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RC-15-541 (2)4 • soap 000�� FORT DALLAS app IRUSS COMPANY. LLC. Re : 15J16: JAVIER PEREZ COMBINED ENGINEER I 1- rtp Site Infor ioonn: P;rojjEecctt Customer. J� Lot/BI NO EXCEPTION T 5eNa1n AR R PEREZ I NOTEMMIE" Site AddreRESUMMIff 105 ST REVIEW IS FOR GENERAL CONFOIVANCE Mike& CONTRACTOR FROBI �DOCUMENTS. OR COMMENTS OE co a CUANTTIETHE CONTRACTOR SHALL E � FOR DETAILS . ma PLANS G MMENM�TfONi, BY DATE /2 -, General Truss Engineering Criteria & Design Loads (lndifii Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.60 Oct 3 2014 1C Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name : JAVIER PEREZ I If C�P? Subdivision : 2015 04, • aI Truss Design Drawings Show Wind Code:ASCE7-10 C -C for members and forces & MWFRS for reactions Roof Load: 55.0 psf Floor Load: N/A Wind Speed: 175 mph This package includes 49 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 10/19/15 CJ2 0001 2 10/19/15 CJ4 0002 3 10/19/15 CJ7 0003 4 10/19/15 CJ9 0004 5 10/19/15 GR1 0005 6 10/19/15 GR2 0006 7 10/19/15 H1 0007 8 10/19/15 H2 0008 9 10/19/15 H3 0009 10 10/19/15 H4 0010 11 10/19/15 HG1 0011 12 10/19/15 HG2 0012 13 10/19/15 1-1G3 0013 14 10/19/15 HG4 0014 15 10/19/15 HGE1 0015 16 10/19/15 HHO 0016 17 10/19/15 HH1 0017 18 10/19/15 HH2 0018 19 10/19/15 HH3 0019 20 10/19/15 HH4 0020 No. Date Truss ID# Seal# 21 10/19/15 HHGO 0021 22 10/19/15 HHG1 0022 23 10/19/15 HHG2 0023 24 10/19/15 J1 0024 25 10/19/15 JIB 0025 26 10/19/15 J2 0026 27 10/19/15 J3 0027 28 10/19/15 J3A 0028 29 10/19/15 J5 0029 30 10/19/15 J5A 0030 31 10/19/15 J5B 0031 32 10/19/15 J7 0032 33 10/19/15 T10 0033 34 10/19/15 T11 0034 35 10/19/15 T12 0035 36 10/19/15 T3 0036 37 10/19/15 T4 0037 38 10/19/15 T5 0038 39 10/19/15 T6 0039 40 10/19/15 T7 0040 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. No. Date TrLSs•ID4• Sl•a.# 41 41 1C/19,(1.5 : Tti••• 0-- 0041 •• .- 42 1Gi901460• • • Tg••• 004L•••• 43 1 O/?9?15• • TG2 • 0 44 1t(1'91%. \12 • • • 0044 e 45 10/19/15 V16 • 0045' • 46 10.4t1.5•• 12 •••• O4V•••• 47 14(164115 • • V4 • 0047 • 48 -4 10;19/15 • VIM • • 01418••••8 49 119/1.5', 18 041.0•••• JOS OCT 1 9 2O1b Consult •• • • • •• • P.E. Engineer Civi ucura 24 E. 5th Street Hialeah, FL 33010 Phone (305) 667-6797 (Florida P.E. 031509) Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 To: JAVIER PEREZ 5 N E 105 ST MIAMI, FL Delivery Job Number: 15J16 Page: 1 Date: 10/19/15 13:53:14 Project: JAVIER PEREZ Block No: Model: Lot No: Contact: Site: Office: Deliver To: JAVIER PEREZ 5 N E 105 ST MIAMI, FL Account No: 000000339 Designer: / Salesperson: PAUL ABRAMOBICH Quote Number: P.O. Number: Name: Phone: Fax: (786) 247-4480 Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 1 CJ2 02-09-03 2X4/2X6 DIAGONAL HIP 2.83 02-07-02 OA Hght: 01-04-07 1 ..._ ...- CJ4 04-02-03 2X4/2X6 DIAGONAL HIP 2.83 02-07-02 OA Hght: 01-08-07 2 Ci' --4111. M 4 CJ7 07-00-02 2X4/2X6 DIAGONAL HIP 2.83 02-07-02 OA Hght: 02-04-07 3 _�� 2 CJ9 09-10-01 2X4/2X6 DIAGONAL HIP 2.83 02-07-02 OA Hght: 03-00-07 4 __---- f-�, �` 2 (1) 2 -Ply GRI 08-06-00 2X4/2X6 COMMON 4.00 01-10-00 OA Hght: 02-03-10 5 .�,•`" k�. ' 2 (1) 2 -Ply GR2 06-09-00 2X4/2 X6 COMMON 4.00 OA Hght: 04-01-05 6 1 111 25-05-00 2X4/2 X4 HIP 4.00 01-10-00 01-10-00 OA Hght: 03-10-10 . . •• • • • •• • •••• • ••••,W•• • • • 1 H2 15-01-00 2X4/2 X4 HIP 4.00 01-10-00 01-10-00 OA H61hf.1l-2!10 • • • • • •••• •• • 8. • • 1 H3 17-04-00 zxa/zxa HIP a.00 01-10-00 • . • ()A I Ighe 0:0002- i • • •• • •• ' ' ' ' ..• •• . .. • •••• ISI 1 114 25-05-00 2X4/2 X4 HIP coo 01-10-00 OA I Iti,t• Qa• to.1 0•; • • 9 • • . 1 HG1 25-05-00 2X4/2 X6 HIP GIRDER 4.00 01-10-00 01-10-00 OA Hg!it. V02' 0 • • • • • • •• • • • . 1 i . HG2 15-01-00 2X4/2X6 HIP GIRDER 4.00 01-10-00 01-10-00 OA Hght: 02-06-10 12 1 HG3 17-04-00 2X4/2X6 HIP GIRDER 4.00 01-10-00 OAHght:02-06-10 13 1 HG4 08-06-00 2X4/2X6 HIP GIRDER 4.00 01-10-00 01-10-00 OAHght:01-l0-10 14 1 HGE1 25-05-00 2X4/2X4 HIP 4.00 01-10-00 01-10-00 OA Hght: 04-06-10 15 1 HHO 12-07-00 2X4/2 X4 ROOF SPECIAL 4.00 01-10-00 OA Hght: 03-04-13 16 4111 1 HH1 12-07-00 2X4/2X4 HALF HIP 4.00 01-10-00 OA Hght: 03-08-05 17 �i�/ •161<[ F 1 HH2 12-07-00 2X4/2 X4 HALF HIP 4.00 01-10-00 OA Hght: 04-04-05 18 G 1 1111314-08-00 2X4/2X4 HALF HIP 4.00 01-10-00 OA Hght: 03-02-10 ��' /m ' // j19 yi, Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (`305) 667-6797 Fax: (305) 667-0592 To: JAVIER PEREZ 5 N E 105 ST MIAMI, FL Delivery Job Number: 15J16 Page: 2 Date: 10/19/15 13:53:15 Project: JAVIER PEREZ Block No: Model: Lot No: Contact: Site: Office: Deliver To: JAVIER PEREZ 5 N E 105 ST MIAMI, FL Account No: 000000339Designer: / Salesperson: PAUL ABRAMOBICH Quote Number: P.O. Number: Name: Phone: Fax: (786) 247-4480 Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 1 H H4 14-08-00 2X4/2 X4 HALF HIP 4.00 01-10-00 OA Hght: 03-10-10 20 1 HHGO 15-01-0001-10-00 2X4/2X6 COMMON 4.00 OA Hght: 03-04-13 21 G� 1 HHG1 14-08-00 2X4/2 X6 HALF HIP 4.00 01-10-00 OA Hght: 04-06-10 22 v ' 1 HHG2 14-08-00 2X4/2X6 HALF HIP 4.00 01-10-00 OA Hght: 02-06-10 23 ,,,,,-' 17 11 01_00-00 2X4/2X4 CORNER JACK 4.00 01-10-00 OA Hght: 01-02-10 24 1 J 1 B 01-00-00 2X4/2X4 CORNER JACK 4.00 OA Hght: 00-07-15 25 1 J2 02-00-00 2X4/2X4 JACK OPEN 4.00•• • OA Hght: 00-11-15 • • • • •• • •••• • • • •• •.• • • • LEi 12 J3 03-00-00 2X4/2 X4 CORNER JACK 4.00 01-10-00 OA HAP. 19:4010 •••• • •••• •• • 27 • • • • 3 J3A 03-00-00 2X4/2X4• CORNER JACK 4.00 01-10-00 • • • 0/11470001•110-10 Jh• • • • • • • • 280 • • • • 14 J5 05-00-00 2X4/2X4 JACK OPEN 4,00 01-10-00 OA H1 y 42.Oy10 • • • • • �p J5A 05-00-00 2X4/2 X4 JACK-CLOSED 4.00 01-10-00 OA HA0330 •• • • • • • • • • • • 30 • 4JSB 05-00-00 2X4/2X4 JACK-OPEN 4.00 01-10-00 OA Hght: 02-06-10 31 7 J7 07-00-00 2X4/2X4 JACK-PARTIAL 4.00 01-10-00 OA Hght: 03-02-10 32 1 T10 25-05-00 2X4/2 X4 COMMON 4.00 01-10-00 OA Hght: 05-01-08 33\� ` _ 4 T11 25-05-00 2X4/2 X4 COMMON 4.00 01-10-00 OA Hght: 05-01-08 34 2 T12 25-05-00 2X4/2X4 COMMON 4.00 01-10-00 01-10-00 OA Hght: 05-01-08 35 6 T3 17-04-00 2X4/2X4 COMMON 4.00 01-10-00 01-10-00 OA Hght: 03-09-05 36 3 T4 15-01-00 2X4/2 X4 COMMON 4.00 01-10-00 OA Hght: 03-04-13 37 -.... 1 T5 25-05-00 2X4/2 X4 ROOF SPECIAL 4.00 01-10-00 OA Hght: 04-08-00 38 Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 To: JAVIER PEREZ 5 N E 105 ST MIAMI, FL Delivery Job Number: 15J16 Page: 3 Date: 10/19/15 13:53:17 Project: JAVIER PEREZ Block No: Model: Lot No: Contact: Site: Office: Deliver To: JAVIER PEREZ 5 N E 105 ST MIAMI, FL Account No: 000000339 Designer: / Salesperson: PAUL ABRAMOBICH Quote Number: P.O. Number: Name: Phone: Fax: (786) 247-4480 Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH \ 1 T6 25-05-00 2X4/2X4 ROOF SPECIAL 4.00 01-10-00 OAHght:04-08-00 39 "— 1 T7 25-05-00 2X4/2 X4 ROOF SPECIAL 4.00 01-10-00 OA Hght: 04-08-00 40 --- .,--- ,z1 111 —24I'100. 1 T8 25-05-00 2X4/2 X4 ROOF SPECIAL 4.00 01-10-00 OA Hght: 04-08-00 41 1 T9 25-05-00 2X4/2X4 COMMON 4.00 01-10-00 OA Hght: 05-01-08 42 2 (1) 2 -Ply TG2 25-05-00 2X4/2X6 ROOF SPECIAL 4.00 01-10-00 01-10-00 OA Fight: 04-08-06 43 .„,.\ 1 V12 12-00-00 2X4/2X4 VALLEY 4.00 OA Hght: 02-00-00 44 1 V16 16-00-00 2X4/2X4 VALLEY 4.00 OA Hght: 02-08-00 • • • • • •••• • •••• �1 • • • o`•5• •• 2 V2 02-00-00 2X4/2X4 VALLEY 4.00 • • OA Hata 0008.00 •••• • 46. 1 04-00-00 2X4/2 X4 VALLEY 4.00 • OA 41116040 • • • • • • • • • • • • •• •• • •• • • ••4".V4 / 1 V4A 04-00-00 2X4/2X4 VALLEY 4.00 OA Hglt(i Ii011,40 • • • • • • • • $ • 1 V8 08-00-00 2X4/2X4 VALLEY 4.00 • • • OA Hsi 01904 T 0 • • • • • • • •• • • • 49 • The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. •• E. Truss Design Engineer's Name: Jose Martinez, P.E. JOSE 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) Consulting - • -er I tructural 4 E. 5th Street �;5 Hialeah, FL 33010 NOTE: The seal on these drawings indicate acceptance of OCT Phone (305) 667-6797 professional engineering responsibilty for the truss (Florida P.E. 031509) components shown. Engineers Name Date Job - Truss Truss Type QtY PIY JAVIER PEREZ 15J16 CJ2 Diagonal Hip Girder 1 1 0001 1 Job Reference (optional) ., MIAMI, FL., wcampos 2-7-2 2-7-2 Plate Offsets (X,Y)— [2:0-9-15,0-0-5], [3:0-2-0,0-2-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC20101TPI2007 CSI. TC 0.47 BC 0.29 WB 0.00 (Matrix) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:08 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-pSI?R7JdBYxAhwf01?Bq_u4euKh4QoOLMc3CcGyRrFb 5-4-6 2-9-3 axe 3 4 LUMBER - TOP CHORD 2x4 SPM 31 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=-145/Mechanical, 2=448/0-10-15 Max Horz 2=146(LC 4) Max Uplift6=-201(LC 16), 2=-636(LC 4) Max Gray 6=335(LC 12), 2=522(LC 13) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57, 2-7=-45/17, 3-7=-76/62, 3-4=-2/0, 3-6=-266/210 BOT CHORD 2-8=0/0, 6-8=0/0, 5-6=0/0 0.1.4510-14) 5-4-5 2-9-3 DEFL. in (Ioc) I/deft Lid Vert(LL) 0.00 2 >999 360 Vert(TL) -0.01 2-6 >999 180 Horz(TL) 0.00 n/a n/a • • • BRACING - TOP CHORD BOT CHORD 5 PLATES GRIP MT20 • •244/190 Scale = 1:10.2 • Weight: 4414). FT = 0% • • • Structural wood sheathtntottreCtly applied of 2-9-3 oc ppr�i�1�, i except end verticals. •••• • • • • + Rigid ceiling directly aptied..r10-0-0 4 bt_cjrltf. • • •• •• •• • • • • • •• • • • • • • • • • • • • a • • • • • •• • • ••• • • • •• • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 6 and 636 Ib uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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) 71 Ib down and 86 Ib up at 1-4-15, and 309 Ib down and 254 Ib up at 1-4-15 on top chord, and 181 Ib down and 38 Ib up at 1-4-15, and 181 ib down and 38 Ib up at 1-4-15 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-30, 2-5=-20 Concentrated Loads (Ib) Vert: 7=170(F=85, B=86) 8=38(F=19, B=19) • Job (Truss 15J16 CJ4 Truss Type Diagonal Hip Girder Oty 2 Ply 1 JAVIER PEREZ Job Referencejoptional) FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:09 2015 Page 1 s ID:v TSk4uNIGtav3ZGD4Bx1 HySg2W-HfsNeTKFys31J4DaGi13W5coIJsB9B8UbGo18iyRrFa -2-7-2 2-6-0 4-2-3 ~ 2-7-2 2-6-0 1-8-2 00021 N Plate Offsets (X,Y)— [2:0.4-11,EdgeL LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=43/Mechanical, 2=417/0-10-15 Max Horz 2=177(LC 4) Max Uplift7=-109(LC 6), 2=-670(LC 4) Max Gray 7=327(LC 12), 2=545(LC 13) Scale =1:12.8 2x4 4 5 3x0 = 0-1045(0.141) 4-2-3 4-2-3 CSI. TC 0.46 BC 1.00 WB 0.26 (Matrix) DEFL. in (loc) Ildefl Lid Vert(LL) -0.00 2-7 >999 360 Vert(TL) -0.18 2-7 >244 180 Horz(TL) 0.01 7 n/a nla • • • BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-8=-1068/705, 3-8=-887/604, 3-4=-45/26, 4-5=-2/0, 4-7=-137/163 BOT CHORD 2-9=-704/966, 9-10=-704/966, 7-10=-704/966, 6-7=0/0 WEBS 3-7=-1014/739 $ PLATES GRIP MT20 244/190 • • • • • :Weight: no. FT = 0% • • • • •••• • Structural wood sheathing4reetly applied MP 4-2-3 oc perlins, • except end verticals. •••• • • • • • Rigid ceiling directly applied. • • • • •••• • •• •• • • • • • • •• •• • •• • • • •• • • • • • • • • • • • • • • •• • • ••• • • • •• • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 ib uplift at joint 7 and 670 Ib uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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) 309 Ib down and 254 Ib up at 1-4-15, and 309 Ib down and 254 Ib up at 1-4-15 on top chord, and 181 Ib down and 38 Ib up at 1-4-15, and 181 ib down and 38 Ib up at 1-4-15 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-30, 2-6=-20 Concentrated Loads (Ib) Vert: 8=169(F=85, B=85) 9=38(F=19, B=19) • • Job Truss 15J16 CJ7 Truss Type Diagonal Hip Girder FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos 1-10-0 1-10-0 2 4x7 = Ply 1 JAVIER PEREZ 0003 Job Reference (optional) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:09 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2WHfsNeTKFys31J4DaGII3W5cobJ? 9DuUbGol8lyRrFa 5-9-0 8-10-2 3-11-0 2.83 12 1-52x4M315-1-0 3-1-2 Scale = 1:16.4 3 2x4 9 2x4 .I 4 5 1-25 No� 0-10-15(0-14) 10 Plate Offsets (X,Y)— [2:0-9-15,0-0-2] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=189/Mechanical, 2=333/0-10-15 Max Horz 2=222(LC 4) Max Uplift7=-191(LC 6), 2=-555(LC 4) Max Gray 7=602(LC 12), 2=726(LC 13) CSI. TC 0.47 BC 044 WB 0.15 (Matrix) 24 2x6 M 25 7-0-2 11 12 8-10-2 7 4x5 = 6 7-0-2 DEFL. in (Ioc) lldefl L/d Vert(LL) -0.01 2-7 >999 360 Vert(TL) -0.28 2-7 >273 180 Horz(TL) -0.00 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 36 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-8=-287/332, 3-8=-175/318, 3-9=-66/10, 4-9=-54/28, 4-5=-2/0, 4-7=-159/194 • • BOT CHORD 2-10=-411/157, 10-11=411/157, 11-12=411/157, 7-12=411/157, 6-7=0/0 • • • WEBS 3-7=-163/426 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Vd.1.00p • • • Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 • • • • • 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 Toads. "" . • • 4) Refer to girder(s) for truss to truss connections. • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 7 and 555 114u13104 ' • ' • .' at joint 2. • 6) This truss has been designed for a moving concentrated load of 200.0)b dead located at all mid panels and at all panel poi+ • • • ' ' • along the Bottom Chord, nonconcurrent with any other live loads. • • • • 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) 309 Ib down and 254119 up at : • • • • 1-4-15, 309 Ib down and 254 Ib up at 1-4-15, and 53 Ib down and 88 Ib up at 4-2-15, and 53 Ib down and 88 Ib up at 4-2-15 on iop • . • chord, and 181 Ib down and 38 Ib up at 1-4-15, 181 Ib down and 38 Ib up at 1-4-15, and 198 Ib down and 4 Ib up at 4-2-15, and 198 • • • Ib down and 4 Ib up at 4-2-15 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-30, 2-6=-20 Concentrated Loads (Ib) Vert: 8=169(F=85, B=85) 9=176(F=88, B=88) 10=38(F=19, B=19) 12=4(F=2, B=2) Job Truss Truss Type Qty PIY JAVIER PEREZ 15J16 CJ9 Diagonal Hip Girder 2 1 0004 ` Job Reference (optional) a ., MIAMI, FL., wcampos -2-7-2 2-7-2 2 676 = 9 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:10 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-IrQlspLtjABuwDonpQE13J9wN7FduWaepwYJg8yRrFZ 53-15 9-10-1 53-16 4-6-1 13 010-16(0-14) Plate Offsets (X,Y)— [2:0-9-15,0-0-0], [8:0-3-12,0-1-81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010ITPI2007 2.6313 3 10 X3"&4 No.211 352x4 No.3 0-10-6 3x4 11 3x4 11 4 6 �3=7�27 No.34.0-7 stale =1:21.2 4.72x4 No. 1-10-5 24 296 No.2 9-10-1 14 16 6 396 11 16 17 5-3-15 9-10-1 5-3-15 4-6-1 CSI. TC 0.66 BC 0.80 WB 0.76 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) 0.04 8 >999 360 Vert(TL) -0.18 2-8 >603 180 Horz(TL) 0.03 7 n/a n/a 4x6 = PLATES GRIP MT20 244/190 Weight: 51 Ib FT x4 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. REACTIONS. (Ib/size) 7=477/Mechanical, 2=464/0-10-15 Max Horz 2=279(LC 4) Max Uplift7=-359(LC 6), 2=-651(LC 4) Max Gray 7=938(LC 13), 2=991(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-9=-2038/587, 9-10=-2059/565, 3-10=-2060/568, 3-11=-131/79, 11-12=-84/12, 4-12=-70/23, 4-5=-2/0, 4-7=-215/191 • • BOT CHORD 2-13=-673/2002, 13-14=-673/2002, 14-15=-673/2002, 8-15=-673/2002, 8-16=-673/2002, 16-17=-673/2002, 7-17=-67312002,46-7=0/0 • WEBS 3-7=-2003/636, 3-8=-251946 • • • •• • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Wd•l.00p • • Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 •••• • • • 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) Refer to girder(s) for truss to truss connections. • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 Ib uplift at joint 7 and 651 Ip uipijfi • • • • • • at joint 2. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • . • along the Bottom Chord, nonconcurrent with any other live loads. • • • • 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) 309 Ib down and 254 Ib gii St • • • • • 1-4-15, 309 Ib down and 254 Ib up at 1-4-15, 53 Ib down and 88 Ib up at 4-2-15, 53 ib down and 88 ib up at 4-2-15, and 36 Ib down • • • and 146 Ib up at 7-0-14, and 36 Ib down and 146 Ib up at 7-0-14 on top chord, and 181 Ib down and 38 Ib up at 1-4-15, 181 Ib down • • • and 38 Ib up at 1-4-15, 198 Ib down and 4 Ib up at 4-2-15, 198 Ib down and 4 lb up at 4-2-15, and 218 Ib down at 7-0-14, and 218 Ib down at 7-0-14 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-30, 2-6=-20 Concentrated Loads (Ib) Vert: 9=169(F=85, B=85) 10=176(F=88, B=88) 11=-72(F=-36, B= -36)13=38(F=19, B=19) 15=4(F=2, B=2) 16=-36(F=-18, B=-18) •• • • • • • • • • • Job 15J16 Truss GR1 Truss Type COMMON GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10-0 1-10-0 2-6-6 24-6 city PIy JAVIER PEREZ 1 2 0005 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:11 2015 Page 1 ID:vITSk4uNIGtav3ZGD48x1 HySg2W-D1_839MVUTJIYNNzN7IXbW18VXbRd2fn2aHsCbyRrFY 4-3-0 6-11-10 84-0 1-8-10 1-8-10 24-6 486 = Scale 3x8 04-0)0-1-8) Plate Offsets (X,Y)— [5:04-0,0-14] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=2151/0-8-0, 2=1413/0-8-0 Max Horz 2=130(LC 20) Max Uplift4=-1381(LC 5), 2=-1043(LC 4) 4-3-0 4-3-0 CSI. TC 0.51 BC 0.82 WB 0.39 (Matrix) 84-0 4-3-0 DEFL. in (Ioc) 1/deft Lid Vert(LL) 0.07 4-5 >999 360 Vert(TL) -0.13 4-5 >715 180 Horz(TL) 0.02 4 n/a n/a 3x5 0-0-0(0.1-0) PLATES GRIP MT20 244/190 Weight: 75 Ib FT = 0% 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. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-3501/2083, 3-4=-3491/2052 BOT CHORD 2-6=-1862/3283, 5-6=-1862/3283, 5-7=-1862/3283, 7-8=-1862/3283, 8-9=-1862/3283, 4-9=-186213283 WEBS 3-5=-1122/2183 • • • • • • • • •• • •••• • NOTES- • • • 1) 2 -ply truss to be connected together with 10d (0.148"x3") nails as follows: •••• Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. • • Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. • • • • • • • Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. • • • • • 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section'. ply' ' " • • to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • • • 3) Unbalanced roof live loads have been considered for this design. • • • •. • . ' • • • 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; KV. 0 i • • • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 • • • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1381 Ib uplift at joint 4 and 1045A • • • • • • . • uplift at joint 2. • • • 8) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live loads. 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) 1949 Ib down and 1127 Ib up at 5-0-12, and 900 Ib down and 551 Ib up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 2-4=-20 Concentrated Loads (Ib) Vert: 7=-1612(B) 9=-900(B) Job 15J16 Truss GR2 Truss Type COMMON GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos 3-4-8 3-4-8 Qty 1 Ply 2 JAVIER PEREZ 0006 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:12 2015 Page 1 1D:vITSk4uNIGtav3ZGD4Bx1 HySg2W-hEYWHV N8FnRcAXy9xrGm8kEPLx3PMYNwHE1 Pl1 yRrFX 6-8-0 6-9-0 3-3-8 0-1-0 264 11 3 736 = 6 7 3-4-8 3-4-8 Plate Offsets (X,Y)— [4:03-0,0.4-4], [5:0-4-4,0-1-8], [6:0-3-0,0-4-01_ LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010ITPI2007 CSI. TC 0.12 BC 0.27 WB 0.23 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=1427/Mechanical, 6=1171/Mechanical Max Horz 6=215(LC 4) Max Uplift4=-1067(LC 4), 6=-662(LC 4) 6 6 3x6 11 9 6-9-0 10 3-4-8 4 7x6 = 3-4-7 DEFL. In (loc) 1/deft Lid Vert(LL) -0.01 4-5 >999 360 Vert(TL) -0.02 4-5 >999 180 Horz(TL) 0.00 4 n/a n/a BRACING - TOP CHORD BOT CHORD Scale = t22.8 PLATES GRIP MT20 244/190 Weight: 95 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/55, 2-3=-55/27, 1-6=-116/117 BOT CHORD 6-7=-757/1006, 5-7=-757/1006, 5-8=-757/1006, 8-9=-757/1006, 9-10=-757/1006, 4-10=-757/1006 9 WEBS 2-4=-1297/976, 2-6=-1297/699, 3-4=-116/117, 2-5=-771/1296 • • • • • • • .• • •••• NOTES- • • • • • 1) 2 -ply truss to be connected together with 10d (0.148"x3") nails as follows: •••• Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. • • Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. •••• • • • • Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. . . . • 9 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! M. • • • • • to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • • • 3) Unbalanced roof live loads have been considered for this design. • • • • • • 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kd 1.00; • • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33• • 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) Refer to girder(s) for truss to truss connections. • • • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1067 Ib uplift at joint 4 and 662 16 • • . • • • uplift atjoint6. •• • 9) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 629 Ib down and 370 Ib up at 1-9-12, and 629 Ib down and 445 Ib up at 3-9-12, and 629 Ib down and 462 Ib up at 5-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (Ib) Vert: 7=-629(F) 8=-629(F) 10=-629(F) Job - Truss Truss Type QtY Ply JAVIER PEREZ 15J16 H1 Hip 1 1 0007 ____ _ _ Job Reference (optional) -1-10-0 1-10-0 ., MIAMI, I L, wcampos 4-10-14 4-10-14 9-0-0 4-1-2 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:13 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-9(26uUrNm05ZTnhXMVYn7hxnSVLLp5 J4WumzliTyRrFW 16-5-0 204-2 26.6-0 27-3-0 7-6-0 4-1-2 4-10-14 1 1-10-0 Stale .1:47.0 04410.14) 9-0-0 9-0-0 Plate Offsets (X,Y)— [2:03-14,0-1-S], [5:0-5-4,0-2-0], [7:0-3-14,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.60 BC 0.51 WB 0.29 (Matrix) 164-0 7-5-0 25.6-0 9-0-0 DEFL. in (Ioc) I/defl L/d Vert(LL) 0.22 9-11 >999 360 Vert(TL) -0.61 7-9 >491 180 Horz(TL) 0.10 7 n/a n/a 04-0(0-14) PLATES GRIP MT20 2441190 Weight: 115 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1552/0-8-0, 7=1552/0-8-0 Max Horz 2=155(LC 7) Max Uplift2=-1062(LC 5), 7=-1062(LC 6) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-12=-3177/1933, 3-12=-3106/1957, 3-4=-2740/1735, 4-13=-2564/1726, 5-13=-2564/1726, 5-6=-2740/1736, 6-14=-3106/1957, 7-14=-3177/1933, 7-8=0/49 BOT CHORD 2-15=-1701/2917, 11-15=-1701/2917, 10-11=-1334/2564, 10-16=4334/2564, 9-16=-1334/2564, 9-17=-1629/2917, 7-17=-1629/2917 WEBS 3-11=-404/469, 4-11=-63/376, 5-11=-260/261, 5-9=-59/400, 6-9=-404/470 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 4-8-2, Exterior(2)s1-8-2 • • to 20-8-14, Interior(1) 20-8-14 to 24-2-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33111aje • grip DOL=1.33 ' .""