r'ICKur-, rL 84Q140 0-3-11 1-0-12� 2-6-0 34�� 3x6 = 1 2 13 12 11 10 9 3x4 = 3x4 = 5651-i. LOADING(psf) SPACING- 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(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 2-2-0 oc bracing. REACTIONS. (lb/size) 8 = 522/0-94 (min. 0-1-8) 1 = 527/0-3-3 (min. 0-1-8) Max Grav 8 = 522(LC 1) 1 = 527(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=-649/0, 2-3=1279/0, 34=-1279/0, 4-5=-1188/0, 5-6=-1188/0 BOT CHORD 11-12=0/647, 10-11 =0/1 188, 9-10=0/1188, 8-9=0/265 WEBS 5-9=-321/0, 3-11=-281/0, 2-11=0/695, 2-12=-441/0, 6-9=0/1021, 6-8=-582/0, 1-12=0/792 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1.5x4 II 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:44 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-f08uwEAK29n8Cs885mjetWaoICCRVW 7UjQsXNly8Mc1 2-0-0 I� 4 Dead Load Defl. =1/8 in 1.5x4 II 3x4 = 1.5x4 11 3x4 = 1.5x4 = 4 5 6 7 3x6 = 1.5x4 II 7-2-15 8-2-15 CSI. DEFL. in (loc) I/defl L/d TC 0.85 Vert(LL) -0.1810-11 >833 480 BC 0.95 Vert(fL) -0.3110-11 >464 360 WB 0.49 Horz(TL) -0.04 8 n/a n/a (Matrix) 3x4 = PLATES GRIP MT20 244/190 Weight: 66 lb FT = 0%F, 0%E I JUBLIs Lee, P_E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Type Qty Ply 59405 F14 TF'Iuo r I 1 1 A0458774 Job Reference (optional) A I RUUr I RUJJCJ, rUR I rICRUC, rL J UffU 0-3-11 1-6-12 2-6-0 1 1-11-15 3x6 = 2 1.5x4 II 3 Kun: t.b3u s Jul 14 2014 Print: 7.6uu s Oct 3 2014 Mireklndustnes, Inc. TueAec 16 15:28:44 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzl l ie-f08uwEAK29n8Cs885mjetWaocCCNW000jQsXNly8Mc1 2-0-0 3x4 = 1.5x4 11 4 5 I-1 OH8 Dead Load Deft. = 1/8 in 3x4 = 1.5x4 11 1.5x4 6 7 3x4 = 3x6 = 1.5x4 11 3x4 = 5-3-0 14 o sr LOADING (psf), SPACING- 1 4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.18 10-11 >823 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.32 10-11 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(fL) -0.04 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 65 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) , BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 8 = 518/0-4-11 (min. 0-1-8) 1 = 523/0-3-3 (min. 0-1-8) Max Grav 8 = 518(LC 1) 1 = 523(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-644/0, 2-3=-1266/0, 3-4=-1266/0, 4-5=-116310, 5-6=-1163/0 BOT CHORD 11-12=0/642, 10-11=0/1163, 9-10=0/1163 WEBS 5-9=-324/0, 3-11=-282/0, 2-11=0/687, 2-12=-437/0, 6-9=0/1036, 6-8=-566/0, 1-12=0/785 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard JUlius Lee, P.E. #34969 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Oty Ply f AO458775 59405 F15 Floor 1 1 Job Reference (optional) /il muur I KUJJCA, rum I virtu r, rL J4y40 0-3-11 1-&12 2-&0 3x6 -� 3x6 = 1 2 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:45 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzl 1 ie-8CiG7aBzpTv?q?iKfUEtPk6-5cyxFwoey4b4vCy8Mc0 2-0-0 1.5x4 11 3x4 = 1.5x4 11 3 4 5 0-104 OH8 Dead Load Defl. = 1/8 in 1.5x4 II 3x4 = 1.5x4 = 6 7 14 0 13 12 11 10 93x4 = 3x4 = 3x6 = 1.5x4 11 3x6 3-11 1-11-15 7-2-15 8-2-15 9-2-15 12-11-11 3 11 1-8 4 5-3-0 1-0 0 1-0 0 3-8-12 Plate Offsets (X Y)— [1:Edge,0-3-0], [4:0-1-8,Edge], [9:0-1-8 Edge], [12:0-1-8,Edge], [14:0-1-8,0-0-12] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.17 10-11 >876 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.30 10-11 >495 360 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) -0.04 8 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 67 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 10-11. REACTIONS. (lb/size) 8 = 539/0-4-11 (min. 0-1-8) 1 = 543/0-3-3 (min. 0-1-8) Max Grav 8 = 539(LC 1) 1 543(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-672/0, 2-3=1333/0, 3-4=-1333/0, 4-5=-1294/0, 5-6=-1294/0 BOT CHORD 11-12=0/670, 10-11 =0/1 294, 9-10=0/1294, 8-9=0/422 WEBS 5-9=-308/0, 3-11 =-278/0, 2-11=0/729, 2-12=456/0, 6-9=0/965, 6-8=-666/0, 1-12=0/820 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first fir, �, ) , O CONTRA TOR C N diagonal or vertical web shall not exceed 0.500in. f1 b BI `�v 6) CAUTION, Do not erect truss backwards. Julius Lee, P.E. #34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F16 Floor ' 1 1 A0458776 Job Reference o tional Al KUUI- I KUSStS, FUKI YItKGt, rL 34bJ46 r 0-3-11 1-6-12 2-M 3x6 3x6 = 1 2 13 12 11 10 93x4 = Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16.15:28:45 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-8CiG7aBzpTv?q?iKfUEtPk6?tcYHFxKey4b4vCy8Mc0 , 2-0-0 , 1.5x4 11 3x4 = 1.5x4 11 3 4 5 3x4 = 3x6 = 1.5x4 11 8-2-15 . 9-2-15 5-3-0 13-5-5 3x6 = , 1i�OH8 Dead Load Dell. = 1/8 in 1.5x4 II 3x4 = 1.5x4 = 6 7 14 0 LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 14-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.76 BC 0.91 WB 0.43 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.17 10-11 >928 480 Vert(TL) -0.29 10-11 >534 360 Horz(TL) -0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 69 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc. puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 10-11. REACTIONS. (lb/size) 8 = 559/04-11 (min. 0-1-8) 1 = 564/0-3-3 (min. 0-1-8) Max Grav 8 = 559(LC 1) 1 = 564(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-700/0, 2-3=1399/0, 34=1399/0, 4-5=-1426/0, 5-6=-1426/0 BOT CHORD 11-12=0/698, 10-11=0/1426, 9-10=0/1426, 8-9=0/617 WEBS 5-9=-290/0, 3-11=-273/0, 2-11=0/771, 2-12=475/0, 6-9=0/894, 6-8=-802/0, 1-12=0/854 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply I A0458777 59405 F17 Floor 1 1 Job Reference (optional) Al tttxm ircuZ)ar=a,rurci t-1rKLt,rLa4avo 0-3-11 1-6-12 2-6-0 3x6 3x6 = 1 2 13 12 11 10 93x4 = 3x4 = LOADING (psf) SPACING- 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010/TP12007 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 pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 579/0-4-11 (min. 0-1-8) 1 = 584/0-3-3 (min. 0-1-8) Max Grav 8 = 579(LC 1) 1 = 584(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-728/0, 2-3=-1465/0, 34=-1465/0, 4-5=-1559/0,5-6=-1559/0 BOT CHORD 11-12=0/727, 10-11=0/1559, 9-10=0/1559, 8-9=0/815 WEBS 5-9=-270/0, 4-11=-307/50, 3-11=-269/0, 2-11=0/813, 2-12=494/0, 6-9=0/822, 6-8=-961/0, 1-12=0/889 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 Mi rek Industries, Inc. Tue Dec 16 15:28:45 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-SCiG7aBzpTv?q?iKfUEtPk6?gcZcFxMey4b4vCy8Mc0 2-0-0 1-9-7 0N8 Dead Load Defl. = 118 in 1.5x4 11 1.5x4 11 3x4 = 1.5x4 11 3x4 = 1.5x4 = 3 4 5 6 7 3x6 = 1.5x4 11 5-3-0 8-2-15 . 9-2-15 CSI. DEFL, in (loc) I/deft L/d TC 0.71 Vert(LL) -0.1710-11 >979 480 BC 0.89 Vert(fL) -0.2810-11 >573 360 WB 0.42 Horz(fL) -0.03 8 n/a n/a (Matrix) 3x6 = PLATES GRIP MT20 244/190 Weight: 71 lb FT = 0%F, 0%E LOAD CASE(S) P® TRAC A � Pe Standard '�'Julius Lee, P.E. #343 — 1109astal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F18 Floor I 1 1 A0458778 Job Reference (optional) 0-3-11 L , 1-6-12 2-6-0 r � 3x6 �� 1 13 12 11 10 93x4 = 3x6 = 2 3x4 = 3x6 = 1.5x4 11 �:ff'>Si 6�EbJ561 3x6 = rrun: t.bsu s JUI 14 2u14 Print: /.60u s oct 3 2014 MITek Industries, Inc. Tue Dec 16 15:28:46 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-cOGeKwCbaml sR9H WDBI6yxfBG?vB_OMnBkLdRey8Mc? 2-0-0 2-3-1 01 8 i Dead Load Defl. = 1/8 in 1.5x4 II 1.5x4 11 3x4 = 1.5x4 11 3x4 = 1.5x4 = 3 4 5 6 7 14 0 LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.16 10-11 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.27 10-11 >611 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.02 8 n/a n/a BCDL .5.0 Code FBC2010frP12007 (Matrix) Weight: 73 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 599/04-11 (min. 0-1-8) 1 = 604/0-3-3 (min. 0-1-8) Max Gray 8 = 599(LC 1) 1 = 604(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=757/0, 2-3=1532/0, 34=-1532/0, 4-5=-1692/0, 5-6=-1692/0 BOT CHORD 11-12=Of755, 10-11=0/1692, 9-10=011692, 8-9=0/1015 WEBS 4-11=371/3, 3-11=-264/0, 2-11=0/855, 2-12=-513/0, 6-9=0f765, 6-8=-1134/0, 1-12=0/924 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E. M34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply ' A0458779 59405 F19 Floor 1 1 Job Reference (optional) Al KUUh I KUSStS, 1--UK I NILKUL, rL 349415 0-3-11 i„i�� i 2-6-0 3x6 1 16 3x6 = 1.5x4 11 2 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 Mlek Industries, Inc. Tue Dec 16 15:28:46 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1 ie-cOGeKwCbamisR9HWDB16yxfCt?vl_NOnBkLdRey8Mc? 2-0-0 i 1-0-13 i 1� 0rq:l0 Dead Load Defl. = 1/8 in 3x4 = 1.5x4 11 3x4 = 3x3 11 3x4 �- 4 5 6 7 8 9 15 14 13 12 11 10 3x4 = Us = 1.5x4 11 3x4 = 3x6 = 14-9-7 3- 1 1-11-15 7-2-15 8-2-15 i 9-2-15 13-0-12 14-5-12 14-9,6 3 1 1S4 5-3-0 1-0-0 1-0-0 3-9-13 1-5-0 3 0 Plate Offsets (X,Y)— [1:Edge,0-3-0], [4:0-1-8,Edge], [S:Edge,0-241, [12:0-1-8,Edge], [15:0-1-8,Edgel LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.15 13-14 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.26 13-14 >659 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) -0.03 9 n/a n/a BCDL 5.0 Code FBC2010frPI2007 (Matrix) Weight: 76 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 627/0-3-3 (min. 0-1-8) 9 = 625/0-3-0 (min. 0-1-8) Max Grav 1 = 627(LC 1) 9 = 625(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-789/0, 2-3=1607/0, 34=-1607/0, 4-5=-1845/0, 5-6=-1845/0, 6-7=833/0, 7-8=-831/0 BOT CHORD 14-15=0/787, 13-14=0/1845, 12-13=0/1845, 11-12=0/1227 WEBS 4-14=-439/0, 3-14=-258/0, 2-14=0/902, 2-15=534/0, 6-12=0/727, 1-15=0/963, 8-11 =0/1 054, 6-11 =-576/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASES) ONM Standard Julius Lee, P.E. t#34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I Oty Ply 59405 F20G FLOOR GIRDER 1 2 A0458780 Job Reference o tional A7 KUur I KUAACA, rum l rimmu C, rL J4`J40 2-0-8 2-0-0 , 2x4 11 3x4 = 1.5x4 11 1 2 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:47 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzllie-4bp0YGDDK49j3JsjnvGLV9CNaP12jmuxPO4B 4y8Mc I— 20 1i Dead Load Dell. = 5/16 in 3x4 = 3x4 = 1.5x4 11 3x4 = 5x6 = 3x6 = 1.5x4 11 4x6 = 4 5 6 7 8 9 10 11 20 19 18 17 16 15 21 14 22 23 13 12 4x6 = 3x8 = 1.5x4 11 1.5x4 11 5x10 MT20HS= 3x10 = 3x10 = 3x4 11 3x8 = 22-4-9 22-4-9 Plate Offsets (X,Y)— f8:0-3-0,0-3-0),[11:0-2-4,0-2-0),120:0-2-0,0-2-0) LOADING(psf) SPACING- 1-5-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.36 16-17 >722 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.70 16-17 >372 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.07 12 n/a n/a t BCDL 5.0. Code FBC201 O/TP12007 (Matrix) Weight: 225 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 -Except` 2) All loads are considered equally applied to all plies, T2: 2x4 SP No.2 except if noted as front (F) or back (B) face in the BOT CHORD 2x4 SP M 31 'Except- LOAD CASE(S) section. Ply to ply connections have B2: 2x6 SP 240OF 2.0E been provided to distribute only loads noted as (F) or WEBS 2x4 SP No.3 *Except* (B), unless otherwise indicated. W1,W8: 2x8 SP No.2 3) Unbalanced Floor live loads have been considered BRACING- for this design. TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc 4) All plates are MT20 plates unless otherwise purlins, except end verticals. indicated. 