• 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1062 Ib uplift at joint 2 and 1061: Ib • • • • uplift at joint 7. •••• • • • 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel point along the Bottom Chord, nonconcurrent with any other live loads. •' ' • •• 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 •• • • • • • •• • • • • • • • • • • • . • • • • • • • • • •• • • ••• • • • . • Job ' Truss Truss Type Qty PIy JAVIER PEREZ 15J16 H2 Hip 1 1 0008 Job Reference (optional) -1-10-0 1-10-0 ., MIAMI, FL., wcampoa 3-10-14 3-10-14 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:14 2015 Page 1 ID:vITSk4uNIGtav3ZGD48x1 HySg2W-ecgGhBOOnOhKPr6Y2FIED9KbxkbegTIDkYW W pvyRrFV 7-0.0I 8-1-0 { 11-2-2 15-1-0 I 16-11-0 I 3-1-2 1-1-0 3-1-2 3-10-14 1-10-0 406 = 4 4x5 = 3 5 Scale = 1:30.3 044(0.14) 7-0-0 7-0-0 Plate Offsets (X,Y)— [2:0-3-14,0-1-8], [7:0-3-14,0-1-8], [10.0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010ITPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=984/0-8-0, 7=984/0-8-0 Max Horz 2=126(LC 7) Max Uplift2=-705(LC 5), 7=-705(LC 6) 8-1-0 1-1-0 15-1-0 7-0-0 04-0(0.14) CSI. TC 0.75 BC 0.86 WB 0.14 (Matrix) DEFL. in (Ioc) I/deft Lid Vert(LL) 0.08 2-10 >999 360 Vert(TL) -0.34 7-9 >508 180 Horz(TL) 0.04 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 681b FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-11=-1615/1013, 11-12=-1554/1016, 3-12=-1538/1032, 3-4=-1253/812, 4-13=-1150/830, 5-13=-1150/830, 5-6=-1248/811, 6-14=-1537/1033, 14-15=-1553/1017, 7-15=-1614/1014, 7-8=0/49 BOT CHORD 2-16=-769/1455, 10-16=-769/1455, 10-17=-479/1150, 9-17=-479/1150, 9-18=-767/1454, 7-18=-767/1454 WEBS 3-10=-369/391, 4-10=-75/295, 5-9=-73/297, 6-9=-373/395 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; I 11.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 2-9-1, Exterior(2T2- -t ' to 12-3-15, Interior(1) 12-3-15 to 13-10-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate • • • •••• • • grip DOL=1.33 •••••• •••• • 3) Provide adequate drainage to prevent water ponding. • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 705 Ib uplift at joint 2 and 705 IMAM ' " • • at joint 7. • • • 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel poina%' • •' •• ' • •' along the Bottom Chord, nonconcurrent with any other live loads. • 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 • • • • • • • •• • • • • • ••• • • • • • • • Job - Truss Truss Type QtY Ply JAVIER PEREZ 15J16 H3 Hip 1 1 0009 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10-0 7-0-0 1-10-0 7-0-0 4x7 = 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:15 2015 Page 1 ID:vtTSk4uNlGtav32GD48x1HySg2W4pDevXPOYIpBlThkczpTmM•pg8vsZxeNzCF4LMyRrFU 10-4-0 17-4-0 3-4-0 7-0-0 10 4x5 = Scale ..1:31.2 04-0(114-0) 7-0-0 2x4 11 7-0-0 10-4-0 34-0 �= Plate Offsets (X,Y)— (2:0-2-6,Edge], (3:0.5-4,0-2 41,(4:0-242,0-241, (5:0.4-0,Edge1, (6:0-3-0,0-3-01 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010ITPI2007 csI. TC 0.56 BC 0.99 WB 0.11 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) 0.19 5-6 >999 360 Vert(TL) -0.44 5-6 >458 180 Horz(TL) 0.06 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD 3-4: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=920/Mechanical, 2=1134/0-8-0 Max Horz 2=150(LC 7) Max Uplift5=-539(LC 6), 2=-801(LC 5) 17-4-0 7-0-0 3x6 = n •r • PLATES GRIP MT20 244/190 Weight: 67 Ib FT = 0% Structural wood sheathing directly applied or 4-3-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0149, 2-8=-1821/1098, 8-9=-1748/1100, 3-9=-1714/1135, 3-10=-1695/1270, 4-10=-1695/1270, 4-5=-1885/1234 BOT CHORD 2-11=-900/1615, 7-11=-900/1615, 7-12=-894/1621, 6-12=-894/1621, 6-13=-1013/1688, 5-13=-1013/1688 WEBS 3-7=0/295, 3-6=-232/268, 4-6=-39/217 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 1I; Exp C; K611.00;• Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 2-9-1, Exterior(2)2.4991• .• to 17-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 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 Toads. •••• 6) Refer to girder(s) for truss to truss connections. • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 Ib uplift at joint 5 and 801 Ib Ll!liit' at joint 2. 8) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel pointt. • .. • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • •• • • • • • •••• • • • • •••• • •• • • • • • •• •• • • • • • •• • • • • • • • • •• • • • • ••• • • • • • • • Job - 15J16 Truss H4 Teas Type Hip Qty 1 1 FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 6-4-14 6-4-14 JAVIER PEREZ 0010 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:16 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2Wa?n 16sQeJ0x1 e8GwAgKllaPuvYFxIESWCs?duoyRrFT 12-0-0 1 13-5-0 1 19-0-2 1 25-5-0 6-7-2 1-5-0 5-7-2 6-4-14 4.00 12 455 = 455 = Scale =1:45.1 02-0(0-1-4) 11-0-0 6-4-14 12-0-0 13-5-0 19-0-2 26.5-0 1.0 01 4 5-4-14 5-7-2 1.5-0 5-7-2 6-4-14 Plate Offsets (X,Y)— [2:0-2-9,Edge], [5:0-2-8,Edge], [6:0-2-12,0-2-0], [10:0-3-14,0-1-8], [12:0-3-0,03-0] LOADING (paf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010ITPI2007 CSI. TC 0.91 BC 1.00 WB 0.76 (Matrix) 04.0(0.1-10) DEFL. in (loc) Ildefl L/d Vert(LL) 0.2611-12 >999 360 Vert(TL) -0.47 11-12 >633 180 Horz(TL) 0.13 10 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-12: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-10-7 REACTIONS. (Ib/size) 2=1560/0-8-0, 10=1353/0-8-0 Max Horz 2=222(LC 7) Max Upiift2=-1022(LC 5), 10=-763(LC 6) PLATES GRIP MT20 244/190 Weight: 119 Ib FT a 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-15=-3178/1729, 3-15=-3108/1731, 3-4=-3013/1762, 4-16=-2277/1448, 5-16=-2192/1457, 5-6=-2187/1472, 6-17=-2094/1484, 7-17=-2094/1484, 7-8=-2191/1477, 8-9=-2282/1448, 9-18=-3191/1954, 10-18=-3281/1933 BOT CHORD 2-19=-1561/2907, 14-19=-1561/2907, 14-20=-1561/2907, 13-20=-1561/2907, 13-21=-1087/2094, 12-21=-1087/2094, 12-22=-1720/3014, 11-22=-1720/3014, 11-23=-1720/3014, 10-23=-1720/3014 WEBS 4-14=0/314, 4-13=-962/740, 6-13=-198/385, 7-12=-211/424, 9-12=-1065/821, 9-11=0/333 • • • • • NOTES- • • • • 1) Unbalanced roof live Toads have been considered for this design. • • • • •••• • • • 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; KN 1 OQ;" •••• Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 7-9-1, Exterior(2).7.9.1. • • • • • to 17-7-15, Interior(1) 17-7-15 to 22-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 pie• • • • • • • grip DOL=1.33 • • • • • 3) Provide adequate drainage to prevent water ponding. "" ' • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1022 Ib uplift at joint 2 and 763 Ib • uplift at joint 10. • • • ' ' 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live Toads. • • • • • 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 • • • Job - Truss 15J16 HG1 Truss Type HIP GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 3-10-14 7-0-0 1-10-0 3-10-14 3-1-2 400 12 5x8 M18SHS= 4 018(0.24) 14 5-13 Qty 1 Pty 1 JAVIER PEREZ Job Reference (optional) 7.800 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:18 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-WOvnXYRugdCIuSPJH5NAN?UFgM?km7ApfAUkyhyRrFR 12-8-8 18-5-0 21-6-2 265-0 273-0 5-8-8 555 3-1-2 3-10-14 1-10-0 0011 15 6x8 = 5 5-11 2x4 5901.11515H8= '460 16 17 8 3 1-10-15 3 6.7.4 6-10 2x4 110.3 1-10-15 7-10 2x4 7 9-3-12 Stab =1:47.0 19 20 2112 1122 23 24 10 26 7x10 = 7x10 MINKS= 3x8 7-0-0 12-84 185-0 25-6-0 7-0-0 6-8-8 6-8-8 7-0-0 5912 = 040(024) Plate Offsets (X,Y)- [2:0-33,Edge], [4:0.4-0,0-2-3], [5:0-4-0,0-3-0], [6:0-4-0,0-24], [8:03-3,Edge], [10:0-5-0,0.48], [11:0-4-8,0-1-8], [13:0-5-0,0-4-8] CSI. III DEFL. in (Ioc) I/deft Lid PLATES GRIP TC 0.89 Vert(LL) 0.60 11 >499 360 MT20 244/190 BC 0.72 Vert(TL) -1.1111-13 >269 180 M18SHS 244/190 WB 0.79 Horz(TL) 0.22 8 n/a n/a (Matrix) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2756/0-8-0, 8=2756/0-8-0 Max Horz 2=127(LC 6) Max Uplift2=-1974(LC 4), 8=-1973(LC 5) Max Gray 2=2859(LC 19), 8=2859(LC 23) Weight: 139 Ib FT = 0% h 9 I; _ o BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. WEBS 1 Row at midpt 5-13, 5-10 FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-769814576, 3-4=-788114490, 4-14=4619/4370, 14-150-7619/4370, 5-15=-7619/4370, 5-16=-761914370, 16-17=-761914370, 6-170-7619/4371, 6-7=-7881/4490, 7-8=-769814578, 8-9=0/56 BOT CHORD 2-18=-4262/7221, 13-18=-4262/7221, 13-19=-5349/9358, 19-200-5349/9358, 20-21=-5349/9358, 12-21=-5349/9358, 11-12=-5349/9358, 11-22=-5349/9358, 22-23=-5349/9358, 23-24=-5349/9358, 10-24=-5349/9358, 10-25=-4141/7221, 8-25=-4141/7221 WEBS 3-13=-105/410, 4-13=440/2202, 5-13=-2011/1376, 5-11=0/1178, 5-10=4011/1388, 6-10=-740/2202, 7-10=-109/412 • • NOTES- • • • •• • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kt? ?.8tt• • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 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 Toad nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1974 Ib uplift at joint 2 and 1974 Ip• • 6 • uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel point: • 6 along the Bottom Chord, nonconcurrent with any other live loads. • • 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) 166 Ib down and 232 IS up • • at 7-0-0, 166 Ib down and 232 Ib up at 9-0-12, 166 Ib down and 232 Ib up at 11-0-12, 166 Ib down and 232 Ib up at 12-8-8, 166•1b • down and 232 Ib up at 14-4-4, and 166 Ib down and 232 Ib up at 16-4-4, and 166 Ib down and 232 Ib up at 18-5-0 on top chord, and 1159 Ib down and 346 Ib up at 7-0-0, 249 Ib down at 9-0-12, 249 Ib down at 11-0-12, 249 Ib down at 12-8-8, 249 Ib down at 14-4-4, and 249 Ib down at 16-4-4, and 1159 Ib down and 346 ib up at 18-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-4=-90, 4-6=-90, 6-9=-90, 2-8=-20 Continued on page 2 • • • •••• • • •••• • •• • • • • • •• • • • • • • • •• •• • • • • • • • • • •• • • • • ••• • • • •• • • • • • Job ` 15J16 Truss HG1 Truss Type HIP GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos Qty 1 Ply 1 JAVIER PEREZ Job Reference (option) 0011 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:18 2016 Page 2 ID:vITSk4uNIGtav3ZGD4Bx1 NySg2WWOvnXYRugdCIuSPJH5NAN?UFgM?km7ApfAUkyhyRrFR LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-166(B)6=-166(B)13=-498(B)11=-49(B)5=-166(B)10=-498(8)14=-166(B)15=-166(B)16=-166(B)17=-166(B)19=-49(B)21=-49(B)22=-49(8)24=-49(B) • • • • • • • •• • •••• • • •••• �• • • • • •••• •• • • • • • • •••• • •• •• • • • • • • •• •• • •• • • • • • • • • • • • I • • •• • • ••• • • • •• • • • • • • • • • Job 15J16 Truss HG2 Truss Type HIP GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos w -1-10-0 6-0-0 1-10-0 6-0-0 QtY Ply JAVIER PEREZ 1 1 0012 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:19 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W_aT91uSXbxKcVc_VrpuPwClRfIINVINyugDHV7yRrFQ 10-1-0 16-1-0 16-11-0 6-1-0 5-0-0 1-10-0 4x6 = Scale 1:30.3 0-6-010.14) 5-0-0 10-1-0 5-0-0 5-1-0 Plate Offsets (X,Y)— [2:0.3-13,0-1-81, [3:0-7-12,0-2-12], [4:0-2-12,0-2-0], [5:0-3-13,0-1-8LE:0-1-12,0-5.0], [8:0-44,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TP12007 CSI. TC 0.81 BC 0.88 WB 0.47 (Matrix) DEFL. in (Ioc) I/deft Lid Vert(LL) 0.15 7-8 >999 360 Vert(TL) -0.43 7-8 >404 180 Horz(TL) 0.07 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4: 2x4 SP M 31 BOT CHORD BOT CHORD 2x6 SP M 26 *Except* 5-7: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1357/0-8-0, 5=1358/0-8-0 Max Horz 2=103(LC 4) Max Uplift2=-1112(LC 4), 5=-1113(LC 5) Max Gray 2=1695(LC 18), 5=1702(LC 21) 16-1-0 5-0-0 040(0.2-0) PLATES GRIP MT20 244/190 Weight: 75 Ib FT = 0% Structural wood sheathing directly applied or 2-7-7 oc purlins. Rigid ceiling directly applied or 5-5-15 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-4377/1971, 3-9=-4169/1925, 9-10=-4169/1925, 10-11=-4169/1925, 4-11=-4169/1925, 4-5=-4370/1966, 5-6=0/56 BOT CHORD 2-12=-1808/4112, 8-12=-1808/4112, 8-13=-1816/4230, 13-144-1816/4230, 14-15=-1816/4230, 7-15=-1816/4230, 7-16=-1739/4105, 5-16=-1739/4105 • • WEBS 3-8=-103/1317, 3-7=-246/154, 4-7=-126/1238• • • • • • • NOTES- •• • •••• • • • • 1) Unbalanced roof live loads have been considered for this design. • • • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; K41.1,4 • • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. • •"' • s' • ' • ' • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1112 Ib uplift at joint 2 and 111.N17 • • • • • • • • •uplift at joint 5. . 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points. • •• • •• • • • along the Bottom Chord, nonconcurrent with any other live loads. • • • • 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • • • 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 Ib down and 157 Ib tip at• • 5-0-0, 73 Ib down and 157 Ib up at 7-0-12, and 73 Ib down and 157 Ib up at 8-0-4, and 73 ib down and 157 Ib up at 10-1-0 on t8f • •• •' • • • chord, and 799 Ib down and 192 Ib up at 5-0-0, 226 Ib down at 7-0-12, and 226 ib down at 8-0-4, and 799 Ib down and 192 Ib up at • • • •• 10-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-6=-90, 2-5=-20 Concentrated Loads (Ib) Vert: 3= -73(B)4= -73(B)8= -201(B)7= -201(B)9= -73(B)11= -73(B)13= -26(B)15= -26(B) Job 15J16 Truss HG3 Truss Type HIP GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos • 1-10-0 5-0-0 1-10-0 6-0-0 4.0012 5x8 -_ 3 8-8-0 3-8-0 11 Qty 1 Ply 1 3-10 2x4 No.3 14-15 JAVIER PEREZ 0013 Job Reference (optlona►j_ 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:20 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2WSm1XyET9MEST7mZIPWPeTQaaZ91bE7b87Tzg1ZyRrFP 12-4-0 17-4-0 3-8-0 5-0-0 294 11 4 12 352x4 No.27i0 13 696 = 6 Scale = 1:31.2 4-9 2x4 No.3 1-2-15 6-0 o.3 5-7 2x4 4021-2-15 14 4x12 =- 04-0(0-14) 04.0(0-14) 394 14 6-0-0 2.6296MI26 84 2x6 M 26 7-4-0 10 15 9 10 6 17 10 7 19 20 21 398 11 396 11 6-0-0 3x6 = 598 M188H3= 8-8-0 12-4-0 3-8-0 3-8-0 17-4-0 394 4x12 = 6-0-0 Plate Offsets (X,Y)— [2:0-0.3,Edge], [3:0-5-4,0-2.4], [5:0-5-4,0-2-4], [6:0-0-3,Edge], [7:0-4-8,0-1-8], [10:0-0-8,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.93 BC 0.44 WB 0.41 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) 0.26 9 >773 360 Vert(TL) -0.53 9 >385 180 Horz(TL) 0.08 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=1633/Mechanical, 2=1546/0-8-0 Max Horz 2=138(LC 4) Max Uplift6=-1115(LC 5), 2=-1211(LC 4) Max Gray 6=1970(LC 23), 2=1750(LC 19) PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 86 Ib FT = 0% Structural wood sheathing directly applied or 2-4-7 oc purlins. Rigid ceiling directly applied or 6-7-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-4484/2262, 3-11=-4867/2656, 4-11=-4867/2656, 4-12=-4867/2656, 12-13=-4867/2656, 5-13=-4867/2656, 5-6=-4285/2398 BOT CHORD 2-14=-2069/4213, 10-14=-2069/4213, 10-15=-2079/4315, 9-15=-2079/4315, 9-16=-2199/4139, 8-16=-2199/4139, 8-17=-2199/4139, 17-18=-219914139, 7-18=-2199/4139, 7-19=-2179/4056, 19-20=-2179/4056, 20-21=-2179/4056, 6-21=-2179/4056 WEBS 3-10=-153/1144, 3-9=-510/796, 4-9=-494/519, 5-9=-490/940, 5-7=-213/928 NOTES - 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kdi1.00t • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 • • • 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. • 414,•• • 7) Refer to girder(s) for truss to truss connections. •••• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1115 Ib uplift at joint 6 and 121 LW • • • uplift at joint 2. • • • 9) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • • 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 157 Ib4p at • 5-0-0, 73 Ib down and 157 Ib up at 7-0-12, and 73 Ib down and 157 Ib up at 9-0-12, and 73 lb down and 157 Ib up at 11-0-12 en top • chord, and 799 Ib down and 192 Ib up at 5-0-0, 226 Ib down at 7-0-12, 226 Ib down at 9-0-12, 226 Ib down at 11-0-12, 278 Ib &. vn • and 129 Ib up at 13-0-12, and 278 Ib down and 129 Ib up at 15-0-12, and 278 Ib down and 129 Ib up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 5-6=-90, 2-6=-20 Concentrated Loads (lb) Vert: 3=-73(F) 6=-184(F) 10=-201(F) 11=-73(F) 12=-73(F) 13= -73(F)15= -26(F)16= -26(F)18= -26(F)19= -184(F)21= -184(F) • • • • • • •••• • •• • • • • • •• •• • • • • • •• • • • • • • • • • • • • • ••• • • • • • •• • Job 15J16 Truss HG4 Truss Type HIP GIRDER FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos Qty 1 Py 1 JAVIER PEREZ 0014 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:21 2015 Page 1 iD:vITSk4uNJGtav3ZGD4Bx1HySg2W-wybw9aUn7YaKlw8uzEwt?d6pmZlrzcEFL7iOZ?yRrFO -1-10-0 3-0-0 5-6-0 8-6-0 10-4-0 1-10-0 3-0-0 2-6-0 3-0-0 1-10-0 4.00 rif 4x5 = 3 9 4x6 = 2.6 2x6 No.2 64-0 10 363 045-010.1.5) a 11 12 7 336 I I 34 I t 3-0-0 5-6-0 8-6-0 3-0-0 2-6-0 3-0-0 Plate Offsets (X,Y)— [7:0-4-4,0-1-8], 18:0-4-4,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010ITPI2007 CSI. TC 0.65 BC 0.69 WB 0.26 (Matrix) 3xa 0.6.010-1-0) DEFL. in (loc) 1/deft Lid Vert(LL) 0.03 7-8 >999 360 Vert(TL) -0.12 7-8 >777 180 Horz(TL) 0.03 5 n/a n/a Scab =1:22.6 PLATES GRIP MT20 2441190 Weight: 40 Ib FT = 096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=618/0-8-0, 5=618/0-8-0 Max Horz 2=82(LC 29) Max Uplift2=-653(LC 4), 5=-653(LC 5) Max Gray 2=1058(LC 18), 5=1058(LC 21) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-2235/704, 3-9=-2197/694, 4-9=-2197/694, 4-5=-2235/694, 5-6=0/56 BOT CHORD 2-10=-555/2088, 8-10=-555/2088, 8-11=-567/2197, 7-11=-567/2197, 7-12=-551/2088, 5-12=-551/2088 WEBS 3-8=-102/716, 4-7=-104/716 NOTES - 1) Unbalanced roof live loads have been considered for this design. • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 148 • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 •••••• 3) Provide adequate drainage to prevent water ponding. • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 ib uplift at joint 2 and 653 Ib tfi1i(i• • • at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points "; • • along the Bottom Chord, nonconcurrent with any other live loads. • • • • 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. •••••• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 Ib down and 51 Ib up ab • 3-0-0, and 19 Ib down and 51 Ib up at 4-3-0, and 19 Ib down and 51 Ib up at 5-6-0 on top chord, and 520 Ib down and 158 Ib up ai • 3-0-0, and 206 Ib down at 4-3-0, and 520 Ib down and 158 Ib up at 5-5-4 on bottom chord. The design/selection of such • • connection device(s) is the responsibility of others. ' • •• 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-3=-90, 3-4=-90, 4-6=-90, 25=-20 Concentrated Loads (Ib) Vert: 3=51(F) 4=51(F) 8=-69(F) 7=-69(F) 9=51(F) 11=-6(F) • • • • •••• ' • • • •••• • •• • • • • • •• •• • • • • • •• • • •••••• • • ••• • • • •• • •••••• • • • • • • • • • • ••••• • • ••••• .••••S • •• ••S••• • • •S•... • • Job 15J16 Truss HGE1 Truss Type Hip Supported Gable FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 Oty 1 Ply 1 JAVIER PEREZ 0015 Job Reference (optional) 7.600 5 Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:22 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-P99INwUPusIBM3J4WxR6YrfOdzOHI1 UPanSx5SyRrFN 5-10-14 11-0-0 14-5-0 194-2 25-5-0 27-3-0__{ 6-10-14 5-1-2 3-5-0 5-1-2 5-10-14 1-10-0 4x7 = 4x6 = Scale = 1:47.0 0440-12) 5-10-14 5-10-14 Plate Offsets (X,Y)— [4:05-4,0-2-01 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TP12007 11-0-0 14-5-0 5-1-2 3-5-0 CSI. TC 0.51 BC 0.62 WB 0.38 (Matrix) 19-6-2 25-5-0 5-1-2 5-10-14 DEFL. in (Ioc) l/defl Lid Vert(LL) -0.26 2-11 >999 360 Vert(TL) -1.02 2-11 >292 180 Horz(TL) 0.10 7 n/a n/a 04-0(0-14) PLATES GRIP MT20 2441190 Weight: 116 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=1552/0-8-0, 7=1552/0-8-0 Max Horz 2=184(LC 7) Max Uplift2=-1034(LC 5), 7=-1034(LC 6) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-12=-3137/2181, 3-12=-3062/2211, 3-4=-2428/1677, 4-5=-2239/1672, 5-6=-2428/1677, 6-13=-3062/2211, 7-13=-3137/2181, 7-8=0/49 BOT CHORD 2-14=-1809/2882, 11-14=-1809/2882, 11-15=-1131/2239, 10-15=-1131/2239, 9-10=-1131/2239, 9-16=-1809/2882, 7-16=-1809/2882 WEBS 3-11=-718/729, 4-11=-169/447, 4-9=-192/193, 5-9=-163/386, 6-9=-718/730 NOTES - 1) Unbalanced roof live loads have been considered for this design. • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kl1,10.0b; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Corner(3) -1-9-7 to 1-2-9, Exterior(2) 1-2-9 to 24-2-7, Corner(3)24-2-7 , to 27-2-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 3) Provide adequate drainage to prevent water ponding. •••••• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1034 Ib uplift at joint 2 and 1034 it• a • uplift atjoint7. •••••• • 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • a • • along the Bottom Chord, nonconcurrent with any other live loads. •••••• 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 • • • • • 11• • • • . ••••• •••••• • 0 •• .0011 • • 0411.41 • • 0 • • • 0 • •0 •• • • • • , • • 1111 0000•• • • ••• 0 • • •••••• • • 000000 • • • • •00••S • • • •••••• • • .00000 • • Job - 15J16 Truss HHO Truss Type Roof Special Qty 1 Ply 1 FORT -DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10-0 4-2-2 1-10-0 4-2-2 JAVIER PEREZ 0016 Job Reference (option 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:23 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-tLigaGV1f9g2 DIH4eyL42C8fNhJRW YpRBVeuyRrFM 74-8 8-8-0 12-7-0 3.48 1 1-1-8 3-11-0 4x5 = Scale: trr•r 7-6-8 8-8-0 7-6-8 1-1-8 Plate Offsets (X,Y)— [2:0-2-2,Edge], (5:0-5-4,0-2-0j, [7:0-3-0,0-2-12], (9:0-1-8,0-0-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 REACTIONS. (Ib/size) 7=649/Mechanical, 2=873/0-8-0 Max Horz 2=304(LC 5) Max Uplift7=-358(LC 6), 2=-630(LC 5) CSI. TC 0.75 BC 0.82 WB 0.30 (Matrix) 12-7-0 DEFL. in (Ioc) I/defl Ud Vert(LL) -0.06 2-10 >999 360 Vert(TL) -0.31 2-10 >463 180 Horz(TL) 0.02 7 n/a n/a 3-11-0 PLATES GRIP MT20 244/190 Weight: 64 Ib FT = 0% 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-11=-1300/725, 3-11=-1239/746, 3-12=-867/505, 4-12=-814/522, 4-5=-828/564, 5-13=-36/28, 6-13=-36/28, 6-7=-173/187 BOT CHORD 2-14=-812/1162, 10-14=-812/1162, 9-10=-570/786, 8-9=-570/786, 8-15=-572/785, 7-15=-572/785 WEBS 3-10=429/436, 4-10=-115/324, 5-10=-118/188, 5-8=-174/178, 5-7=-865/627 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 4-6-8, Exterior(;) 4-60? to 7-6-8, Interior(1) 