5) Plates checked for a plus or minus 0 degree BOT CHORD rotation about its center. Rigid ceiling directly applied or 10-0-0 oc bracing. 6) Refer to girder(s) for truss to truss connections. REACTIONS. (lb/size) 7) "Semi -rigid pitchbreaks with fixed heels" Member 12 = 1831/Mechanical end fixity model was used in the analysis and design 20 = 1349/Mechanical of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at Max Gry M a 1831(LC 1) 10-0-0 oc and fastened to each truss with 3-10d 20 = 1349(LC 1) (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. FORCES. (lb) 9) Hanger(s) or other connection device(s) shall be Max. Comp./Max. Ten. -All forces 250 (lb) or less except provided o support nat tand when03 when shown. 16-5-0, andtrated lb down atu19-15-0,ent 227 lb down TOP CHORD 845 lb down at 15-0-0 on bottom chord. The 11-12=-1595/0, 2-3=-4706/0, 34=4706/0, design/selection of such connection device(s) is the 4-5=-7263/0, 5-6=-8951 /0, 6-7=-8951 /0, responsibility of others. 7-8=-8743/0, 8-9=-8743/0, 9-10=-3127/0, 10-11=-3127/0 LOAD CASE(S) BOT CHORD Standard 19-20=0/2724, 18-19=0/7263, 1) Dead + Floor Live (balanced): Lumber 17-18=0f7263, 16-17=0f7263, Increase=1.00, Plate Increase=1.00 15-16=0/9125, 15-21=0/9118, Uniform Loads (plf) 14-21=0/9142, 14-22=0/6296, Vert: 12-20=-7, 1-11=-85 22-23=0/6296, 13-23=0/6296, 12-13=0/369 Concentrated Loads (lb) WEBS 4-18=0/537, 5-17=-544/0, 4A9=-2888/0, Vert: 21=-845(F) 22=-227(F) 23=-103(F) 2-19=0/2204, 2-20=-2830/0, 5-16=0/2087, 6-16=-370/0, 7-16=-301/137, 7-14=419/0, 9-14=0/2681, 9-13=3471/0, 11-13=0/3113 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3'j nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 079-0 oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply � � A0458781 59405 F21 ROOF TRUSS 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 0-3-11 i ii — 12 2�� Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:47 2014 Pagel ID:iG2U75HHmhrkla3a2giPblzl1 ie-4bp0YGDDK49j3JsjnvGLV9CL?PJ71gaxPO4B_4y8Mc F 1-7-0 , 2-0-11 i 1-5-0;0jlj;14 Dead Load Deft. = 118 in 5x6 = 3x6 = 1.5x4 11 3x4 = 3x4 = 1.5x4 11 3x6 = 3x6 FP= 3x4 = 3x3 11 3x6 = 3x4 ii 3x4 = 3x6 = 3x6 FP— 1.5x4 11 3x6 = 1.5x4 II 3x4 = 3x8 = 3x3 = 111-11-15 7-2-15 8-2-15 9-2-15 18-9-15 22-6-10 22 1 8 0 1 1-8 4 5-3-0 1-0-0 1-0-0 9-7-0 3 8 11 0- - 4 Plate Offsets (X Y)— [1:0-0-2 Edge] [4:0-1-8 Edgel I5:0-1-8 Edgel [9:0-1-8 Edge] [12:Edge 0-2-4] [17:0-1-8 Edge], [23:0-1-8 Edgel LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.14 20 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.63 Vert(rL) -0.27 20 >832 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) -0.02 13 n/a n/a BCDL 5.0 Code FBC2010rrPI2007 (Matrix) Weight: 119 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17,15-16. REACTIONS. (lb/size) 1 = 671/0-3-3 (min. 0-1-8) 13 = -43610-2-12 (min. 0-1-8) 16 = 1719/0-3-8 (min. 0-1-8) Max Uplift 1 = -268(LC 12) 13 = -436(LC 1) 16 = -744(LC 8) Max Grav 1 = 671(LC 1) 13 = 175(LC 12) 16 = 1719(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-865/544,2-3=-1781/1133, 3-4=-1781/1133,4-5=-2168/1374, 5-6=-1673/1047, 6-7=-1673/1047, 7-8=49W7737, 8-9=-499/737, 9-10=1279/2022, 10-11=-1280/2024, 11-12=4227759 BOT CHORD 22-23=-542/863, 21-22=-1370/2167, 20-21=-1370/2167, 19-20=-1370/2167, 18-19=-1370/2167,17-18=437/695, 16-17=-738/503, 15-16=-761/425 WEBS 4-22=-426/265, 2-22=-646/1009, 2-23=585/394, 5-18=-545/360, 7-18=670/1080, 7-17=1585/1040, 9-17=403/703, 9-16=-1552/942, 11-16=-1437/977, 11-15=-384/597, 12-15=-962/538, 1-23=-663/1056 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=3.Opsf; h=22ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=268, 13=436, 16=744. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 I•�aVay Beach, 33435 Job Truss Truss Type I Qty Ply - 59405 ' F22 ROOF TRUSS 1 1 A0458782 Job Reference (optional) H, muur , muol. CJ, rum, riamur-, rL J4y40 0-3-11 ,,� 1-6-12' 2, 5x6 = 1.5x4 11 Run: /.b30 s JUI 14 2014 Print: 7.600 s Oct 3 2014 Mfrek Industries, Inc. Tue Dec 16 15:28:48 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-YnNOIcDr5OHahTRvKcnal MkXVpewSGV4e2gkVXy8Mbz 2-0-0 0� �� 9:L11?i 1-5-0 0-�-114 Dead Load Deff. = 1/8 in 1.5x4 II 3x4 = 3x4 = 1.5x4 11 3x6 FP= 4x6 = 3x4 = 3x3 11 3x4 A s a o a in .. 19 3x4 = 3x6 FP= 1.5x4 11 4x6 = 1.5x4 II 023�11 1-11-15 , 7-2-15 8-2-15, 9-2-15, 18-0-7 21-7.4 23-0 423 ¢2 0 3` 1 18� 53-0 1-0-0 1-0-0 8-9-8 31r13 1bO 0�I4 Plate Offsets_(X,Y)— [1:0-0-2,Edge], [4:0-1-8,Edge], [5:0-1-8,Edge], [13:Edge,0-2-4], [19:0-2-0,Edge], [24:0-1-8,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.13 21 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.26 21-23 >828 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 122 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) 1 = 649/0-3-3 (min. 0-1-8) 14 = -172/0-2-12 (min. 0-1-8) 17 = 1517/0-3-8 (min. 0-1-8) Max Uplift 1 = -260(LC 12) 14 = -172(LC 1) 17 = -687(LC 8) Max Grav 1 = 649(LC 1) 14 = 68(LC 12) 17 = 1517(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-834/522,2-3=-1708/1082, 34=-1708/1082,4-5=-2023/1272, 5-6=-1455/896, 6-7=-1455/896, 7-8=-717/1042, 8-9=717/1042, 9-10=717/1042, 10-11=-1068/1739, 11-12=-154/389,12-13=-155/389 BOT CHORD 23-24=-520/832, 22-23=-1268/2022, 21-22=-1268/2022, 20-21=-1268/2022, 19-20=-126812022, 18-19=-255/437, 17-18=-1740/1073, 16-17=-625/293 WEBS 10-17=-1026/554,4-23=-346/209, 2-23=614/964, 2-24=-565/380, 5-19=625/415, 7-19=-704/1124, 7-18=1636/1080, 10-18=558/1108, 11-17=-1228/858, 11-16=-273/399, 13-16=-493/198,1-24=636/1018 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=260, 14=172, 17=687. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) CAUTION, Do not erect trust backwards. LOAD CASE(S) Standard Julius Lee, P.E.#34369-1109Coastal Bay —Boynton Beach, FL 38435 4. Job Truss Truss Type Qty Ply A0458783 59405 F23 ROOF TRUSS 1 1 Job Reference (optional) Al KUUI- I KUStit5, FUK I F'ItKUt:, F'L 34U4b 0-3-11 , , 1-6-12 „ 2-6-0 5x6 = 1.5x4 11 1 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:49 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-OzxnzyETshPRJdO5uJlpaaHhaDzSBiBDtiZ11 zy8Mby 3x4 = 3x4 = 3x6 FP= 1.5x4 11 4 5 . 7 F -5-0 0 3- -14 Dead Load Dell. = 1/8 in 1.5x4 11 4x6 = 0 9 10 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 4x6 = LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) Udell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.13 22 >999 360 TCDL 20.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.26 22 >836 240 - BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) 1 = 661/0-3-3 (min. 0-1-8) 14 = -210/0-2-12 (min. 0-1-8) 17 = 1584/0-3-8 (min. 0-1-8) Max Uplift 1 = -264(LC 12) 14 = -21O(LC 1) 17 = -714(LC 8) Max Grav 1 = 661(LC 1) 14 = 83(LC 12) 17 = 1584(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-851/533, 2-3=-1749/1108, 3-4=-1749/1108,4-5=-2103/1324, 5-6=-1576/974, 6-7=-1576/974, 7-8=-1576/974, 8-9=610/875, 9-10=610/875, 10-11=1183/1911, 11 -1 2=-1 77/448, 12-13=-178/448 BOT CHORD 23-24=-531/849, 22-23=-1320/2102, 21-22=-1320/2102, 20-21=-1320/2102, 19-20=-348/581, 18-19=-348/581, 17-18=-1912/1187, 16-17=-711/350 WEBS' 10-1 7=-10471611, 4-23=-391/238, 2-23=-631 /989, 2-24=-576/387, 5-20=581 /386, 8-20=-688/1099, 8-18=-1610/1064, 10-18=-747/1349, 11-1 7=-13211921, 11-16=-305/446, 13-16=-568/227. 1-24=-650/1039 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp D; Encl., GCpi=D.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chorI live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 14. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=264, 14=210, 17=714. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 3x4 = 3x3 11 3x4 ii �4 12 �a 23-9-12 PLATES GRIP MT20 244/190 Weight: 124 Ib FT = 0%F, 0%E co NT JUlius Lee, P_E- .#34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type I Qty Ply A0458784 59405 F24 ROOF TRUSS 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 0-3-11 1-6-12 22--60 5x6 = 3x6 = 1.5x4 11 0 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:49 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-0zxnzyETshPRJdO5uJlpaaHgXD_cBk7DtiZl1 zyBMby I 2 3x4 = 3x4 = 3x6 FP= 1.5x4 11 —1 1-5�0 3H-14 Dead Load Dell. = 1/8 in 3x6 = 3x4 = 3x3 11 3x4 =34 11 3x4 i 3x4 = 3x6 = 1.5x4 11 1.5x4 11 3x6 = 3x6 FP— 3x8 = 3x6 = 3x4 = 24-35 111-11-15 7-2-15 8-2-15 9-2-15 18-11-10 221r7 23 11-7 5-3-0 1-0-0 1-0-0 9-8-11 3-0-13 15-00 4 Plate Offsets (X,Y)— [1:0-0-2,Edge], [4:0-1-8,Edgel, [5:0-1-8,Edgel, [9:0-1-8,Edgel, r13:Edge,0-2-41, r18:0-1-8,Edgel, [24:0-1-8,Edgel LOADING (pst) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.14 22 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.27 21-22 >827 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC201 OTFP12007 (Matrix) Weight: 126 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) 1 = 674/0-3-3 (min. 0-1-8) 14 = -253/0-2-12 (min. 0-1-8) 17 = 165410-3-8 (min. 0-1-8) Max Uplift 1 = -270(LC 12) 14 = -253(LC 1) 17 = -741(LC 8) Max Grav 1 = 674(LC 1) 14 = 101(LC 12) 17 = 1654(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-870/545, 2-3=-1793/1137, 3-4=-1793/1137,4-5=-2191/1381, 5-6=-1707/1059,6-7=-1707/1059, 7-8=-1707/1059, 8-9=-490/690, 9-10=1297/2081, 10-11=1299/2084, 11-12=-210/513, 12-13=-211/513 BOT CHORD 23-24=-543/868, 22-23=-1377/2190, 21-22=-1377/2190, 20-21=-1377/2190, 19-20=-448f736, 18-19=448/736, 17-18=-691/495, 16-17=-807/414 WEBS 4-23=-439/269, 2-23=-649/1017, 2-24=589/395, 5-20=-532/354, 8-20=671/1073, 8-18=1577/1042, 9-18=-379(702, 9-17=-1641/951, 11-17=-1408/980, 13-16=650/271, 11-16=-341/499,1-24=-665/1062 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 1=270, 14=253, 17=741. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E. #.S4369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply . { A0458785 59405 F25 ROOF TRUSS 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:50 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 le-U9V9AIF5d?XlwnbHS1 p26ngtKdJnwAeN6MJrZPy8Mbx 0-3-11 1-6-12 , 2-6-0 2-0-0 2-6-11 0 5 1�5 0 0-3H14 Dead Load Dell. = 118 in 1.5x4 11 1.5x4 11 3x4 = 3x4 = 3x6 FP= 1.5x4 11 3x4 = 3x4 ,i 1 2 3 4 5 6 7 8 9 10 11 12 1314 l[ 26 25 24 23 22 21 20 19 18 1716 15 3x4 = 1.5x4 11 1.5x4 11 3x6 FP— 3x3 = 3x3 = 24-8-15 0�3-111-11-15 , 7-2-15 ,8-2-15,9-2-15, 17-2-2 , 225-2 23.0�1 24-5-1 , , 1 154 5-3-0 1.0-0 1_M 7-11-3 5-M Ob-1'5 1. -0% 4 Plate Offsets (X Y)-- [1:Edge 0-3-0] [4:0-1-8 Edge] [5:0-1-8 Edge] [11:0-1-8 Edge] r13:Edg_e,0-2-4], [21:0-2-0,Edge], [25:0-1-8,Edgel LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.13 23-24 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.26 23-24 >793 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(Q -0.02 14 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 129 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) 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, Except: 6-0-0 oc bracing: 18-19. REACTIONS. (lb/size) 1 = 628/0-3-3 (min. 0-1-8) 14 = 96/0-2-12 (min. 0-1-8) 19 = 1392/0-3-8 (min. 0-1-8) Max Uplift 1 = -251(LC 12) 14 = -102(LC 8) 19 = -678(LC 8) Max Grav 1 = 628(LC 1) 14 = 96(LC 1) 19 = 1392(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TORCHORD 1-2=-805/498, 2-3=-1641/1026, 3-4=-164111026,4-5=-1887/1160, 5-6=-1254/720, 6-7=-1254f720, 7-8=-1254/720, 8-9=969/1387, 9-10=168/464, 10-11=168/464, 11-12=-28/305, 12-13=-43/253 BOT CHORD 24-25=-496/803,23-24=-115611887, 22-23=-1156/1887, 21-22=-1156/1887, 18-19=-1388/973, 17-18=305/33 WEBS 9-19=653/639, 4-24=-272/148, 2-24=578/921, 2-25=-545/364, 5-21=697/485, 8-21=-727/1173, 8-19=1732/1131, 9-18=-1141/1042, 11-18=-515/261, 12-16=-11 /275, 13-16=-320/54,1-25=-607/983 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=251, 14=102, 19=678. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard CONTRACT C �.P Julius Lee, P.E. #34S69 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F26 ROOF TRUSS 1 1 AO458786 Job Reference (optional) AI RVVI- IRV JJGJ, 1-VRI rICRV C, rL JYJYO 0-3-11 , , 1-6-12 „ 2-6-0 I�� I� 3x6 �� 3x6 = 1.5x4 11 1 � 3 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:51 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-yM3XOeGkOJf9YwAUOkLHf?M3i0dXfcrWK02O6ry8Mbw 2-0-0 I� 3x3 II 3x4 = 3x3 = 4x4 4 5 6 7 3x4 = 3x6 FP= 1.5x4 II o 1n 1-7-8 H14 Dead Load Defi. = 1/8 in 3x4 = 3x3 11 4x4 i •• 19 13 14 ICI 3x3 = 3x6 = 1.5x4 11 1.5x4 I I 3x6 FP- 3x4 = 3x6 = 3x6 = 3x8 = LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.31 16-17 >578 360 TCDL 20.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.29 22-23 >418 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(fL) -0.04 20 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) *Except* 132: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) 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, Except: 2-2-0 oc bracing: 16-17. REACTIONS. (lb/size) 1 = 429/0-3-3 (min. 0-1-8) 14 = 641/0-2-12 (min. 0-1-8) 20 = 108710-5-8 (min. 0-1-8) Max Uplift 1 = -172(LC 12) 14 = -414(LC 8) 20 = -709(LC 8) Max Grav 1 = 429(LC 1) 14 = 641(LC 1) 20 = 1087(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-532/240, 2-3=-989/409, 34=-989/409, 4-5=-629/231, 5-6=533/34, 6-7=532/33,7-8=-1181/1349, 8-9=-2010/2779, 9-10=-2010/2779, 10-11=-2010/2779, 11-12=-976/1226, 12-13=-973/1219 BOT CHORD 23-24=-238/531, 22-23=-228/628, 21-22=-228/628, 20-21=-228/628, 19-20=-1345/1181,18-19=-1345/1181, 17-18=-2224/1809,16-17=-2156/1704 WEBS 5-21=-255/322, 4-23=488/413, 3=23=-295/230, 2-23=-198/503, 2-24=362/190, 5-20=-9541783, 7-20=1335/2067, 7-18=-695/331, 8-18=694/972, 8-17=-609/222, 11-17=-684/338, 11-16=-805/1033, WEBS 5-21=255/322, 4-23=488/413, 3-23=-295/230, 2-23=-198/503, 2-24=-362/190, 5-20=-954/783, 7-20=-1335/2067, 7-18=-695/331, 8-18=694/972, 8-17=-609/222, 11-17=-684/338, 11-16=-805/1033, 12-16=-291/262, 13-16=-1478/1180, 1-24�291 /649 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf, h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plate(s) at joint(s) 19, 1, 2, 12, 22, 4, 21, 5, 20, 6, 3, 23, 24, 7, 18, 8, 10, 17, 11, 16 and 13 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=172, 14=414, 20=709. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 130 lb FT = 0%F, 0%E Julius Lee, P-E. ti34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 v Job Truss Truss Type Qty Ply A0458787 59405 F27 ROOF TRUSS 1 1 Job Reference (optional) Al KUUt- I KUbStti, t-UK I r'ItKC:t, r•L J4U4tf 0-3-11 iii 1-6-12i Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:51 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzl 1 ie-yM3XOeGkOJf9YwAUOkLHf?M250edfb3WK0206ry8Mbw 2-0-0 6- 1-5-0 �d14 Dead Load Dell. = 1/8 in 3x4 = 1.5x4 11 3x4 = 3x3 = 1.5x4 11 3x6 FP= 1.5x4 11 3x4 -_ 1.5x4 11 3x4 ,i 1 2 3 4 5 6 7 8 9 10 13 11 12 13 1415 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 1.5x4 11 1.5x4 11 3x6 FP- 3x8 = 4x4 = 1-11-15 25.8-2" 11 7-2-15 8-2-15 g 2-1510 3-3 23-11-4 25 4 4 1 1-84 5-3-0 1-0-0 1-0 0 1-0-0 13-8-1 iS-0 4 Plate Offsets (X,Y)- [1:Edge,0-3-0] [4:0-1-8,Edge1 [5:0-1-4,Edge], [14:Edge, 0-2-41, [17:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.26 19-20 >713 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.31 24-25 >388 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) -0.05 15 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 134 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) 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, Except: 6-0-0 oc bracing: 20-22 9-10-6 oc bracing: 19-20 9-10-1 oc bracing: 18-19.. REACTIONS. (lb/size) 1 = 416/0-3-3 (min. 0-1-8) 15 = 661/0-2-12 (min. 0-1-8)- 22 = 1120/0-5-8 (min. 0-1-8) Max Uplift 1 =-167(LC 12) 15 =-434(LC 8) 22 =-739(LC 8) Max Grav 1 = 416(LC 1) 15 = 661(LC 1) 22 = 1120(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-516/215, 2-3=-950/367, 34=-950/367, 4-5=-551/198, 5-6=635/83, 6-7=-1223/1399, 7-8=1223/1399, 8-9=-2137/2919, 9-10=-2137/2919, 10-11=-2137/2919, 11-12=-1171/1624, 12-13=-1176/1628,13-14=-952/1224 BOT CHORD 25-26=-213/514, 24-25=-195/550, 23-24=-195/550, 22-23=-187/528, 21-22=-52/590, 20-21=52/590, 19-20=-2320/1895, 18-1 9=-2439/1878, 17-18=-1163/912 WEBS 5-23=313/377, 6-22=-518/828, 4-25=551 /459, 3-25=-297/233, 2-25=-187/478, 2-26=-351/174, 5-22=-985/834, 6-20=-2177/1398, WEBS 5-23=313/377, 6-22=-518/828, 4-25=551/459, 3-25=-297/233, 2-25=-187/478, 2-26=-351/174, 5-22=985/834, 6-20=-2177/1398, 8-20=742/1023, 8-19=-657/268, 11-19=-526/286, 11-18=-782/906, 13-18=-847/481, 13-17=-729/1117, 14-17=-1548/1204, 1-26=-260/629 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Oosf; BCDL=3.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plate(s) at joint(s) 21, 1, 2, 13, 24, 4, 23, 5, 22, 3, 25, 26, 6, 7, 20, 8, 10, 19, 11, 18, 12,17 and 14 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 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 at joint(s) 15. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=167, 15=434, 22=739. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) CAUTION, Do not erect truss backwards. 1) T LOAD CASE(S) Standard Julius Lee, P.E. t#34369 - 1109 Coastal Bay -Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F28 ROOF TRUSS 1 1 A0458788 Job Reference (optional) Al KUUF I KUSStb, FUK I YItKUt:, r'L 3AkKb 0-3-11 , , 1-5-12 „ 2-6-0 , rr�r� Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 16:28:52 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-QYdvb_GM9cnOA4IgZSsWCCvCfQ_A02ggZgoyely8Mbv 2-0-0 Fj:Q-3{ j j�14 Dead Load Defl. = 1/8 in 4x8 = 3x4 = 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 11 3x4 = 1.5x4' 11 3x4 ,i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 232221 20 19 18 17 16 3x3 = 1.5x4 11 3x6 FP- 3x8 = 4x4 = 3x4 11 3x3 II 1-11-15 26-1-12 0$ 11 7-2-15 ,8-2-15,9-2-15,10 331 24.4-14 , 259 14 , , 1-8-4 53-0 1-0-0 1-0-0 1-04 14-1-11 1SOO�ir, 4 Plate Offsets (X,Y)- [1:Edge,0-3-0], [4:0-1-8,Edge] [6:0-2-4,Edge], [14:Edge, 0-2-4], [17:0-1-8,Edge] [23:0-1-8,Edge] LOADING (psf) SPACING- 14-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.27 18-19 >708 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.71 Vert(fL) -0.31 24-25 >386 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.05 15 n/a n/a BCDL 5.0 Code FBC2010/rP12007 (Matrix), Weight: 136 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1 = 411/0-3-3 (min. 0-1-8) 15 = 673/0-2-12 (min. 0-1-8) 21 = 1152/0-5-8 (min. 0-1-8) Max Uplift 1 = -165(LC 12) 15 = -444(LC 8) 21 = -761(LC 8) Max Grav 1 = 411(LC 1) 15 = 673(LC 1) 21 = 1152(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-510/205, 2-3=-936/360, 34=-936/360, 4-5=-523/185, 5-6=-497/174,6-7=-1181/1340, 7-8=-1181/1340, 8-9=-2214/3020, 9-10=2214/3020, 10-11=2214/3020, 11 -1 2=-1 364/1885, 12-13=-1368/1886, 13-14=-972/1248 BOT CHORD 25-26=-203/508, 24-25=-182/522, 23-24=-182/522, 22-23=-159f726, 21-22=-159f726,20-21=-1521718, 19-20=-2341/1912, 18-19=-2622/2015, 17-18=1192/931 WEBS 5-23=442/385, 6-21 =-1 358/1552, 4-25=576/476, 3-25=-302/239, 2-25=184/471,2-26=-347/167, 6-20=2253/1462, 8-20=-808/1112, 8-19=746/3341 11-19=-436/220, 11-18=-720/819, 13-18=-951/598, .13-17=-740/1036, 14-17=-1579/1229, WEBS 5-23=-442/385, 6-21 =-1 358/1552, 4-25=-575/476, 3-25=-302/239, 2-25=1.84/471, 2-26=-347/167, 6-20=2253/1462, 8-20=-808/1112, 8-19=746/334, 11-19=436/220, 11 -1 8=-720/819, 13-18=-951/598, 13-17=-740/1036,14-17=-1579/1229, 1-26=249/621, 6-23=-851 /997 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=3.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plate(s) at joint(s) 22, 1, 2, 13, 24, 4, 23, 5, 21, 6, 3, 25, 26, 20, 7, 8, 10, 19, 11, 18, 12, 17 and 14 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 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 at joint(s) 15. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=165, 15=444, 21=761. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard JUlius Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply { * A0458789 59405 F29 ROOF TRUSS 1 1 Job Reference (optional) Al KUUY I KU55tJ, I -UK I FItKUL, r•L ;54`J4b 0-3-11 , , 1-6-12 „ 2-6-0 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:53 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1ie•vkBHpJH wwvtnEKs79NIkQRN6gKF7UdpoKXVAkySMbu 2-0-0 P:94 1� 5 13 I 1 O P�14 Dead Load Dell. =118 in 4x8 = 3x4 = 3x6 ,� 3x6 = 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x8 MT20HS FP_- 1.5x4 [I 3x4 - 3x3 = 3x6 = 1.5x4 11 LOADING(psf) SPACING- 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 20.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2010frP12007 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 1 = 403/0-3-3 (min. 0-1-8) 15 = 689/0-2-12 (min. 0-1-8) 22 = 1186/0-5-8 (min. 0-1-8) Max Uplift 1 =-161(LC 12) 15 =-457(LC 8) 22 =-786(LC 8) Max Grav 1 = 403(LC 1) 15 = 689(LC 1) 22 = 1186(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-498/189, 2-3=-910/349, 34=-910/349, 4-5=-471/163, 5-6=444/152, 6-7=-1166/1314, 7-8=-1166/1314,8-9=-2306/3138, 9-1O=2306/3138, 10-11=2306/3138, 11 -1 2=-1 560/2150, 12-13=-1560/2150, 13-14=-938/1203 BOT CHORD 25-26=-187/497, 24-25=-160/470, 23-24=-160/470, 22-23=-231/821, 21-22=-224/812, 20-21=-224/812, 19-20=-2387/1950,18-19=-2814/2160, 17-18=-1208/941 WEBS 5-23=-453/398, 6-22=-1398/1602, 4-25=614/506, 3-25=-304/242, 2-25=176/454, 2-26=-339/156, 6-23=-885/1022, 6-20=-2328/1524, 8-20=-867/1191, 8-19=-825/393, 11-19=-353/161, 11 -1 8=-663f739, 13-18=-11721774, 13-17=-713/955, 1.5x4 11 3x6 = 3x4 ii 14 15 I?I 3x4 11 3x6 FP- 3x6 = 3x6 = 4x4 = V 3x3 II 3x8 = 26-7-6 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.68 Vert(LL) 0.2918-19 >670 360 MT20 244/190 BC 0.72 Vert(TL) -0.32 24-25 >377 240 MT20HS 187/143 WB 0.73 Horz(TL) -0.05 15 n/a 6/a (Matrix) Weight: 138 lb FT = 0%F, 0%E WEBS 5-23=-453/398, 6-22=-139811602, 4-25= 614/506, 3-25=-304/242, 2-25=-176/454, 2-26=-339/156, 6-23=885/1022, 6-20=2328/1524, 8-20= 867/1191, 8-19=-825/393, 11-19=-353/161, 11-18=-663f739, 13-18=-1172/774,13-17=713/955, 14-17=-1529/1191, 1-26=-229/608 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=S.Opsf; BCDL=3.Opsf, h=22ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=161, 15=457, 22=786. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) CAUTION, Do not erect truss backwards. LOADCASE(S) CONTRACTOR C/rr"yo Standard Julius Lee, P.E. #34869 - 1109 Coastal Bay - Boynton Beach, FL 33435 Job Truss Truss Typel Qty Ply 59405 F3O ROOF TRUSS 1 1 A0458790 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 1.4 2014 Print: 7.600 s Oct. 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:53 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1ie-vkBHpJH wwvtnEKs79NIkQRN6gK57UFpoKXVAky8Mbu 0-3-11 r1-6-12 i 2-6-0 2-0-0 I -I 1-11-6 1 O -h14 Dead Load Defl. = 1/8 in 4x8 = 3x4 = 1.5x4 11 34,Z�, 3x6 = 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x8 MT20HS FP-- 3x4 - 1.5x4 11 3x6 - 3x4,i 3x3 = 3x6 = 1.5x4 11 3x4 11 3x6 FP- 3x8 = 3x3 11 3x6 = 3x6 = 4x4 = 1-11-15 27-0-15 owl 7-2-15 8-2-159-2-151033 25-4-1 26 9 1 , , 0 $ 11 1-8-4 5-3-0 1-0-0 1-0 0' 1-04 15-0-14 0314 Plate Offsets (X,Y)- fl:Edge,0-3-01, j4:0-1-8,Edge], r6:0-2-0,Edgel, [14:Edge, 0-2-41 (17:0-1-8,Edgel, [20:0-3-8,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.32 18-19 >640 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.32 24-25 >372 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(rL) -0.05 15 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 140 lb FT = 0%F; 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1 = 390/0-3-3 (min. 0-1-8) 15 = 702/0-2-12 (min. 0-1-8) 22 = 1226/0-5-8 (min. 0-1-8) Max Uplift 1 = -156(LC 12) 15 = 468(LC 8) 22 = -814(LC 8) Max Grav 1 = 390(LC 1) 15 = 702(LC 1) 22 = 1226(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=482/181, 2-3=-869/332, 34=-869/332, 4-5=-397/132, 5-6=-397/132,6-7=-1122/1260, 7-8=-1122/1260, 8-9=-2377/3231, 9-10=2377/3231, 10-11=2377/3231, 11-12=-1747/2403, 12-13=-1747/2403, 13-14=-966/1236 BOT CHORD 25-26=-179/480, 24-25=-129/396, 23-24=-129/396, 22-23=-358/968, 21-22=-310/913, 20-21=310/913, 19-20=-2407/1964,18-19=-2987/2287, 17-18=-1242/970 WEBS 5-23=-450/400, 6-22=-1433/1651, 4-25=664/545, 3-25=-305/244, 2-25=-165/427, 2-26=-328/144, 6-23=942/1072, 6-20=-2384/1574, 8-20=931/1273, 8-19=-907/456, 11-19=-266/111, 11-18=-597/651, 13-18=-1339/899, 13-17=733/950, WEBS 5-23=-450/400, 6-22=-1433/1651, 4-25=-664/545, 3-25=-305/244, 2-25=165/427, 2-26=-328/144, 6-23=942/1072, 6-20=2384/1574, 8-20=-931/1273, 8-19=907/456, 11-19=-266/111, 11-18=-597/651, 13-18=-1339/899,13-17=-733/950, 14-17=-1571/1227, 1-26=219/588 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=3.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and ,forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=156. 15=468, 22=814. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E. #34869- 1109 Coastal Bay- Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply { A0458791 59405 F31 ROOF TRUSS 1 1 Job Reference' o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:54 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzl1ie-NxkgOflchE2jPOv3htu_Hd_TxEgXr dzO H2iAy8Mbt 0-3-11 1 1 1r —6-12 2-6-0� 2-0-0� I-1 1 7-4 1 1-�� F� Dead Load Defl. = 118 in 3x8 = 3x4 = 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 3x6 FP= 1.5x4 11 3x4 — 3x3 II 3x4 _ 3 d 5 R 7 e n 1n .4 12 �� 3x3 = 1.5x4 II 3x6 FP= 3x4 = 3x3 11 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. . in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.16 21-22 >758 360 TCDL 20.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.31 21-22 >389 240 ' BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) -0.04 13 n/a n/a BCDL 5.0 Code FBC20101TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) *Except* 132: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8-7-3 cc bracing: 16-17. REACTIONS. (lb/size) 1 = 449/0-3-3 (min. 0-1-8) 13 = 599/0-9-9 (min. 0-1-8) 18 = 986/0-5-8 (min. 0-1-8) Max Uplift 1 = -135(LC 12) 13 = -301(LC 8) 18 = -494(LC 8) Max Grav 1 = 449(LC 1) 13 = 599(LC 1) 18 = 986(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-543/210, 2-3=-1017/377, 34=-1017/377, 4-5=-721/212, 5-6=-700/205, 6-7=-1210/1099, 7-8=-1210/1099, 8-9=-1702/1853, 9-10=1702/1853, 10-11=1702/1853, 11-12=-669/676, 12-13=-671/675 BOT CHORD 22-23=-209/542, 21-22=-209/720, 20-21=-209/720, 19-20=-46/252, 18-19=-46/252, 16-17=1600/1667, 15-16=-1226/1225 WEBS 5-20=-370/235, 6-18=-1185/1038, 4-22=315/345, 3-22=281/171, 2-22=181/524, 2-23=-370/167, 6-20=548/889, 6-17=-1472/1153, 8-17=605/558, 8-16=-276/70, 11-16=-689/527, 11-15=-688/685, 13-15=-850/846, 1-23=-256/663 1) Wind: ASCE 7-10; Vult=160mph'(3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=135, 13=301, 18=494. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 127 lb FT = 0%F, 0%E Julius Lee, P.E_ 4134869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F32 ROOF TRUSS r 1 1 A0458792 Job Reference o tional Al ROOF TRUSSES,.FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:54 2014 Page 1 ID: iG2U75HHmhrkia3a2giPblz l lie-NxkgOflchE2jPOv3htu_Hd_X7EhUrl ez0_H2iAy8Mbt 0-3-11 i ii� 1�2-6-0 I 0-0 1.5x4 II 3x4 = 1.5x4 11 3x8 = 01L1�1-5i� __ t Dead Load Defl. = 118 in 3x4 = 1.5x4 11 3x6 FP= 1.5x4 11 3x4 3x3 = 3x6 FP— 1.5x4 11 3x3 = 3x3 11 3x3 1 1-11-15 , 7-2-15 8-2-15 , 9-2-15. 1 LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.15 15-16 >799 360 TCDL 20.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.27 19-21 >447 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 HOrz(TL) -0.03 17 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) *Except* 132: 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) 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. REACTIONS. (lb/size) 1 = 497/0-3-3 (min. 0-1-8) 12 = 489/0-9-9 (min. 0-1-8) 17 = 721/0-5-8 (min. 0-1-8) Max Uplift 1 = -149(LC 12) 12 = -228(LC 8) 17 = -348(LC 8) Max Grav 1 = 497(LC 1) 12 = 489(LC 1) 17 = 721(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-609/278, 2-3=-1174/538, 34=-1174/538, 4-5=1011/405, 5-6=-992/394, 6-7=-1118/1019, 7-8=-1118/1019,8-9=-686/764, 9-10=68W64, 10-11=-683/763, 11-12=-551 /530 BOT CHORD 21-22=-276/607, 20-21=401/1011, 19-20=-401/1011, 18-19=-401/1011, 17-18=-164/551, 16-17=-166/555, 15-16=-1019/1118, 14-15=-492/528 WEBS 5-18=-318/181,6-17=-884/737, 3-21=268/158, 2-21=-284/623, 2-22=413/212, 6-18=404/748, 6-16=-945/621, 8-15=478/285, 11-15=-663/390, 11-14=-424/697, 12-14=-670/6,97, 1-22=-338/743 NOTES- 1).Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=1b) 1=149, 12=228, 17=348. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 20-0-1 PLATES GRIP MT20 244/190 Weight: 110 Ib FT = 0%F, 0%E Julius Lee, P.E. 434869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458793 59405 F33 ROOF TRUSS 1 1 Job Reference o tional rn nuur i nuaarw, rum i rirmum, rc a-# vu 0-3-11 i, ii�� F 2-6-0 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:55 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-r712D?JESXAa1YTFFaPDprXjDel IaUa6FeOcFdy8Mbs 1-8-1 „ 1-5-0 0-10 1 Dead Load Defl. = 118 in 3x6 3x6 = 1.5x4 11 3x4 = 1.5x4 11 3x8 =. 3x6 FP= 1.5x4 11 3x6 = 3x4 1 2 3 4 5 6 7 8 9 10 18 17 16 15 13 12 3x4 = 3x6 = 1.5x4 II 3x3 = 14 3x6 = 3x3 = 3x3 11 013-j1 1-11-15 7-2-15 8-2-15 1 9-20.15 , 03 14-9-12 ,17-110.1_n_nS3_n 1_nA 4-RA -1 0 Plate Offsets (X Y)— [1:Edge 0-3-0] [4:0-1-8 Edge] [10: Edge, 0-2-41[15:0-14Edge], [18:0-1-8 Edge] LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.12 16-17 >974 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.24 16-17 >499 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) -0.03 14 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) Weight: 90 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) NOTES- BOT CHORD 2x4 SP M 30(flat) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) WEBS 2x4 SP No.3(flat) BRACING- Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; TOP CHORD Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) Structural wood sheathing directly applied or 6-0-0 oc and C-C Exterior(2) zone; cantilever left and right purlins. exposed ; porch right exposed;C-C for members and BOT CHORD forces & MWFRS for reactions shown; Lumber Rigid ceiling directly applied or 10-0-0 oc bracing. DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water REACTIONS. (lb/size) ponding. 