8-8-0 to 9-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate gip • DOL=1.33 3) Provide adequate drainage to prevent water ponding. • 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) Refer to girder(s) for truss to truss connections. ' ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 Ib uplift at joint 7 and 630 Ib uplift at joint 2. • • 8) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel poir is • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • •• • • • • • •••• • ••• • • •• • • • • • •• •• • • • • • •• • •• • • •• • • • • • • •. • • • ••• • • • • • Job - Truss Truss Type city Ply JAVIER PEREZ 15J16 , HH1 Half Hip 1 1 0017 _ __ _ _ Job Reference (optional) -1-10-0 wcampos 4-7-6 1-10-0 4-7-6 4.00 12 2:4 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:23 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-tLigaGV1f9g2 DIH4eyL42C8fNefRWRYpRBVeuyRrFM 8-5-0 12-7-0 3-9-10 4-2-0 465 = 4 Scale = 1:23.4 3x4 = 9 44 2x4 Not 4-24 4-7 2x4 P103 24-10 346 04-010-14) 8-6-0 6612 = 6-7 2x4 No.2 4-7-0 8-0-0 11 64 2x4 No.3 24-10 3x6 I 12-7-0 4-2-0 Plate Offsets (X,Y)— [2:0-3-14,0-1-8], [7:0-1-12,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress incr YES Code FBC2010/TPI2007 CSI. TC 0.75 BC 0.99 WB 0.27 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (ib/size) 6=649/Mechanical, 2=873/0-8-0 Max Horz 2=359(LC 5) Max Upiift6=-433(LC 5), 2=-656(LC 5) DEFL. in (loc) I/defl Lid Vert(LL) -0.11 2-7 >999 360 Vert(TL) -0.52 2-7 >281 180 Horz(TL) 0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 61 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-8=-1271/730, 3-8=-1209/753, 3.4=-742/429, 4-9=-639/466, 5-9=-639/466, 5-6=-627/510 BOT CHORD 2-10=-898/1134, 7-10=-898/1134, 7-11=-25/23, 6-11=-25/23 WEBS 3-7=-518/517, 4-7=-145/299, 5-7=-547/766 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=1 Oft; Cat. ll; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 4-2-1, Exterior(2) 4-2-1 to 8-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • • • • 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 Ib uplift at joint 6 and 656 ibelpllft • • atjoint2. •••• 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • • 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 •• •• • • • •••• • • •••• •• • • • • • •• •• • • • • • •• •. • • • • • • • • • • • • • • • • • •• • • ••• • • • • • Job - Truss Truss Type Qty Ply JAVIER PEREZ 15J16 . HH2 Half Hip 1 1 0018 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:24 2015 Page 1 ID:viTSk4uNIGtav3ZGD4Bx1 HySg2W-LXG2ocWfQTyvcNtTeMUadGkJPm6FAurI25x2AKyRrFL 5-7-6 10-5-0 12-7-0 5-7-6 4-9-10 2-24 5x6 4.0012 4x5 = 4 Stab a 1:23.6 4x6 = 5 4-7 2x4 No. 3-2-10 3x6 = 04640-14) 54 2x4 No.2 3-2-10 11 6-7.6 6-7-6 Plate Offsets (X,Y)— [2:0-3-0,Edge], [3:03-0,03-0], (5:Edge,0-2-0], [6:0-3-8,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 5-6: 2x4 SP No.2 REACTIONS. (Ib/size) 6=649/Mechanical, 2=873/0-8-0 Max Horz 2=426(LC 5) Max Uplift6=-450(LC 5), 2=-639(LC 5) CSI. TC 0.75 BC 0.46 WB 0.58 (Matrix) 24 2x4 M 31 12-74 6 12 7 264 11 3x4 = 13 6 566 M16SN6 11 10-5-0 12-7-0 4-9-10 2-2-0 DEFL. in (Ioc) I/defl Lid Vert(LL) 0.30 7-8 >485 360 Vert(TL) -0.42 7-8 >343 180 Horz(TL) 0.02 6 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 60 Ib FT = 0% Structural wood sheathing directly applied or 4-10-15 oc purlins, except end verticals. Rigid ceiling directly applied or 7-11-15 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-9=-1324/611, 3-9=-1179/640, 3-10=-255141, 4-10=-165/63, 4-5=-156/124, 5-6=-258/210 BOT CHORD 2-11=-843/1173, 8-11=-843/1173, 8-12=-843/1173, 7-12=-843/1173, 7-13=-125/156, 6-13=-125/156 WEBS 3-8=-15/383, 3-7=-1088/794, 4-7=-21/176 NOTES- • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 6-2-1, Exterior(2) 6-2:1 • • • • • to 10-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • • •••• • 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 Toads.• •••• • • • • • • • • 6) Refer to girder(s) for truss to truss connections.•• • • • . • • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 Ib uplift at joint 6 and 639 Ib uplift ' ' at joint 2. • • • • •` • 8) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel points • • • • • • • along the Bottom Chord, nonconcurrent with any other live loads. • 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 • • • • • •• • • • ••• • • • • Job Truss Truss Type QV PlY JAVIER PEREZ 15J16 , HH3 Half Hip 1 1 0019 Job Reference (optional) P Uf T DALLAS TRUSS GD LLG., MIAMI, FL., wcampos tV 7.500 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:25 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-pkgQ?xXHBn4mDXSfC3?pATHPZALPvOZrGlhbinyRrFK -1-10-0 7-0-0 104-4 14-8-0 1-10-0 I 7-0-0 I 34.4 I 3-11-12 415 = 3 3x4 = Seale =1:272 2x4 II 7-0-0 7-0-0 Plate Offsets (X,Y)— [2:0-2-2,Edge], [3:0-2-12,0-2-0], [6:0-3-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.00 TC 0.98 TCDL 15.0 i Lumber DOL 1.33 BC 0.91 BCLL 0.0 Rep Stress Incr YES WB 0.43 BCDL 10.0 Code FBC2010ITPI2007 (Matrix) 14.8-0 7-8-0 DEFL. in (loc) I/deft L/d Vert(LL) 0.13 2-8 >999 360 Vert(TL) -0.45 6-8 >377 180 Horz(TL) 0.03 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 65 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=766/0-8-0, 2=985/0-8-0 Max Horz 2=312(LC 5) Max Uplift6=-495(LC 5), 2=-739(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-9=-1407/790, 9-10=-13341801, 3-10=-1300/826, 3-44-1224/866, 4-5=-67/10, 5-6=-159/160 BOT CHORD 2-11=-878/1225, 8-11=-878/1225, 7-8=-729/916, 7-12=-729/916, 6-12=-729/916 WEBS 3-8=-22/198, 4-8=-233/390, 4-6=-1035/845 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 2-9-1, Exterior(2) 2-9-1 to 7-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • 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 Toad nonconcurrent with any other live loads. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 Ib uplift at joint 6 and 739 lb ufliit • • • at joint 2. •••• 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • • • • • • • • • • • • •••• • • • •• • • • • • • • • • • • • •• • • • • • • •• • • • • • • • • • • • • •• • • • • Job Truss Truss Type QV Ply JAVIER PEREZ 15J16 . HH4 Half Hip 1 1 0020 Job Reference (optional) RT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10-0 1-10-0 4-10-14 4-10-14 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:25 2015 Page 1 ID:vITSk4uNIGtav32GD4Bx1 HySg2W-pkgQ4xXHBn4mDXSfC3TpATHT9APRvKMrGlhbinyRrFK 9-0-0 14-8-0 4-1-2 I 5.8-0 un= 4 Scale.t274 3x4 11 11 4-10-14 4-10-14 Plate Offsets (X,Y)— jI[2:0-2-2,Edge],[4:0-5-4,0-2-41,[6:0-3 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 CSI. TC 0.75 BC 0.65 WB 0.70 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=766/0-8-0, 2=985/0-8-0 Max Horz 2=379(LC 5) Max Uplift6=-508(LC 5), 2=-726(LC 5) 9-0-0 4-1-2 14-8-0 5-8-0 DEFL. in (loc) 1/deft Lid Vert(LL) 0.08 7-9 >999 360 Vert(TL) -0.19 6-7 >907 180 Horz(TL) 0.04 6 nla n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 72 Ib FT = 0% Structural wood sheathing directly applied or 4-6-3 oc purlins, except end verticals. Rigid ceiling directly applied or 5-6-14 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-10=-1599/832, 3-10=-1524/857, 3-4=-988/618, 4-11=-47/35, 5-11=-07/35, 5-6=-246/248 BOT CHORD 2-12=-1009/1432, 9-12=-1009/1432, 9-13=-1009/1432, 8-13=-1009/1432, 7-8=-1009/1432, 7-14=-661/898, 6-14=-661/898 WEBS 3-9=0/273, 3-7=-591/472, 4-7=-111/403, 4-6=-972/714 NOTES- 1)Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 4-9-1, Exterior(2) 4-9-1 • to 9-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • • •• • • 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 Toads. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 Ib uplift at joint 6 and 726 Ib i tir • • • • atjoint 2.•••• •• • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points• • • • • •• • • • • •along the Bottom Chord, nonconcurrent with any other live loads. • • 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 • • • • • • • • •• • • • •• • • • • • • • • ••• • • • • • Job Truss Truss Type Qty Ph' JAVIER PEREZ 15J16 . HHGO COMMON GIRDER 1 1 0021 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 4-2-2 1-10-0 4-2-2 7.800 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:28 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-HwOpDHXwy4CdrhlrinW2lhpd8a]XesN VPQ9EDyRrFJ 7-6-8 10-10-14 15-1-0 3-4-6 3-4-6 4-2-2 4x4 = 4 Scale a 1:27.0 044(0.14) 4-2-2 4-2-2 Plate Offsets (X,Y LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 �- [2:0-0-5,0-1-101, [6:0.6-9,0-1-9] SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 6-8: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=1767/0-8-0, 2=1161/0-8-0 Max Horz 2=164(LC 4) Max Uplift6=-1011(LC 5), 2=-799(LC 4) CSI. TC 0.80 BC 0.72 WB 0.33 (Matrix) 7-6-8 3-4-6 1 10-10-14 3-4-6 DEFL. in (Ioc) I/def) Vert(LL) 0.23 6-7 >751 Vert(TL) -0.39 6-7 >443 Horz(TL) 0.03 6 n/a L/d 360 180 n/a 04-0(0-14) 15-1-0 4-2-2 PLATES GRIP MT20 244/190 Weight: 75 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-2332/1248, 3-4=-1936/1024, 4-5=-1947/1015, 5-6=-2540/1460 BOT CHORD 2-9=-1182/2136, 8-9=-1182/2136, 7-8=-1182/2136, 7-10=-1321/2390, 10-11=-1321/2390, 6-11=-1321/2390 WEBS 4-7=432/913, 5-7=-6631608, 3-7=-394/438 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kr 1.Or • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 • • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1011 Ib uplift at joint 6 and 795.16'' e'. • uplift at joint 2. •••• 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel poin!5 • • • • along the Bottom Chord, nonconcurrent with any other live Toads. 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) 1151 Ib down and 674 ttup• • at 12-8-8 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=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-90, 4-6=-90, 2-6=-20 Concentrated Loads (Ib) Vert: 11=-1151(F) • • • • • • • • • • •• • • • •• • • • • •••• • • • • • • • •• •• • • • • • •• • • • • • ••• • • • •• • • .• • • • • • •• • • • • • Job - T"us Truss Type IQty Ply JAVIER PEREZ 15J16* HHG1 HALF HIP GIRDER �1 1 0022 Job Reference (optional) H -1-10-0 ., MWMI, FL, wcampos 5-10-14 1-10-0 6-10-14 7.500 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:27 2015 Page 1 ID:viTSk4uNIGtav3ZGD4Bx1HySg2W-15yaQdYYJOKUTrc2JU1HFuMvL 32NHV8k3AintyRrF1 11-0-0 148.0 6-1-2 I 3-8.0 I 4:7 = 4 aqM • t:272 2.4 11 6 5-10-14 5-10-14 11-0-0 14-8-0 5-1-2 3-8-0 Plate Offsets (X,Y)— [2:0-6-5,0-1-10], [4:0-0-4,0-2-0], (5:03-0,0-04j, [7:0-3-0,0.4-8] LOADING (psf) SPACING- 2-0-0 T- CSI. DEFL. In (loc) Udefl Lid TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.09 2-7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -0.37 2-7 >464 180 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 31 *Except* 4-5: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 'Except* 6-8: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=76610-8-0, 2=98510-8-0 Max Horz 2=448(LC 4) Max Uplift6=-521(LC 4), 2=-713(LC 4) PLATES GRIP MT20 244/190 Weight: 84 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-1512/875, 3-4=-7331307, 4-5=-11/11, 5-6=-142/132 BOT CHORD 2-9=-107411358, 8-9=-1074/1358, 7-8=-1074/1358, 7-10=-361/635, 6-10=-361/635 WEBS 3-7=-787/787, 4-7=-127/538, 4-6=-895/502 NOTES - 1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=1 Oft; Cat. ll; Exp C; Kdi.00; • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 • • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 Ib uplift at joint 6 and 713 Ib uplift, • at joint 2. • • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • • • • • • • • • • •••• • •• • • • • • •- • • - • • • • • • • • - • • •• • • • • • • • • • - • • • • • • ••• • • • • • 'Job - Truss Truss Type 15J16 HHG2 HALF HIP GIRDER I FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 4.00 I12 6-0-0 6-0-0 666 = 3 467 041(0-14 9 34 2x4 No Qty Ply :JAVIER PEREZ 1 9 0023 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:27 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-I6yBOdYY)OKUTrc2JU1HFuMgF B5NIZ8k3AinfyRrF1 9-10-0 14-8-0 4-10-0 4-10-0 2x4 4 SS 2x47481394-0- 1.2-169 3.4.6, 3 4-7 2x4 No.3 1-2-15 5- 1 2-7 736 M 2610441 3x6 II 10 586 = 5 6-7 2x6 No.2 44-0 5-0'0 9-10-0 5-0-0 4-10-0 Plate Offsets (X,Y)— [Z:0 -0d,,0 -1-10J, [3:0 ,0-2-8],_[5:0-2-8,0-2-12), [6:Edge,03B], [7:0-4-8,0-4-81, [8:0-4-0,0-1.8j 7 we= LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TP12007 2x4 SP No.2 2x6 SP M 26 *Except* 6-7: 2x6 SP No.2 2x4 SP No.3 *Except* 3-7,5-7: 2x4 SP No.2 (Ib/size) 6=766/0-8-0, 2=985/0-8-0 Max Horz 2=248(LC 4) Max Uplift6=-484(LC 4), 2=-750(LC 4) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56, 2-3=-1620/891, 3-4=-1520/962, 4-5=-1520/962, 5-6=-684/480 BOT CHORD 2-9=-900/1458, 8-9=-900/1458, 8-10=-893/1468, 7-10=-893/1468, 7-11=-59/85, 6-11=-59/85 WEBS 3-8=0/288, 3-7=-185/177, 47=470/437, 5-7=-955/1518 CSL TC 0.65 BC 0.25 WB 0.39 (Matrix) 11 14-8-0 4-10-0 Seale = 1:27.9 642x4 O.1 1-2-18 •55.1411804811 DEFL. in (loc) Udefl L/d Vert(LL) 0.09 7-8 >999 360 Vert(TL) -0.13 7-8 >999 180 Horz(TL) 0.01 6 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 78 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=loft; Cat. H; Exp C; Kd1.00i • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 • • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 484 Ib uplift at joint 6 and 750 Itflypji�• • at joint 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points , • along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • • • • • • • • • • • • • • .. • • • • • • • • • • • • • • a • •• •• • • • • • •• 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 • • • • • •• • • • • • • • • • • • • • •• Job • Truss Truss Type 15J16J1 Corner Jack FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 qty Ply IJAVIER PEREZ 17 1 00241 Job Reference (optional) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:28 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-DJ WZdzZAUISL4_AEtCYWn6v18OZu6gzHyJvGJ6yRrFH -1-10-0 1-0-0 1-10-0 1-0-0 1-0-0 1-0-0 Scale = 1:5.9 a1 e SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.00 2 >999 360 MT20 2441190 Lumber DOL 1.33 BC 0.09 Vert(TL) -0.00 2-4 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rile Code FBC20101TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=38510-8-0, 4=9/Mechanical, 3=-126/Mechanical Max Horz 2=111(LC 5) Max Uplift2=-476(LC 5), 3=-126(LC 1) Max Gray 2=385(LC 1), 4=209(LC 14), 3=193(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-76/91 BOT CHORD 2-5=0/0, 4-5=0/0 BRACING - TOP CHORD BOT CHORD Weight: 6 Ib FT = 0% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) Refer to girder(s) for truss to truss connections. • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 Ib uplift at joint 2 and 12%Ib uplift • at joint 3. • • •• - • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel point' • • • • • • • along the Bottom Chord, nonconcurrent with any other live loads. •••• 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 •••• • •••• • • • . • •• • • • • • .. •• • • • • • •• • • • • • • • • • • • • •• • • • ••. • • • • • • • •. • • • • !Job Truss Truss Type 115.116 JIB 'Comer Jack FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcamposl LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010fTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Ply ;JAVIER PEREZ 1 0025 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:29 2015 Page 1 ID:VITSk4uNIGtav3ZGD4Bx1 Hy5g2W-hV4xrJaoF?aBi81QRv3IKJRKOnv7rHCRBNfprYyRrFG 1-0-0 1-0-0 - ase F 12 2 1-2 2x4 No.2 1-1-13 1.a) lG 224 = 4 1-0-0 1-0-0 CS!. DEFL. in (loc) Ildefl LJd TC 0.03 Vert(LL) -0.00 1 >999 360 BC 0.09 Vert(TL) -0.00 1-3 >999 180 WB 0.00 Horz(TL) -0.00 2 nla n/a (Matrix) REACTIONS. (Ib/size) 1=5110-8-0, 3=9/Mechanical, 2=41/Mechanical Max Horz 1=36(LC 5) Max Upliftl=-25(LC 5), 2=-45(LC 5) Max Gray 1=223(LC 13), 3=209(LC 14), 2=41(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-31/12 BOT CHORD 1-4=0/0, 3-4=0/0 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 3 Ib FT = 0% Scale = 1:5.6 Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1 and 45 Ib uplif at • joint 2. • • • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • •••• • • ••• • • •••• •• • • • • • • •••• • • •• • • • • • • • • • • • • •• • • •• •• • • • • • •• •. • • • • • • • • .• • • • • ••• • • • Job _ Truss 15J16 J2 FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos r LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss Type Jack -Open Structural Gable 1 1 0026 Job Reference (optional) Qty PIy JAVIER PEREZ 2+0 7.800 s Oct 3 2014 MiTek industries, Inc. Mon Oct 19 14:04:29 2015 Page 1 ID:vITSk4uN!Gtav3ZGD4Bx1 HySg2W-h V4xrJaoF?aB18IQRv3IKJRIkntF rHCRBNfprYyRrFG 2-0.0 2x4 = 2-0-0 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale = 1:7.2 CSI. DEFL. in (Ioc) I/deft L/d TC 0.14 Vert(LL) -0.00 1 >999 360 BC 0.21 Vert(TL) -0.01 1-3 >999 180 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) REACTIONS. (ib/size) 1=106/0-8-0, 3=19/Mechanical, 2=861Mechanical Max Horz 1=69(LC 5) Max Upiiftl=-55(LC 5), 2=-91(LC 5) Max Gray 1=248(LC 13), 3=219(LC 14), 2=86(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-60/23 BOT CHORD 1-4=0/0, 3-4=0/0 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 2441190 Weight: 6 Ib FT ®0% Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • 6) Refer to girder(s) for truss to truss connections. " ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 1 and 91 Ib uplift at • • joint 2. ' 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • "' • • 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 . • •• • • . • • • • • • • • • •• • • • •••• • • •••• •• • • • • • •• •• • • • • • •• • • • • • ••• • • • •. • • •� • • • • Job 15J16 Truss J3 Truss Type Corner Jack FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 Qty Ply 12 1 JAVIER PEREZ 0027 Job Reference (optional) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:30 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-AhdJ2fbQ0Ji2KIKd_ca_tX_KuBCxakSaQ1 OMN_yRrFF 3-0-0 3-0-0 Plate Offsets (X,Y)— [2:0-3-0,Edge) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Scale =1:9.4 4 asa SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.00 2-4 >999 360 MT20 2441190 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 2-4 >999 180 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Code FBC2010/TP12007 (Matrix) Weight: 12 Ib FT = 0% REACTIONS. (lb/size) 3=39/Mechanical, 2=41210-8-0, 4=26/Mechanical Max Horz 2=176(LC 5) Max Uplift3=-63(LC 7), 2=-423(LC 5) Max Gray 3=39(LC 1), 2=412(LC 1), 4=226(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-70/6 BOT CHORD 2-5=0/0, 4-5=0/0 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=loft; Cat. II; Exp C; Kd 1.00; Encl., GCp1=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 3 and 423 Ib uplift • • • at joint 2. • • • 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. • 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 •••• • •••• • • •• • • • • • •••• • • ••• • • • • • • • • • •• •• • • • • • •• • • • • • • • • • • • • • •• • • • ••• • • • • •. • • • • • • •� • • • • rob Truss 15J16 1J3A FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos 1 -1-10-0 1-10-0 Truss Type Comer Jack ;Qty 'Ply JAVIER PEREZ 3 1 0028 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:30 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-AhdJ2fbQ0Ji2KIKd ca_a KuBCxakSaQlOMNyRrFF 3-0-0 3-0-0 Plate Offsets (X,Y)— [2:03-0,Edge] axe = 3-0-0 3-0-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2010/TPI2007 CSL TC 0.75 BC 0.31 WB 0.00 (Matrix) DEFL. In floc) 1/deft Lid 1 PLATES GRIP Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Vert(TL) -0.03 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a REACTIONS. (lb/size) 3=39/Mechanical, 2=412/0-8-0, 4=26/Mechanical Max Horz 2=176(LC 5) Max Uplift3=-63(LC 7), 2=-423(LC 5) Max Gray 3=39(LC 1), 2=412(LC 1), 4=226(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-70/6 BOT CHORD 2-5=0/0, 4-5=0/0 BRACING - TOP CHORD BOT CHORD Weight: 12 Ib FT = 0% Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 Toads. • 4) Refer to girder(s) for truss to truss connections. • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 3 and 423 Ib uplift •• • at joint 2. •••• • • 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • 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• •••• • • • • • •• •• • • • • • • • • •• • •• • • • • • •• • • • • . .•• • • • • • • • • •• • • • • Job Truss Truss Type 15J16, J5 Jack -Open FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1.10-0 0 1-10-0 Qty Ply 14 1 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:31 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-euBhG?b2ndgvxSvpYK6DPkXVebSoJBijfh8wwQyRrFE 6-0-0 6-0-0 JAVIER PEREZ 0029 3x6 = 5-0-0 6-0-0 Plate Offsets (X,Y)— [2:0-3-0,Edgel LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SPACING- 2-0-0 CSI. Plate Grip DOL 1.00 TC 0.75 Lumber DOL 1.33 BC 0.65 Rep Stress Incr YES WB 0.00 Code FBC2010/TP12007 (Matrix) REACTIONS. (Ib/size) 3=163/Mechanical, 2=488/0-8-0, 4=46/Mechanical Max Horz 2=243(LC 5) Max Upiift3=-183(LC 7), 2=-435(LC 5) Max Gray 3=163(LC 1), 2=488(LC 1), 4=246(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-120/42 BOT CHORD 2-5=010, 4-5=0/0 DEFL. in (loc) Ildefl Lid PLATES GRIP Vert(LL) -0.03 2-4 >999 360 MT20 244/190 Vert(TL) -0.18 2-4 >305 180 Horz(TL) -0.00 3 n/a n/a BRACING - TOP CHORD BOT CHORD Scale = 1:13.2 Weight: 18 Ib FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 3 and 435 ib j • i: yin • at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel poin along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • •••• • • •••• • •••• •• • • • • • • •••• • •• •• • • • • • • • •• • • • •• •• • • • • • • • • • • •• • • • ••• • • • •• • • • • • •• • • • • SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TP12007 4-3-0 4-3-0 5-0-0 0.9-0 DEFL. in (loc) I/deft Lid Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.06 2-6 >842 180 Horz(TL) 0.00 5 n/a n/a Job 15J16 Truss J5A Truss Type Jack -Closed qty !Ply 3 1 JAVIER PEREZ Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos • -1-10-0 1-10-0 0030 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:32 2015 Page 1 I D:vITSk4uNIGtav3ZGD4Bx1 HySg2 W-6414TLcgXwymZcU?61 dSyy3gO?sl2d bttLtTStyRrFD 4-3-0 5-0-0 4-3-0 0-9-0 4x5 =_ Scale = 1:12.8 0441044) Plate Offsets (X,Y)— [2:0-3-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 CSI. TC 0.75 BC 0.38 WB 0.09 (Matrix) REACTIONS. (lb/size) 5=204/Mechanical, 2=484/0-8-0 Max Horz 2=206(LC 5) Max Uplift5=-117(LC 7), 2=-443(LC 5) Max Gray 5=298(LC 20), 2=484(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-7=0/18, 2-7=0/49, 2-3=-157/22, 3-4=-172/72, 4-5=-171/33 BOT CHORD 2-8=-61/124, 6-8=-61/124, 6-9=-61/124, 5-9=-61/124 WEBS 3-6=-87/245 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.Opsf; h=10ft; Cat. 11; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • 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) Refer to girder(s) for truss to truss connections. • • • .