3) Plates checked for a plus or minus 0 degree 1 = 52410-3-3 (min. 0-1-8) rotation about its center. 10 = 413/0-9-9 (min. 0-1-8) 14 = 443/0-5-8 (min. 0-1-8) 4) This truss has been designed for a 10.0 psf bottom Max Uplift chord live load nonconcurrent with any other live 1 =157(LC 12) 10 =-164(LC 2 loads. 5) `This truss has been designed for a live load of 14 =-205(LC 8) 20.Opsf on the bottom chord in all areas where a Max Grav rectangle 3-6-0 tall by 2-0-0 wide will fit between the 1 = 524(LC 1) bottom chord and any other members. 10 = 413(LC 1) 6) Provide mechanical connection (by others) of truss 14 = 443(LC 1) to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jtAb) 1=157, 10=164, 14=205. FORCES. (lb) 7) "Semi -rigid pitchbreaks with fixed heels" Member Max. Comp./Max. Ten. - All forces 250 (lb) or less except end fixity model was used in the analysis and design when shown. of this truss. 8) Gap between inside of top chord bearing and first TOP CHORD 1-2=-647/318, 2-3=1264/633, diagonal or vertical web shall not exceed 0.500in. 3-4=-1264/633, 4-5=-11841583, 9) CAUTION, Do not erect truss backwards. 5-6=-1167/574, 6-7=772/628, 7-8=-772/628, 8-9=-772/628, LOAD CASE(S) 9-10=-444/353 Standard BOT CHORD 17-18=-317/645, 16-17=-580/1184, 15-16=-580/1184, 14-15=398/772, 13-14=400/775, 12-13=-351/442 WEBS 5-15=286/156, 6-14=-580/374, 3-17=-260/152, 2-17=-345/681, 2-18=439/240, 6-15=-290/664, 9-13=-330/398, 9-12=-323/242, 10-12=444/559, 1-18=388/790 �� � ram, �:�, _ . ('-, V�f d- �•: �t Julius Lee, P.E. 934869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Job uss us Truss Typei Qty Ply FF34 ROOF TRUSS 1 1 A045 94 Job Reference (optional) 0-3-11 1-6-12 2-6- 3x6 3x6 = 1 Kun: t.osu s JUI 14 2U14 Print: /.6uu s oct 3 2n14 MiTek Industries, Inc. Tue Dec 16 15:28:55 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1ie-r712D?JESXAa1YTFFaPDprXiDey__a\ Z6FeOcFdy8Mbs 2-0-0 0-9-4 i 1i� i 1 Dead Load Deft. = 1/8 in 1.5x4 11 3x4 = 4x6 11 3x6 11 3x4 3x3 = d 3x8 = Or3-11 1-11-15 7-2-15 8-2-15 9-2-15 10-3-3 11-5-12 12-10-6 1'1 1 8 4 5-3-0 1-0-0 1-0-0 1-0 4 1-2-9 1-4-10 Plate Offsets (X,Y)— [1:Edge,0-3-01, [4:0-1-8,Edge], [5:0-3-0,Edge], [7:Edge,0-241 LOADING (psf) . SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.13 12-13 >945 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.25 12-13 >484 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(rL) -0.03 10 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 68 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* 3) Plates checked for a plus or minus 0 degree T2: 2x4 SP M 30(flat) rotation about its center. BOT CHORD 2x4 SP No.2(flat) 4) This truss has been designed for a 10.0 psf bottom WEBS 2x4 SP No.3(flat) BRACING- chord live load nonconcurrent with any other live TOP CHORD loads. Sttructural wood sheathing directly applied or 6-0-0 oc 5) This truss has been designed for a live load of pur 20.Opsf on the bottom chord in all areas where a BOT CHORD rectangle 3-6-0 tall by 2-0-0 wide will fit between the Rigid ceiling directly applied or 10-0-0 oc bracing, bottom chord and any other members. Except: 6) Provide mechanical connection (by others) of truss 2-2-0 oc bracing: 11-12. to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except at --lb) 1=134, 10=143. REACTIONS. (lb/size) 7) "Semi -rigid pitchbreaks with fixed heels" Member 1 = 447/0-3-3 (min. 0-1-8) end fixity model was used in the analysis and design 10 = 460/0-5-8 (min. 0-1-8) of this truss. 8 = 171 /1-4-2 (min. 0-1-8) 8) Gap between inside of top chord bearing and first Max Uplift diagonal or vertical web shall not exceed 0.500in. 1 =-134(LC 8) 9) CAUTION, Do not erect truss backwards. 10 =-143(LC 8) 8 = -55(LC 8) LOAD CASE(S) Max Grav Standard 1 = 447(LC 1) 10 = 460(LC 1) 8 = 171(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-539/311, 2-3=-1004/591, 3-4=-1004/591, 4-5=726/422 BOT CHORD 13-14=-309/538, 12-13=-417/719, 11-12=-417f719, 10-11=410/707 WEBS 4-13=188/313, 3-13=-284/188, 2-13=306/513, 2-14=-364/235, 1-14=378/658, 5-10=-876/525 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown;' Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Julius Lee, P-E. 934869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458795 59405 F35 Floor 1 1 Job Reference (optional) Hl KUUr imuoomo, rum rirm r-, r'L J4a90 0-3-11 3x4 3x3 11 1 2 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:56 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1le-JJsQRLKsDrlRei2RolwSM23x31VCJ tFUlm9n3y8Mbr , 1-4-10 3x3 11 3x4 3x3 = Dead Load Defl. = 1/8 in 3 4 5 3x3 = 9 8 7 6 3x3 = 0 3-11 3-5-11 4-10-11 6-3-4 0 3-11 3-2-0 1-5-0 1-4-10 Plate Offsets (X Y)— [1:Edge 0-2-4) [4:Edge 0-2-4) LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.09 6 >803 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.12 Vert(fL) -0.19 6 >378 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(rL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2010(rP12007 (Matrix) Weight: 31 lb FT = 0%F, 0%E LUMBER- . TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 257/0-3-3 (min.0-1-8) 5 = 250/14-2 (min. 0-1-8) Max Grav 1 = 257(LC 1) 5 = 250(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-302/0, 2-3=302/0, 34=-297/0 BOT CHORD 7-8=0/302 WEBS 4-7=0/381, 1-8=0/381 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard C ®11 � � TACTU"COPY' Julius Lee. P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 F36 Floor w A0458796 Job Reference (optional) /11 RVVr IRVJJGJ, rVRI rIGRV C, !'L JY�YO 0-3-11 2- 3x6 1 Run: 7.530 s Jul 142014 Print: 7.600 s Oct 32014 MiTek Industries, Inc. Tue Dec 16 l5:28:56 2014 Pagel ID:iG2U75HHmhrkla3a2giPblzl l ie-JJsQRLKsDrlRei2RolwSM23y51 OuJgyFUlm9n3y8Mbr , 2-1-4 3x6 11 3x6 11 2 9 3 I� 6x6 = Dead Load Deff. = 1/8 in 4 8 7 6 46 = 5 3x6 = 6-7-15 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.02 5 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.53 Vert(TL) -0.12 5 >653 360 BCLL 0.0 Rep Stress Incr. NO WB 0.82 Horz(TL) -0.01 4 n/a n/a BCDL 5.0 Code FBC2010lrP12007 (Matrix) Weight: 43 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 602/0-3-3 (min. 0-1-8) 4 = 1261/0-3-2 (min. 0-1-8) Max Grav 1 = 602(LC 1) 4 = 1261(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-974/0, 2-9=974/0, 3-9=974/0, 3-4=-1498/0 BOT CHORD 6-7=0/1498 WEBS 4-6=0/1714, 1-7=0/1114, 2-7=-250/0, 3-6=811/0, 3-7=589/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Standard Vert: 5-8=7, 1-9=-80, 4-9=-495(F=-415) Julius Lee, P.E. #34S69 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458797 59405 F37 Floor 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:28:56 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-JJsQRLKsDrl Rei2RolwSM23111 VZJrCFUIm9n3y8Mbr 0-3-11 1-5-0 , i 1-9-7 1-0-11 0-7-4 3x4 3x3 11 5-8-0 1 2 3 3x3 = 43x3 = 5 3x3 3x6 = 10 9 8 3x3 a�0-4 LOADING (psf) TCLL 40.0 TCDL 20.0 BCLL 0.0 BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.11 BC 0.10 WB 0.74 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(fiat) BOT CHORD 2x4 SP No.2(flat) WEBS - 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 227/0-9-0 (min. 0-1-8) 1 = 227/0-3-3 (min. 0-1-8) Max Grav 6 = 227(LC 1) 1 = 227(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 1-9=0/282, 4-6=-263/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard DEFL. in (loc) I/deft L/d Vert(LL) -0.01 8 >999 480 Vert(TL) -0.02 8-9 >999 360 Horz(TL) 0.01 6 n/a n/a N_ d PLATES GRIP MT20 244/190 Weight: 33 lb FT = 0%F, 0%E Julius Lee, P_E_ #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type City Ply 59405 F38 Floor 1 1 A0458798 Job Reference (optional) Al ROOF I XUSStS, FUR I PILRUE, FL 34946 Run: 7.530 s JUI 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:57 2014 Page 1 4x4 3x6 II ID:iG2U75HHmhrkla3a2giPblzllie-nWQoehKU_9QIGrdeM?ShvGcCfRsz2Q7PjxVjJVy8Mbq 0-3-11 1 , 0-9-14 2 , 0-6-143 5x6 - G-7-4 4 i 3x3 11 i� i 3x6 = I 1 Plate Offsets (X,Y)— [1:0-0-14,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.00 8 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.03 Vert(TL) -0.00 6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(rL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) Weight: 20 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) , BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 103/0-9-0 (min. 0-1-8) 1 = 103/0-3-3 (min. 0-1-8) Max Grav 5 = 103(LC 1) 1 = 103(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Julius Lee, P.E. t#34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 FG1 FLOOR 1 2 A0458799 Job Reference (optional, Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:57 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1 ie-nWQoehKU_9QIGrdeM?ShvGc2NRrg2SXPjxVJJVy8Mbq 2-0-14 2-0-14 3x4 = 2-0-14 2-0-14 Plate Offsets (X Y)— f2:Edoe 0-3-01 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.00 3 >999 480 MT20 244/190 TCDL 20.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 3 >999 360 - BCLL 0.0 Rep Stress Incr NO W I 0.09 Horz(rL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' W3: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 1158/0-10-5 (min. 0-1-8) 6 = 814/0-3-3 (min. 0-1-8) Max Grav 4 = 1158(LC 1) 6 = 814(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-745/0 BOT CHORD 3-4=0/686 WEBS 2-4=-799/0 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-2=60, 3-4=-5 Concentrated Loads (lb) Vert: 7=-625 8=-1261 0U . A � Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 HJA Diagonal Hip Girder 1 1 A0458800 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:57 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1 ie-nWQoehKU_9QIGrdeM?ShvGc4dRo72TxPjxVjJVy8Mbq 1-10-14 12 1 7-3-9, 1-10-14 0�-3 5-0-7 2.04 F12 c 10 Io 9 3x4 = T1 N 3 1 12 tv 11 B2 B Io 3x4 = 4 p 0. 0.79 12 4 3x4 = 1-3-0 2-3-1 7-3-9 1-3-0 1-0-1 5-0-7 Plate Offsets (X,Y)— [1:0-10-1,0-0-7], [1:0-3-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.05 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(Q 0.00 2 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 22 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-11-10 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 84(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 4 except 1=-215(LC 4), 2=-217(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4, 3 except 1=286(LC 1), 2=312(LC 1), 1=286(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=S.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 1=215, 2=217, 1=215. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 92 lb up at 3-6-2, and 95 lb down and 79 lb up at 5-1-13, and 133 lb down and 94 lb up at 7-2-13 on top chord, and 58 lb up at 3-6-2, and 4 lb down and 18 lb up at 5-1-13, and 62 lb down at 7-2-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=90, 4-5=-20, 3-4=-20 Concentrated Loads (lb) Vert: 2=133(F) 3=-31(F) 9=64(B) 10=34(F) 11=29(B) 12=9(F) JUIIUs Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458801 59405 HJB Diagonal Hip Girder 1 1 o tional Job Reference Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print f.suu s Uct 3 2014 mi I eK Industnes, Inc. I ue uec ib 1b:2ts:5t3 ZU14 Page 1 ID:iG2U75HHmhrkia3a2giPblzl l ie-Fi_Asl L71SY9u?CgwizwRT9DIt6SnwBYxbFGrxyBMbp 1-8-10 2-0 1Q 8-4-15 1-8-10 0-4-0 6-4-5 ` ead Load efl. = 1/8 in 2.30 12 10 0 9 T1 3x4 = 3 r� 12 1 11 B2 0 1 Ics 3x4 = 0.89 12 3x4 = 4 1-2-7 2-010 8-4-15 1-2-7 0-10-3 6-4-5 Plate Offsets (X,Y)— [1:0-9-9,0-0-71 rl:0-2-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.06 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.16 3-4 >472 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. All bearings 0-10-3 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 109(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-175(LC 19), 2=-152(LC 8), 4=-174(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1, 152 lb uplift at joint 2, 174 lb uplift at joint 4 and 175 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 114 lb up at 2-9-9, 84 lb down and 114 lb up at 2-9-9, and 108 lb down and 98 lb up at 5-7-8, and 108 lb down and 98 lb up at 5-7-8 on top chord, and 48 lb up at 2-9-9, 48 lb up at 2-9-9, and 10 lb down and 16 lb up at 5-7-8, and 10 lb down and 16 lb up at 5-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 4-5=-20, 34=-20 Concentrated Loads (lb) Vert: 9=228(F=114, B=114) 10=39(F=20, B=20) 11=48(F=24, B=24) 12=9(F=5, B=5) Julius Lee, P_E_ #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 HJC Diagonal Hip Girder k 1 1 A0458802 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:59 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl lie-juYZ3NMl WmgOV9n000U9_hhL2FOBWNRiAF_p00y8Mbo 4-9-5 1 8-5-6 2 rleAd Load Dell. = 1/8 in 2.29 12 9 Y T1 n 1 B1 3x4 3x8 11 10 3 A 1-2-8 1-8-3 8-5-6 1 1-2-8 0-5-11 6-9-3 Plate Offsets (X Y)— rl:0-6-6,0-0-11, rl:0-0-5,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.18 3-8 >554 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.33 3-8 >308 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 2 n/a n/a ' BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 28 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 214/Mechanical 3 = 101/Mechanical 1 = 331/0-11-6 (min. 0-1-8) Max Harz 1 = 109(LC 22) Max Uplift 2 = -146(LC 4) 3 = -28(LC 9) 1 = -163(LC 4) Max Grav 2 = 242(LC 19) 3 = 107(LC 3) 1 = 417(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 2, 28 lb uplift at joint 3 and 163 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 85 lb down and 105 lb up at 2-9-10, 85 lb down and 105 lb up at 2-9-10, and 112 lb down and 87 lb up at 5-7-10, and 112 lb down and 87 lb up at 5-7-10 on top chord, and 53 lb up at 2-9-10, 53 lb up at 2-9-10, and 24 lb down and 43 lb up at 5-7-10, and 24 lb down and 43 lb up at 5-7-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 7=210(F=105, B=105) 8=60(F=30, B=30) 9=54(F=27, B=27) 10=-48(F=-24, B=-24) Julius Lee, P.E. #34369 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply r A0458803 59405 HJD Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:59 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-juYZ3NMIWmgOV9nOUQU9_hhO2FQ4WNRiAF_pOOy8Mbo 4-1-4 7-3-9 Dead Load Defl. = 1/8 in v r 1-0-5 1-5-3 , 7-3-9 _ 1-0-5 0� 15 5-10-6 Plate Offsets (X,Y)— [1:0-1-0 Edge], (1:0-0-5,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.13 3-8 >656 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(Q -0.22 3-8 >390 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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 uide. REACTIONS. (lb/size) 2 = 218/Mechanical 3 = 105/Mechanical 1 = 414/0-9-13 (min.0-1-8) Max Horz 1 = 109(LC 4) Max Uplift 2 = -143(LC 4) 3 = -24(LC 4) 1 = -180(LC 4) Max Grav 2 = 218(LC 1) 3 = 111(LC 3) 1 = 414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.0psf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2, 24 lb uplift at joint 3 and 180 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 57 Ib up at 2-5-4, and 120 lb down and 94 lb up at 3-9-10, and 109 lb down and 108 lb up at 4-10-9 on top chord, and 16 lb down and 37 lb up at 2-5-4, and 3 lb down and 49 lb up at 3-9-10, and 32 lb down and 29 lb up at 4-10-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=90, 3-4=-20 Concentrated Loads (lb) Vert: 7=45(F) 8=-16(F) 9=94(B) 1O=29(F) 11=3(13) 12=32(F) Julius Lee, P-E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type, Qty Ply 59405 JA Jack -Open 4 1 A0458804 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:28:59 2014 Page 1 ID:iG2U75HHmhrkla3a2giPbizl 1 ie-juYZ3NMIWmgOV9n00OU9_hhREFQ8WJRiAF_p00y8Mbo Dead Load Deff. = I h 6 in m 2x4 11 0-10 9 6-0-0 0-10 8 5-1-8 Plate Offsets (X,Y)— [1:0-1-3,Edge], [1:0-1-4,1-7-2], [1:0-1-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 3-8 >782 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.11 3-8 >641 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 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) 2 = 186/Mechanical 3 = 84/Mechanical 1 = 383/0-8-0 (min. 0-1-8) Max Horz 1 = 110(LC 8) Max Uplift 2 = -122(LC 8) 3 = -14(LC 8) 1 = -150(LC 8) Max Grav 2 = 186(LC 1) 3 = 94(LC 3) 1 = 383(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 14=-252/193 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ili uplift at joint 2, 14 lb uplift at joint 3 and 150 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P-E. #34569 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply A0458805 59405 JB Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:00 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-B56xHjNNH4ot7JMC17?OWUEfnfsHFghrPvkNwgy8Mbn 1-6-5 4-8-9 1 6-8 3-2-1 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 30.0 Plate Grip DOL 1.25 TC 0.33 TCDL 15.0 Lumber DOL 1.25 BC 0.18 BCLL . 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-8-9 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. All bearings 0-8-0 except Qt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 84(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-140(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except (jt=lb) 1=140, 1=140. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 34 >999 360 MT20 244/190 Vert(TL) -0.01 34 >999 240 Horz(Q -0.00 2 n/a n/a Weight: 14 lb FT = 0% Julius Lee, P.E. €fi34869— 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 JC Jack -Open d 1 1 A0458806 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:00 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl 1 ie-B56xHjNNH4ot7JMC1770WuEeyfreFghrPvkNwgy8Mbn 1-6-8 4-11-15 1-6-8 3-5-7 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 3x4 = 4 CSI. DEFL. in (loc) I/deft L/d TC 0.39 Vert(LL) -0.01 3-4 >999 360 BC 0.22 Vert(TL) -0.02 3 4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 4-11-15 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 uide. REACTIONS. All bearings 0-8-0 except at --length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 89(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4 except 1=-133(LC 8), 2=101(LC 12) Max Gray All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 1=133, 2=101, 1=133. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. M c5 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% Julius Lee, P.E. i✓34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 JD Jack -Open y 1 1 A0458807 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:01 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1ie-gHgJU2N71NwkffxPbrWd36npg29D—Hx dZTwSGyBMbm 1-6-8 5-3-5 1-6-8 3-8-13 3x4 = 3x4 1.2311Z = 4 0-10-8 1-6-8 5-3-5 0-10-8 0-8-0 ' 3-8-13 Plate Offsets (X Y)— 11:0-5-10,0-0-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.01 34 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.03 34 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 16 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOA CHORD 2x4 SP No.2 7) "Semi -rigid pitchbreaks with fixed heels" Member BRACING - end fixity model was used in the analysis and design TOP CHORD of this truss. Structural wood sheathing directly applied or 5-3-5 oc p T BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Gt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 94(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-124(LC 8), 2=-108(LC 12), 4=-111(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at e joint 1, 108 lb uplift at joint 2, 111 lb uplift at joint 4 and �19Y C?� 124 lb uplift at joint 1. Julius Lee, P-E. #34869 — 1109 AAy — Boynton Beach, FL 33435 Job Truss Truss Type Qty Ply 59405 JE Jack -Open 0 ! 1 1 A0458808 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:01 2014 Page 1 ID:iG2U75HHmhrkla3a2giPblzl1ie-gHgJU2N?1NwkITxPbrWd36nov29W Hx dZTwSGy8Mbm 1-6-8 3.19 12 2 0 v T1 3 B2 o' 0 I� o. o. 3x4 = 3x4 1.23 12 = 4 0-10-8 , 0-10-8 1-6-8 0-S 0 4 0-3 Plate Offsets (X,Y)-- [1:0-5-10,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.01 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC201011-P12007 (Matrix-M) Weight: 17 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except at --length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 99(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-114(LC 8), 2=-114(LC 12), 4=129(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1,2,4,3,1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 1, 114 lb uplift at joint 2, 129 lb uplift at joint 4 and 114 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Julius Lee, P.E. #34869 — 1109 Coastal Bay — Boynton Beach, FL 33435 Job Truss Truss Type oty Ply � � A0458809 59405 JF Jack -Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:29:01 2014 Page 1 ID: iG2U75HHmhrkla3a2giPblz1lie-gHgJU2N?l NwklTXPbrWd36nnx28n_Hx_dzTwSGy8Mbm 1-6-8 5-10-1 3X4 = 1.23i 12 3x4 = 4 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code F BC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except at --length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 105(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 1=-103(LC 8), 2=-121(LC 12), 4=149(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 4, 3, 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 1, 121 lb uplift at joint 2, 149 lb uplift at joint 4 and 103 lb uplift at joint 1. CSI. DEFL. in (loc) I/deft Ud TC 0.56 Vert(LL) -0.02 3-4 >999 360 BC 0.35 Vert(fL) -0.05 3-4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% Julius Lee, P.E. #34869 — 1109 Coastal Bay —Boynton Beach, FL 3.8485 Job Truss Truss Type Qty Ply 59405 JI Jack -Open 1 1 A0458810 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Tue Dec 16 15:29:02 2014 Page 1 ID:iG2U75HHmhrkia3a2giPblzl 1 ie-8TDhhOOdah2bMdVVb9Y1 sbJJx?STV kB8sDDUJy8Mbl 1-6 8 6-0-5 1-6-8 4-5-13 4x4 = 1.23112 0-10-8 , 1-6-8 0-1� 0-8 0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 43x4 — CSI. DEFL. in (loc) I/deft L/d TC 0.61 Vert(LL) -0.02 3-4 >999 360 BC 0.39 Vert(TL) -0.06 3-4 >921 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Horz 1= 108(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=125(LC 12), 4=-162(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 3, 1 except4=269(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.Opsf, BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0A8; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 1 except (jt=lb) 2=125, 4=162. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP MT20 244/190 Weight: 18 lb FT = O% Julius Lee, P.E. t134369 — 1109 Coastal Bay — Boynton Beach, FL 33495 Job Truss Truss Type oty Ply A0458811 59405 JK Jack -Open 5 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.530 s Jul 14 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc. Tue Dec 16 15:29:02 2014 Page 1 ID: iG2U75HHmhrkla3a2giPblzl 1 ie-8TDhhOOdoh2bMdwo9Y1 sbJJx4STWjkB8sDDU, jy8Mbl 1 6 8 6-0-0 1-6-8 4-5-8 4x4 = 1.25112 43x4 = 0-10-a 1 s a 0-10-8 0-s o 6-0-0 4-5-8 Plate Offsets (X,Y)-- fl:0-5-8,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.06 3-4 >937 240 ' BCLL 0.0 ' Rep Stress Incr YES WB .0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code F BC201 01TP12007 (Matrix-M) Weight 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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. All bearings 0-8-0 except (jt=length) 2=Mechanical, 3=Mechanical. (lb) - Max Harz 1= 110(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-125(LC 12), 4=-162(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 3, 1 except4=266(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=5.opsf; BCDL=5.Opsf; h=22ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 1 except (jt=lb) 2=125, 4=162. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • •Al • ;r + i Julius Lee, P.E_ #34869— 1109 Coastal Bay —Boynton Beach, FL 33435 .W e A-1 ROOF AJ0 =TR.KJSSES A FLt; PWA CORPOi; AnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and -braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an -individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor') Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.AItruss.com CONTRACTOR COPY Namw. U Address: STRUCTURAL Customer. CONNECTORS' A Wek'Com�ary Contact: Number. Hangem fwA %I. ITO A.0... I bldiW T&wm V y. r 'N "I .40_N7. M go 11010 Pun. 1550 �1255G` 1501W luun :.UUM -0 T1 JUS24 188:4 655 750 820 510 4 - 10d (Header) FL82L39, 2 - lod (Joist) 11- 0510.01, RR 25779 LUS24 670 765 825 490 4 - 10d (Header) I 1 1 2 - lad (Joist) T2 JU526 1881, 850 975 1060 1115 4 - 10d (Header) FL821AZ 4 - 10d (Joist) 11- 0510.4 RR 25779 LUS26 865 990 1070 1165 4 - 10d (Header) I I 1 1 14 - 10d (Joist) T3 MSH422 183:4 - - - = - 10d (Face - Face Max Mailing) FL822.36, 6 - 10d (Face - Top Max Nailing) 08- 6 - lod (Joist - Face Max Nailing) 0303.061 6- lod (Joist -Top Max NallIng) RR 25836, 4- lod (Top -Top Max Nailing) 13116-R TM422 2245 2245 2245 6 - 16d (Carried Member - Face Mount) 6 - lod (Carried Member - Top Flange) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Flange) 4 - 16d (Top - rap Flange) -ITHA1422 1835 1835 1835. 2- 10dxl-112 or2 - l0dK 1-112 (Carried Member) 20 - lod or2 - lod (Face) 10d (Top) USP Structural Connectors T4 TH D26 1781, 2485 2855 3060 2170 - - 18 -16d (Face) FL13285.35 12 -10d x 1-1/2 (Joist) , 06- 092Lo5, RR 25843 HTU26 2940 3340 3600 1555 I1 - IOd x I-112 (Carried Member) 20 -10d x 1-112 (Carried Member - Max Nailing) 20 -16d (Carrying Member) 27 -16d (Carrying Member- Max Nailing) T5 THD26-2 178:4 2540 2920 3175 2285 18 - 16d (Face) FL13285.35 12 -10d (Joist) 06- 0921.05, RR 25843, 13116-R HHUS26 2 2785 3155 3405 1550 14 -16d (Face) 6-16d (Joist) WU26-2 2940 3340 3600 2175 - 20 -10d (Carried Member- Max Nailing) 20 -16d (Carrying Member- Max Nailing) T6 THD28 1781. $865 3965 3965 2330 - 28 -16d (Face) FL13zs5.35 16 - 2.od x 1-172 (Joist) 06- , 0921.05, RR 25843 HTU28 3820 4340 4680 2140 - 26 -10d x 1-112 (Carried Member . Max Nallir►g) 26 -.16d (Carrying Member- Max Nailing) T7 THD28-2 1781, 3950 4540 4935 2595 - - - 28-16d (Face) FL13285.35 16 -10d (Joist) , 06- 092L05, RR 25843, .13116-R HHUS29-2 4210 4770 5140 2000 22 -16d (Face) 8 -16d (Joist) HTU28-2 3820 4340 4680 3485 - - 26 - I0d (Carried Member - Max Nailing) 26 - I6d (Carrying Member- Max Nailing) T8 TH D46 1781. 2540 2920 3175 2285 T - - 18 - 16d (Face) FL13285.35 12 -10d (Joist) , 06- 0923-05, RR 25843, 13116-R LISP Structural Connectors f HHU546 2790 3I60 3410 14 -16d (Face) 11550 6 -16d (Joist) T9 THD48 1781. 3950 4540 4935 2595 28 -16d (Face) F1.19285.35 16 - 10d (Joist) r 06- 0921.05, RR 25843, - 13116-R. HHU548 4210 4770 5I40 2000 22 -16d (Face) 8-16d (Joist) T10 THDH26-2 1881, 3915 4505 4795 2235 - 20 -16d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2155 - - 20.16d (Face) 8 -16d (Joist) T11 TH131,126-3 1881, 3915 4505 4795 2235 20 -16d (Face) FL821.75, 8 -16d (Joist) 06- 0921.05, RR 25779 HGUS26-3 4355 4875 5230 2155 - 20 -16d (Face) 8 -16d (Joist) T12 THDH28-2 1881, 6535 7515 8025 2665 - 36 - 16d (Face) - - FL821.77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 - - - 36- 16d (Face) FL821.77, 12 - 16d (Joist) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) USP Structural Connectors Im Name: - k k � Address: STRUCTURAL CONNECTORS' Customer. A MiTeWCompaFW Contact Number. Fastener Comparison Table ,_r5'�s.S�_y—•cam ,"r,•�.":�c^i:�'"_ jT�4�'y1:=r'e���•�:-?iT _ —_... :r_ ax:__...t=`._:«r'=`S•�t= Lr _:e-,•r-,siy�^v' y+PC':c':xi3_ f'-y-c,M.�':x _.�r,:.7 �-.. _ .,. ar�Cly.,_Y-S -� Connector--ScheduFe� •a:a:`x::c.�..'cif•T..,.r:..T•-..c"-y=.--r,•ti,�cr.'au"1^_Si�fC,"z`-`-rs4';:"ti-'..m y� -.�__ r:T..t�'_"c-•.'.��•:�r�� x-.."-ce-a ^�- __��•-w _ �•-�'rlFr�.+.._...3_`z`:•u r^:"Zi°'-.••_�.. __--..�F✓ �- �-� hi.�-�.�'_-;.:<r� �.G•..._ '�.--..>yr`�: - :•r=`: �%'• _ ..:: .-. :: �s_ 6� _ _Y�._.ta, s Ca5"e1:' ,-.:•r:._-• - orT? RISP•'.Stock Floc _"i?^ �""LwD.: "e-= •ay��'4. ti: ��.�-.�+,-•-r�`x.,.^'�'�S.>'-"....a..."��-='c'�:y '*3�', ti Regwred Fastene - •^-S'"'�' --�'`�-c`a�t=�'= 'rt _ " t'-•'-:-=6 '-l-ae.",•';�' r•.c . r . 4�-;-r=�-'_ a::rr siaL-=,��-N,v-Y-�,^"•-v.-: Re Fasten ;n- . _ _ rnred - TI JUS24 4 -10d (Header) LUS24 4-10d (Header) 2 -10d (Joist) 2- I0d (Joist) - TIO THDH26-2 20 -16d (Face) HGUS26-2 20 -16d (Face) 8 -16d (Joist) 8-16d (Joist) - T11 THDH26-3 20 -16d (Face) NGUS26-3 20-16d (Face) 8 -16d (Joist) 8 -16d (Jois) - T12 THDH28-2 36 -16d (Face) HGUS28 2 36-16d (Face) 10 -16d (Joist) 12-16d (Joist) - T13 THDH28-3 36-16d (Face) UGUS28--3 36-16d(Face) 12 -16d (Joist) 12 -16d (Joist) - T2 JUS26 4 -10d (Header) LUS26 4- I0d (Header) 4 -10d (Joist) 4- IOd (Joist) - T3 MSH422 22 -10d (Face- Face Max Nailing) THA422 6-16d (Carried Member- Face Mouno 6 -10d (Face - Top Max Nailing) 6-10d (Carried Member - Top Flange) 6 -1od (Joist - Face Max Nailing) 22-16d (Face - Face Mount) 6 -10d (Joist -Top Max Nailing) 2 -16d (Face - Top Flange) 4 -10d Crop -Top Max Nailing) 4-16d (rop - Top Flange) - T4 THD26 18 -16d (Face) HTU26 11-10d x I-12 (Carried Member) 12 -10d x 1-1/2 (Joist) 20 - IOd x 1-12 (Carried Member - Max Nailing) 2D -16d (Carrying Member) 20 -16d (Carrying Member - Max Nailing) - TS THD26-2 18 -16d (Face) HHUS26--2 14 -16d (Face) 12-10d (Joist) 6-16d (Joist) - T6 THD28 28 -16d (Face) HTU28 26- IOd x 1-12 (Carried Member- 16 -10d x 1-1/2 (Joist) M,ax Nailing) 26 -16d (Carrying Member - Max Nailing) 77 THD28-2 28 -16d (Face) HHUS28-2 22-16d (Face) 16 -lad (Joist) 8 -.16d (Jokt) - T8 THD46 18 -16d (Face) FH-1US46 14- I6d (Face) 12 -10d (Joist) 6 -16d (Joist) - T9 I THD48 128 - I6d (Face) HHUS48 22 -16d (Face) 16 -10d (Joist) 8-16d pai'st) USP Structural Connectors Address: 1114 STRUCTURAL CONNECTORSNO ' Customer. A Wak'Company Contact Number. -Ma I - .. " •yam .. JUS24 (Qty.1) THDH26-2- (Qty. 1) THDH26-3 (Qty.-1) - yam. • _� _ � _ - � -"� THDH28-2 (Qtjr.1) THDH28-3 (Qty.-1) JUS26 MY 1) `y - �`.: flange o^- + i C Ytq.Y °e- Atc. 0 Right flange MSH422 (Qty. 1) THD26 (Qty.- 1) THD26-2 (QtY.-1) -'`;: 3 � �-- a- ��g3 W flange r� F�� Lam" flange 4fi` -� •. -. ,� + GIs jaII t'tA� _ � '• z4� .0 srl•:_ �` ,._.>• -ice _ r t2ight � -'71 D flight flange flange THD28 (Qty.1) THD28-2 (Qty.-1)THD46 (Qty-1) USP Structural Connectors j � 9SR (dame: _ Address: s STRUCTURAL 4, 1. ACONNECTORS' Customer: AMTetc'Company Contact: Number: 1 ti 4 3' flange `sue o:: s4 'w2' r.F•. flange THD48 (QtY.• 1) CONTRACTOR COPY USP Structural Connectors I 3 1 TYPICAL HIPJACK CONNECTION 7'STBK MAX 55, PSF MAX ROOF LOAD 170 MPH EX C H=25' MAX 4 24 t C- 2, 72 a41tw 3f4 2 At4EE0 Tl PWLl� tt �a an cam R t+idtt2-t6dtoe e 1a tr t t14tiID 3 tiAll�� 11,11 Bi" 1s Y t' LED t5 It NNLM I 2-i Ed toe naL a .ti NAILM NAIL t 13_ is a MAtLID 3� _ NAILtJ 24- strap 64 Odr 15' e?-dtend 9.9-11 4 1 4-134 IL e, OADING(p-.0 SPACING 2 1-0 CS1 DEFT.in (roc) Well Ud PLATES GRIPCLL 30.0 Plates Increase 125 TC 0.71 Vert(I.i.) -OM6-7 >999 350 MT20 244i19D CDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TQ -0.09 6=r >999 240 CLL 0.0• Rep Stress Inc NO WB 0.50 Hor=(fi) 0.01 6 rtia niaWei3ht 10A rte CoFRC2010rTP12007 (A+latrix-M) :` Ih Fi - DotCDE '9WtdBER iB BRACING OP CHORD 2x44SYP M 39 TOP CHORD Structural mood sheathing directly applied or 6.0.0 oo pudins. OT CHORD Z SPNo.2 SOT CHORD Structural wood sheathing dkedyappiled or e-9-4 oc bradna.EBS 2x4 SP No.3 MTek recommends that Stablizers and recgiiredcross bracing be installed during truss erection, in accordance frith Stabilizer :TION5 QbFsize) 4-18MV echanIcal, 2-6OaM-10-15 (min. 0.1-8).6-362iMedranlcal Max Horz2-308(LC 4) Max UpnH4--156(LC 4), 2--382(LC 4), 6=-159(LC 8) Max Grav4.219(LC 2k 2434(LC 2). 5-412(LC 2) MS (lb) - Max. Compr'May. Ten. -All forces 250 (ib) orles-s exceptwhen shown. CHORD 211.-933i545,11-12--B561307. 3•12--UW303 CHORD 214--5E 11848, 14-15--i39", 7.15.-,39tB48. 7-16-439184% 6.16--439/M IS 3-6--916i.75 1) Wind:ASCE 7-10;170no (3-second gust) Vas&132mph; TCDL-5.0psh BCOL-5.0psl; h-29fl; Col. tt; Exp C; End., GCpt-0.1B; MWFP.S (envelope); cantilever left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33 2) This trims is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 3) Plates checked for a plus or Nmis D degree miadon about its center- ') This truss has been designed fora 10.0 psf bottom chord five load nonconcurrent with any other live leads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a reetangl a 3-6-0 tan by 2-0-0 wide will fit behreen the bottom chord and any other members. �uS S'.k. '�• _= 7j . N 84869 ' = "f] Luz �� STATE OF : �•$�� �s;aniAi�0r: 1109 COASTAL BAY BOYNTON BC,FL 33435 10/20/12 TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS iz a czar, PrrcHp/ TRUSS -24" Q. c, UPLIFT CONNECTION HE ROOF TRUSS EXTERIOR FLAT GIRDER 4 12d MAX 30" (21 -5") 2X #2 Sp BOTH FACES bNN3,1141181161lg SIMPN H5 '+•�• STATE OF i ••••.�OR4OP.•''•� ON'AL,� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/22 FEBRUARY 14, 2D12 I CONNECTIION DETAIL (PERPENDICULAR) ISTPIGGY-PERP.II � ors 0 oc� LUDD a Mt'Tek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BRCKTRUSS (CROSS-SECTION VIEVtQ Refer to actual truss design drawing for .additional piggyback truss information. NEARSIDE IVr1ek IndUstr M chesterfield, MO Page 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY 11 WIND EXPOSURE Bor0 WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05100 MPH (MWFRS) WIND DESIGN PERASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPL1Fr UPTO 140 LBS 1JfA30MUMAT EACH CONNEC710N POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) -16d (0.131" X3-5'7 NAILS TOENAILED. /FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing for additional base truss information. NOTES FORTOE-NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2- THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4, THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. N 34869 ' O . STATE OF s.FCOR.DP_-``���� 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FEBRUARY 14.2012 1 Standard Gable End Detail SHEET 2 ' ©ice ® M,7ek industries, ChesterfeK MO Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses Ca 24" o.c. HOP.IZONTAL BRACE 2r5 DIAGONAL BRACE SPACED e8.O.C. (SEE SECTION A A) ATTACHED TO VERTICALU I i ejM4 (.} -16d Mk Industries, Inc. Roof Sheathing- COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) -10d COMMONS. V-3" IT IS THE RESPO,YSTBIInY OFTHE BLDG DESIGNER OR NAIL DIAGONAL BRACETO EPROJECTENGINEERIARCHTECTTODESIGNTHE URLINWRF{ fNO16dNAILS CEILING DIAPHRAGM AND ITS ATTACHMENTTOTHE USSESTO RESISTALL OUT OF PLANE LOADS THAT MAYRESULTFROM THE BRACING OFTHE GABLE ENDS 2X 4 PURL04 FASTENED TO FOUR TRUSSES WITH TWO ISJ NAILS EACH. FASTEN PURLIN \ TO BLOCKING WMAJO 1 Ed NAILS (MIN) Diag. Brace N�w PROVIDEU4BLOCKINGBETWEENTHETRUSSES at113poinis SUPPORTINGTHE BRACEAND THETWOTRUSSES if needed ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WTi H (2) -1 Dd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH End Wall} 1 Od COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTIJRALGABLE TRUSSES MAYBE BRACED AS NOTED: STRUCTURAL METHOD I: A�BL ACH A MATCHING GAME TRUSS TOTHE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD2:ATTACH2X SCABS TOT HE FACE OF EACH VERTICAL LESCAB NG ALO MEMBER WTHESTRUCTURAL GABLE PER THE FOLLOWING SCABVEFRALO NAILING SCHEDULE. SCABS ARETO BE OF THE SAME SIM GRADE AND SPECIES AS -I HE TRUSS VER L7CALS NAILING SCHEDULE: FORWIND SPEEDS 120 MPH (ASCE7-96, 02, 05),150 MPH (ASCE7-10) OR LESS, NAILALL FnEiY$ERS WITH ONE ROW OF iDd (131' X 3') NAILS SPACED 6' O.C. FOR W IND SPEEDS GREATER 12D MPH (ASCE 7.98, 02, 0ML 150 MPH (ASCE 7-1 0) NAIL ALL MEMBERS WITH TWO ROWS OF10d 031- X3T NAILS SPACED 6-O.C. (2X 4STUDS MINIMUM) 0.4430MUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE / VAUDAND ARETO BE FASTENED TOTHE SCABS OR NLAYEDSTUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE WTERIOR SIDE OFTHE STRUCTURE fSTRUCTURALAN ADEOUATE DIAPHRAGM OR OTHER METHOCING MUST BE PRESENTTOPROVIOEFULLLATERAL EjRI'bIiTOF GABLE T RUSS OTTOM I CHORD TO RESIST ALL OUT CF PLANE 'dA S�EIN�OWN IN THIS DETAIL IS FOR -THE VERTCCA1 S x•. Y: - �i NOTE: THIS DETAIL IS TOBEUSEDONLYFOR _ N 34865 •• *� STRUCTURAL GABLES WITH INLAYED STUDS.TRUSSESWRilOUTWLAYTD / — STUDSAREhJOTADDRESSEDHERE Q _9 STATE OF ; STANDARD GABLE 2SS �'l� 1109 COASTAL BAY BOYNTON BC,FL 33435 I FEBRUARY 14, 2012 I TSTDARD PIGGYBACK RUSS CONNECTION DETAIL I ST: P1GGY PLATE I 1�� O �aa O DO a MiTek Industries, Inc. This detatl is applicable for the fallowing wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 bind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplift. !VOTE: This Detail is valid for one ply trusses spaced 24" o c. or less. PIGGYRACKTRUSS flefer to actual truss design drawing for additional piggyback truss information. SPACE PUn1JNS ACCORDING TO THE fW/JMUM SPACING ONTHE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C.j A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOIWK MTek tn&swes, Chaaerretd, Mo Page 1 of 1 Attach piggyback truss to the base truss with 3"xe" TEE -LOCK Mul i-Use connection plates spaced 48' o.c. Plates shall be pressed into the piggyback truss at 48' o.c. staggered from each face and nailed to the base truss with four (4)- 6d (1.S"x0.099-) riails in each plate to achieve a maximum uplift Capacity of 377 lbs. at each 3"x8' 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 addrtional base truss information. ``��t�ttttlrfr��� ' N 34869 ' • STATE OF �i� ��'- 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14, 2012 1 TRUSSED VALLEW15T DETAIL ( ST VALLEY SYP a/�aa no a MA industries, Inc. SECURE VALLEY TRUSS W/ONE ROW OF1Bd NAILS S" Q.C. _ MiTek lndas ries, Chesler5eld, MO Page 1 0i 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3.5' X 0.131" =16d 2. INSTALL VALLEYTRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. ... _ _ . ....... __ _� ._.._ .... _.. _.._..A SPACING 91-EYTRUSS SPACING. ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF W/TWO l Bd t0.131- X IS-) NAILS INTO EACH BASE TRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N_T.S. NON TRUSS S WIND DESIGN PER ASCE 7•95. ASCE 7-02. ASCE 7.05 12G MPH WIND DESIGN PER ASCE7-1G 15G MPH MAX MEAN ROOF HEIGHT- 30 FEET ROOF PITCH - MINIMUM 342 MAXIMUM laft2 CATEGORY It BUILDING EXPOSURE C OR B WIND DURATION OF LOAD INCREASE : 11FG1 I 1 / MAX TOP CHORD TOTAL LOAD-gAPNF f/7 MAX SPACING - 24. O.C. (BASltXN[�,li�FS.K MINIMUM REDUCED DEAD t 4,V F�''�1�9F- - /r . ONTI4E TRUSSES �� �' ��OENS�r'•.�� i # N 34869 ' C) •10 19/12 :• LU Z. STATE OF /'.,/ONAl- 1109 COASTAL BAY BOYNTON BC,FL 33435 k OCTOBER 1, 2006 f LATERAL TOE -NAIL DETAIL I ST TOENAIL SP »o 0 �laa a MTek Industries, Inc. MTekiriM shies• Chesterfield•MO Page i OF1 NOTES 1. TOE: NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEIvISER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EWf AT THE BACK CORNER OFTHE MEMBER END AS SHOWN. ? THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH . AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 t1hinail) DIAM. SYP DF HF SPF SPF-S .131 BBA B0.6 899 Ma 597 J .135 93.5 856 74.2 1 715 63.4 in lw 10as 99.6 BSA 84.5 73.8 ai 128 74.2 ,7.9 58.9 57 fi 503 .131 75.9 69.5 603 MD 51.1 .148 Al a 745 64.11 M.2 525 Cd VALUES SHOWN Af--- CAPACITY PER TOE -NAIL APPUCABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EYJVviPLE (3) -16d NAILS (.162" ckam.x 3.SI WITH SPF SPECIES BOTTOM CHORD Forload duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROA'1 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO WO THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW AE A6 SHOWWN ARE FOR ILLUSMAiION PURPOSES ONLY SIDE VIEW (2aI "-I) 2 NAILS NEAR SIDE NEAR SIDE 45.00° SIDE VIEW 3M L4 • . NEARSIDE NEAR SIDE NEAR SICK ANGLE MAY VARY FRONT 30° TO Go' 45.000 ,`%vl I I I I I/ f77' ` 4�CEI4SF ••�� ' N 34869 ' �QJ Ir pa.o/i9/i2 [v— STATE OF 1109 COASTAL BAY. BOYNTON BC.FL 33435 OCTOBER 1. 2006 f UPLIFT TOE -('MAIL DETAIL I ST-TOENAIL UPLIFT �aa �� o0 � oc a Miielt Industries, Inc. SIDE VIEW NEAR z O Lo 00 U' z 0 ..J ra N to 0 O ai FAR. SIDE MlTek IpdusWes, CheaerfiEld, MO - Page 1 of 1 NOTES 1. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSEl, VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FI P. MEMBERS OF DIFFERENT SPECIES. TOE OF VO&S SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY WITHDRAWAL VALUES PER NDS 2001 (lb/nail) w SYP DF HF SPF SPF S .131 5g,5 1 45.1 37.5 29.8 20.3 .135 I 60.3 1 47.5 I 323 30.7 20.9 162 I 72.3 1 57.0 39.1 36.8 25.1 128 53.1 419 -9.7 27.0 184 _131 543 429 293 27.7 18.8 .148 61 S 48.3 33.2 31.3 213 .120 45.9 3 748 23.4 15.8 •128 49.0 38.6 25.5 25.0 17.0 .131 50.1 39.5 27.1 25.5 174 .148 55.6 443 30.5 28.9 1g,6 VALUES SHOVY N ARE CAPACI Y PERTO! NAIL. APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For%ind DOL of 1.33: 3 (nails)X36.8 (lb/nail)X 1.33IDOL forwind)='146.81b Maximum Allowable Uplift Reaction Due To Wnd For Wrid DOL of 1.60: 3 (nails) X 36.8 (Ib1ha0)X 1.60 (DOL forwind)=176.61b Maximum Allowable UpfiftReaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 145.8 lbs (176.6lbs) another mechanical uplift connection must be us9d. USE (3) TOENAILS ON 2x4 BEARING WALL USE (4) TOE NAILS ON 24 BEARING WALL END VIEW 10/19/12 `%.��S t sJf A � ,J� � �\CENSF • ���f��, _ N 34869 ' STATE OF 1105 COASTAL BAY BOYNTQN BC,FL 33435