••••• • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint 5 and 443 11 rplifd • •••• at joint 2. • 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • •"' • • • • • • ' 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 •• • • • • • • •• •• • •• • • ' • • • • • • • • • • • • • 0 • •• • • ••• • • • • • 0• • Job 115J16 Truss J5B Truss Type Jack -Open FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10.0 1-10-0 1 ictel Ply JAVIER PEREZ 4 1 00311 Job Reference (optional) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:32 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-64I4TLcgXwymZcU?61dSyy3gO?nl2eyttLtTStyRrFD 5-0-0 5-0-0 6-0-0 6-0-0 Scale = 1:13.2 4 Plate Offsets {X,Y)— [2:04-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress incr YES Code FBC2010/TPI2007 csl. TC 0.75 BC 0.65 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.03 2-4 >999 360 Vert(TL) -0.18 2-4 >305 180 Horz(TL) -0.00 3 n/a n/a REACTIONS. (Ib/size) 3=163/Mechanical, 2=488/0-8-0, 4=46/Mechanical Max Horz 2=243(LC 5) Max Uplift3=-183(LC 7), 2=-435(LC 5) Max Gray 3=163(LC 1), 2=488(LC 1), 4=246(LC 14) FORCES. (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-3=-120/42 BOT CHORD 2-5=0/0, 4-5=0/0 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 toads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 3 and 435 IQ upl • at joint 2. • • • 6) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel point along the Bottom Chord, nonconcurrent with any other live loads. • 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 • • • •••• • • •••• • •••• •• • • . • • • • •••• • •• •• • • • • • • • • • •• •• • • • • • • • • • • •• • • • • • �• • • • • • • •• • • • 0110 • • • • • Job Truss ITruss Type 15J16 J7 Jack -Partial FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos -1-10-0 1-10-0 04-0(0-18) Qty Ply 7 1 JAVIER PEREZ 0032 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:33 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2 WaGJShgdJIE5dBm3CgI8hU9cvIPBGn5006?d1_JyRrFC 3-9-2 7-0-0 3-9-2 3-2-14 - 600 fir 3x4 II _ Plate Offsets (X,Y)— [2:03-0,Edge], [3:0-2-13,0-0-8] 2-4 3x4 M 31 7-0-0 9 7-0-0 7-0-0 Scale = 1:16.8 N 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 30.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.07 2-5 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(TL) -0.39 2-5 >198 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=574/0-8-0, 5=69/Mechanical, 3=256/Mechanical Max Horz 2=302(LC 5) Max Uplift2=-471(LC 5), 3=-258(LC 5) Max Gray 2=574(LC 1), 5=269(LC 13), 3=256(LC 1) FORCES. (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-6=-163/0, 6-7=-150/0, 7-8=-141/0, 3-8=-129/66 BOT CHORD 2-9=0/0, 5-9=0/0, 4-5=0/0 WEBS 3-5=0/0 PLATES GRIP MT20 244/190 Weight: 27 Ib FT = 0•.6 4- 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. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.0p; • Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 2-5-13, Exterior(2) • • • 2-5-13 to 6-8-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • • 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 Toad nonconcurrent with any other live loads. • 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection(byothers)of truss to bearing• • • • plate capable of withstanding 471 Ib uplift at joint 2 and 258 Ib upljft • • at joint 3. •••• 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • • 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this ' • • • • 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard • • • • • •• • • • •• • • • • •••• • ••• • • •• • • • • • • • • •• • • • • • • •• • • • • • •• • • • • • • • ••• • • • •• • • • • • Job Truss I15J16, T10 Truss Type INY JAVIER PEREZ Common 1 1 0033 FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 6-9-2 1-10-0 6-9-2 12-8-8 5-11-6 4x5 400 (12 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:34 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-2TtquOex3YDUoveODSfw1 N9zdoVW WTuALfMaWIyRrFB 18-7-14 25-5-0 5-11-6 6-9-2 4x5 = 3x4 7 2x4 100 244 No.3 2-10.8 15 Scale = 1:43.9 3x6 5x6 = 0-11-5(0-1-8) 0-7 8-8-16 0-7 8-1-11 12 11 17 10 18 4444.No.3 2-104 4x6 = 16-8-1 3x4_ 26-5-0 386 04-0(0-14) 7-11-3 8-8-15 Plate Offsets (X,Y)_12_0-2-9,Edge] , [5:0-2-8,Edge], [9:0-3-14,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.96 BC 0.52 WB 0.36 (Matrix) DEFL. in (loc) lldefl lid Vert(LL) 0.25 9-10 >999 360 Vert(TL) -0.64 9-10 >465 180 Horz(TL) 0.10 9 nla nla LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-0-10 REACTIONS. (Iblsize) 2=1560/0-11-5, 9=1353/0-8-0 Max Horz 2=232(LC 7) Max Uplift2=-1010(LC 5), 9=-751(LC 6) PLATES GRIP MT20 244/190 Weight: 110 Ib FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-1-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-13=-3138/1615, 3-13=-3066/1617, 3-44-2968/1650, 4-5=-271911475, 5-6=-2628(1493, 6-14=-2693/1604, 7-14=-2701/1587, 7-8=-278811573, 8-15=-3125/1773, 9-15=-3216/1752 BOT CHORD 2-16=-1552/2871, 12-16=-1552/2871, 11-12=-929/1975, 11-17=-929/1975,10-17=-92911975, 10-18=4544/2952, 9-18=-1544/2952 WEBS 6-10=-527/878, 8-10=-6101633, 6-12=-466/796, 4-12=-582J604 NOTES- • • 1) Unbalanced roof live loads have been considered for this design. • • • • •• 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 9-8-8, Exterior(2) 9-8•-8• •: • to 12-8-8, Interior(1) 15-8-8 to 22-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 •••• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 Ib uplift at joint 2 and 751 Ib uplift atjoint 9. •••..• 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. • • • 7) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • ••• LOAD CASE(S) Standard • •• • • • •••• • • •••• • •• • • • • • •• •• • • • • • •• • • • • ••• • • . • •• • • • • • • • •• • • • • Job 15J16 Truss T11 FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 6-9-2 6-9-2 1-4 Truss Type Common 2x4 3 124-8 5-11-6 416 4.00 12 JAVIER PEREZ 1 0034 I Job Reference (optional) 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 1914:04:34 2016 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-2Ttqu0ex3YDUoveODSf v1N9yboVUWTuALtMaWiyRrFB 18-7-14 25-5-0 5-114 6-9-2 4x5 = 4-5 ;4 No.2 3-3-15 13 6 384 6 2x4 • 4 No.3 2-103 14 &ale.144.1 12 487 = 04-0(0-1-8) 240384M3112.0.0 LJ (T1 U 0-10 2841131 1334 16 11 10 16 6 17 3441:6114o.3 2-104 486 = 8-8-16 164-1 384 = Plate OffsetsjX,Y)— [4:0-2-8,Edgej 8-8-15 7-11-3 { 26-6-0 84-16 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 CSI. TC 0.96 BC 0.53 WB 0.36 (Matrix) 4x7= 040(0.1.1) DEFL. in (Ioc) I/defi Ud PLATES GRIP Vert(LL) 0.25 8-9 >999 360 MT20 244/190 Vert(TL) -0.65 8-9 >460 180 Horz(TL) 0.10 8 n/a n/a BRACING - TOP CHORD BOT CHORD Weight: 106 Ib FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 6-0-15 oc bracing. REACTIONS. (Ib/size) 2=1560/0-8-0, 8=1353/0-8-0 Max Horz 2=232(LC 7) Max Upiift2=-1010(LC 5), 8=-751(LC 6) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-12=-3163/1628, 3-12=-3074/1662, 3-4=-2744/1480, 4-5=-2649/1498, 5-13=-269011605, 6-13=-2699/1588, 6-7=-2787/1574, 7-144-3125/1775, 8-14=-3215/1753 BOT CHORD 2-15=-1571/2897, 11-15=-1571/2897, 10-11=-926/1974, 10-16=-926/1974, 9-16=-926/1974, 9-17=-1546/2951, 8-17=-1546/2951 WEBS 5-9=-527/876, 7-9=-612/634, 5-11=-483/823, 3-11=-589/615 NOTES - 1) Unbalanced roof live Toads have been considered for this design. • • 2) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 1I; Exp C; Kd 13)21;. • •• Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 9-8-8, Exterior(2) 9-8 to 12-8-8, Interior(1) 15-8-8 to 22-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate • grip DOL=1.33 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 Ib uplift at joint 2 and 751 Ib ' uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • ,' • .' along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • •• • • • • •••• • • •••. • • • • • • • • • • •. • • • • • •• • • • • ••. • • • •• • • • • • • •• • • • • • 15J16 Thus Truss Type T12 Common FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampoa -1-10-0 I 6-9-2 1-10-0 6-9-2 ,Qty Ply 2 1 JAVIER PEREZ 0035 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:36 2016 Page 1 ID:vITSk4uNIGtav3ZGDABx1HySg2W-WfRC6MeZgrLLQ3D•nAA9aah8GCa5FxW2J873CyRrFA 12-8-8 18-7-14 25-5-0 6.11-3-0 5-11-6 6-9-2 I 1-10.0.0 J 4.00 j 12 4x9 = Scale =1:44.3 040(0.14) 2x4 I 8-8-15I 12-8-8 16-8-1 Plate Offsets (X,Y)— [2:0-3-14,0-1.8 8-8-154:0- 3-11-9 3-11-0 L [-S,Edgej, I5:0�i-8,0-1-8], j6:0-2-8,EdEdgel, [8:0344,0-14] LOADING (psf) SPACING- 2-0-0 CS]. I DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.23 11-13 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TL) -0.60 8-10 >498 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) 25-6-0 8-8-15 040(0.14) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SPM 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD Weight 1141b FT - 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 6-3-3 oc bracing. REACTIONS. (Ib/size) 2=1552/0-8-0, 8=1552/0-8-0 Max Horz 2=208(LC 7) Max Uplift2=-1006(LC 5), 8=-1006(LC 6) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-14=-3133/1618, 3-14=-3045/1652, 3-4=-2714/1425, 4-5=-2619/1443, 5-6=-2619/1443, 6-7=-2714/1426, 7-15=-3045/1652, 8-15=-3133/1618, 8-9=0/49 BOT CHORD 2-16=-1530/2869, 13-16=-1530/2869, 13-17=-818/1962, 12-17=-818/1962, 11-12=-818/1962, 11-18=-818/1962, 10-18=-818/1962, 10-19=-1351/2869, 8-19=-1351/2869 WEBS 5-10=-490/799, 7-10=-590/615, 5-13=-489/799, 3-13=-590/615, 5-11=-40/229 NOTES - 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; KcP1.00i • Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 9-8-8, Exterior(2) 4.8$4 to 12-8-8, Interior(1) 15-8-8 to 24-2-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 Toad nonconcurrent with any other live loads. •••• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 Ib uplift at joint 2 and 1006% • • • • uplift at joint 8. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points . . along the Bottom Chord, nonconcurrent with any other live loads. • • • • 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 • • • • • • • • • • •• • • • • • •••• • • • • • • •• •• • • • • • • • •• • • • • • •• • • • • • • • • • • ••• • • • Job iTruss 15J16 1T3 FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos -1-10-0 4-8-14 1-10-0 44-14 Truss Type Common 1 8-8-0 3-11-2 Qty JAVIER PEREZ 6 1 0036 Job Reference (optional) 1 7.600 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:36 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W_rtaJif9b9TC2DomLthO6oEMNcoO PtTozrhbeyRrFB 12-7-2 17-4-0 19-2-0 i 3-11-2 4-8-14 1-10-0 455= Scale = 1:33.5 114401-14) 8-8-0 8-8-0 Plate Offsets (X,Y)— [2:0-3-14,0-1-8], [6:03-14,0-1.8] LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 CSI. TC 0.76 BC 0.43 WB 0.20 (Matrix) 17-4-0 8-8-0 040(0-12) DEFL. in (Ioc) I/defl Lid Vert(LL) 0.09 6-8 >999 360 Vert(TL) -0.47 6-8 >428 180 Horz(TL) 0.04 6 n/a nla BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 75 Ib FT = 0% Structural wood sheathing directly applied or 4-1-10 oc purlins. Rigid ceiling directly applied or 7-11-7 oc bracing. REACTIONS. (Ib/size) 2=1108/0-8-0, 6=1108/0-8-0 Max Horz 2=150(LC 7) Max Uplift2=-763(LC 5), 6=-763(LC 6) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-10=-1940/1001, 3-10=-1875/1024, 3-11=-1433/749, 4-11=-1371/766, 4-12=-1371/766, 5-12=-1433/749, 5-13=-1875/1025, 6-13=-1940/1002, 6-7=0/49 BOT CHORD 2-14=-950/1760, 9-14=-950/1760, 8-9=-950/1760, 8-15=-801/1760, 6-15=-801/1760 WEBS 4-8=-152/510, 5-8=-524/537, 3-8=-524/536 NOTES - 1) Unbalanced roof live loads have been considered for this design. . • 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.Opsf; h=10ft; Cat. II; Exp C; Kq 1.00;• • Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 5-8-0, Exterior(2) -8-0► • to 8-8-0, Interior(1) 11-8-0 to 16-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 platettlp •• • •• • • DOL=1.33 ••••• 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 Toad nonconcurrent with any other live loads. • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 763 Ib uplift at joint 2 and 763 lb 'p?ift• • . • • • • atjoint6. •••• • •• 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel point:. • • • along the Bottom Chord, nonconcurrent with any other live loads. • • • • • •• •• • •• 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 • • • • • • • • • • •• • • • • • • ••• • • • •• • •• • • • • • • • •• 'Job Truss Truss Type Qty 115J16 T4 Common FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos ' -1-10-0 4-2-2 1-10-0 4-2-2 IPIy JAVIER PEREZ 1 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:37 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-S1ZzW2gpMTb3gNMzvbDdf?nX_ORwjtQcldbE74yRrF8 74-8 10-10-14 15-1-0 3-44 3-4-6 4.2-2 0037j 41,6 = Scale= 1:27.1 x-14) 7-6-8 7-6-8 Plate Offsets (X,Y)— [2:0-3-14,0-1-81, [6:03-0,Edge], [7:03-0,0-3-0] LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 06-0(0-14) 15-1-0 7-6-8 CSI. TC 0.76 BC 0.93 WB 0.18 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) 0.09 6-7 >999 360 Vert(TL) -0.40 6-7 >433 180 Horz(TL) 0.04 6 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 244/190 Weight: 63 Ib FT = 0% Structural wood sheathing directly applied or 4-2-4 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 6=779/0-8-0, 2=998/0-8-0 Max Horz 2=158(LC 7) Max Upiift6=-433(LC 6), 2=-702(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-8=-1654/977, 3-8=-1590/998, 3-9=-1253/794, 4-9=-1202/811, 4-10=-1202/818, 5-10=-1256/800, 5-11=-1615/1177, 6-11=-1706/1165 BOT CHORD 2-12=-807/1491, 7-12=-807/1491, 7-13=-1019/1565, 6-13=-1019/1565 WEBS 4-7=-162/446, 5-7=-487/495, 3-7=-411/427 NOTES - 1) Unbalanced roof live loads have been considered for this design. • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00 • • • • • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 4-6-8, Exterior(2) 4-6-80 • • to 7-6-8, Interior(1) 10-6-8 to 11-9-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip • • • 6000 ••• • DOL=1.33 • 10... 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 Ib uplift at joint 6 and 702 Ib uplift, • • • • • • • • • • • atjoint2. • •• • •• 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live loads. • • • •• • • • • • • ' • 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 • • • • • • • • • . •• • • •• • • • • • • • • • • • • • • • • • • • • • • IJob 15J16 Truss T5 Truss Type Roof Special QtY N [JAVIER PEREZ 0038 FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 6-0-14 114-0 1-10-0 6-0-14 5-3-2 Job Referenceoptional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:38 2016 Page 1 I D:vITSk4uNIGtav3ZGD4Bx1 HySg2 W-xE6LkOhR7mjwHXx9SIksBDJhJQnTSC?IGHKngWyRrF7 15-0-0 18-8-0 21-5-0 25-5-0 3-8-0 3-8-0 2-9-0 4-0-0 4x6 = Scale = 1:45.1 0-8-0(0-1-8) 1-0-0; 11-4-0 15-0-0 '1-0-0 104-0 3-8-0 Plate Offsets (X,Y)— [2:0-4-5,0.3.41,[6:0.4-2,0-1-8], [7:0-3-0,0-2-128:0-5.4,0-2-0],.19:0-3-14,0-1.8] } 18-8-0 3-8-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 `Except* 1-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 *Except* 9-13: 2x4 SP No.2 2x4 SP No.3 Left 2x4 SP No.3 2-7-13 WEBS SLIDER REACTIONS. (Ib/size) 9=1353/0-8-0, 2=1560/0-8-0 Max Horz 2=213(LC 7) Max Uplift9=-774(LC 6), 2=-983(LC 5) CSI. TC 0.79 BC 0.84 WB 0.67 (Matrix) DEFL. in (loci Vert(LL) 0.4111-12 Vert(TL) -0.96 2-14 Horz(TL) 0.13 9 BRACING - TOP CHORD BOT CHORD 21-5-0 2-9-0 25-5-0 4-0-0 04-0(0-1-10) lr 41 -- 2 I/deft >729 >309 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 Weight: 121 Ib FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-4-8 oc bracing. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-15=-3128/1684, 3-15=-3091/1686, 3-4=-2996/1712, 446=-2420/1354, 5-16=-2338/1372, 5-17=-2298/1395, 6-17=-239211377, 6-7=-4995/2863, 7-8=-4522/2538, 8-18=-3279/1887, 9-18=-3373/1876 BOT CHORD 2-19=-1527/2888, 14-19=-152712888, 14-20=-1630/3167, 13-20=-1630/3167, 12-13=-1630/3167, 12-21=-1630/3167, 11-21=-1630/3167, 11-22=-1687/3118, 10-22=-168713118, 10-23=-1686/3106, 9-23=-1686/3106 WEBS 4-14=-757/732, 5-14=-518/1085, 6-14=-1160/869, 6-11=-1145/1868, 7-11=-180311122, 8-11=-806/1585, 8-10=-16/278} •• 6-12=-41/246 • • • NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCOL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd.16.e0T • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 8-4-0, Exterior(2) 8-44)• • to 11-4-0, Interior(1)14.4-0 to 22-1-0, Exterior(2) 22-1-0 to 25-1-0 zone;C-C for members and forces & MWFRS for reactions sl,i. • Lumber DOL=1.33 plate grip DOL=1.33 • • 3) Provide adequate drainage to prevent water ponding. ' • • • 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 Toad nonconcurrent with any other live Toads. . •• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774 Ib uplift at joint 9 and 983 Ib4lplift • at joint 2. . . • 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • ••• • • •••• • •• • • • • * •• •• • • • • • •• • • • • • ••• • • • •• • •• • • • • •• • • • • 15J16 Truss T6 FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10-0 6-0-14 1-10-0 6-0-14 Truss Type Roof Special 11-44 6-3-2 410 12 4x5 = Qty 1 PIy JAVIER PEREZ 1 00391 Job Reference (optional) 7.800 s Oct 3 2014 MITek Industries, Inc. Mon Oct 19 14:04:39 2015 Page 1 ID:vITSk4uNlGtav3ZGD4Bx1 HySg2WPOglakh3u4mvh WLO?F5M2apJp688iyvUx4LCzyRrF6 14-0.0 16-8-0 194-0 263-0 2-8-0 I 2-8-0 I 2-9-0 } 6-0-0 Seas = 1:45J 5x$ = 4x5 = ac4II 04010-1-13) 3x6 = 1-0-0 6-0-14 11-4-0 16-8-0 1-0-0 6-0-14 5-3-2 6.4-0 Plate Offsets (X,Y)-J2:0-2-9,Edge], (7:0-1-12,0-1-8], [8:0-5-4,0-2-4], [10:0-3-14,0-1-8] LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-8-6 3x4 = 3x4 = 5x5 = 19-5-0 2-9-0 264-0 6-0-0 9X6 0-8-0(0-1-10) CSI. DEFL. in (ioc) I/deft lid PLATES GRIP TC 0.96 Vert(LL) 0.3413-14 >887 360 MT20 244/190 BC 0.94 Vert(TL) -0.5413-14 >550 180 WB 0.50 Horz(TL) 0.15 10 n/a n/a (Matrix) Weight: 121 Ib FT = 0% a N BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 10=1353/0-8-0, 2=1560/0-8-0 Max Horz 2=213(LC 7) Max Upliftl0=-774(LC 6), 2=-980(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-17=-3188/1601, 3-17=-3121/1603, 3-4=-3031/1630, 4-5=-3014/1631, 5-18=-2398/1393, 6-18=-2320/1410, 6-7=-2351/1438, 7-19=3892/2265, 8-19=-3953/2256, 8-9=-3025/1781, 9-20=-3160/1789, 10-20=-3252/1773 BOT CHORD 2-21=-1444/2917, 16-21=-144412917, 15-16=-1444/2917, 15-22=-1444/2917, 14-22=-1444/2917, 14-23=-1449/2821, 13-23=-1449/2821, 12-13=-1878/3664, 12-24=-1878/3664, 11-244-1878/3664, 11-25=-1562/2978, 10-25=-1562/2978 WEBS 5-16=0/290, 5-14=-816/637, 6-144-573/1098, 7-144-920/689, 7-13=-800/1309, 8-13=-917/655, 8-11=-811/425, 9-11=-272/650 NOTES- ; . •• • 1) Unbalanced roof live loads have been considered for this design. • • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd• Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 8-4-0, Exterior(2) 8.45. • • to 11-4-0, Interior(1) 14-4-0 to 22-1-0, Exterior(2) 22-1-0 to 25-1-0 zone;C-C for members and forces & MWFRS for reactions shoyrp;. • Lumber DOL=1.33 plate grip DOL=1.33 • . 3) Provide adequate drainage to prevent water ponding. • • • . 4) The solid section of the plate is required to be placed over the splice line at joint(s) 4. 5) Plate(s) at joint(s) 4 checked for a plus or minus 5 degree rotation about its center. • • • 6) Plate(s) at joint(s) 6, 8, 9, 10, 2, 2, 2, 15, 5, 16, 14, 7, 13, 11 and 12 checked for a plus or minus 0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774 Ib uplift at joint 10 and 98015 • uplift at joint 2. . • 9) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points... • along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • 0041• • • • • • 0000 • .. • • • • • .• •. • • • • • •• • • • • • • • • •• • • • • ••• • • • •• • • • 'Job 15J16 Truss T7 I Truss Type Roof Special FORT DALLAS TRUSS CO LLC., MIAMI, FL, wcampos -1-10-0 1-10-0 6-0-14 11.4-0 6-0-14 5-3-2 324 4.00 12 435 64 2x4 17'8•T3 310.2 4x8 = Ply JAVIER PEREZ 1 0040 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:40 2015 Page 1 ID:vITS k4uN)Gtav3ZGD4Bx1 HySg2W-tcE5941ifOzeXg5Yajm KHeP2NDUBw982jbpukPy RrF5 14-8-0 17-5-0 21-0-2 25-5-0 3-4-0 2-9-0 I 3.7-2 4-4-14 8 18 3x8 6-13 2x4 No.3 3.6-1 1-0 2x4Nc21 7-13 23‘4 No.33-11-14 4-15 224:N4.3 1-9-10 3, 3-7 1f1 44-234 No.2-0 6 0 5x8 = 04-0(0.14) 4x9 7 4x5 = fi234 9 7.11 "S 3-2-14 - elk 15 14 21 13 2223 23 2x4 11 425 — 328 2x4 11 528 = 9-11_214-148.3 3- -13 -10-11-2x4M 21.8 0 0 24 11-0-0, 6-0-14 11-4-0 14-8-0 17-6-0 25-5-0 '1-0-0' 6-0-14 6-3-2 3-4-0 2-9-0 8-0-0 Scale = 1:45.8 10 309` 04-0(0-14) Plate Offsets (Y)— [2:0-2-9,Edge], [5:0-2-8,Edge], [7:0.5.4,0-2-01, [10:0-3-14,0.1-8], [11:0-2-12,0-3-0]__ I LOADING (psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def! Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.27 12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.47 10-11 >636 180 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 124 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins. BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. 11-14: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-8-6 REACTIONS. (Ib/size) 10=1353/0-8-0, 2=156010-8-0 Max Horz 2=213(LC 7) Max Upliftl0=-774(LC 6), 2=-977(LC 5) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-16=-3188/1602, 3-16=-3121/1604, 3-44-3031/1632, 4-17=-2395/1402, 5-17=-2317/1405, 5-6=-2295/1419, 6-18=-2317/1435, 7-18=-2345/1418, 7-8=-2691/1573, 8-9=-2895!1606, 9-19=-3230/1938, 10-19=-3312/1926 BOT CHORD 2-20=-1434/2918, 15-20=-1434/2918, 14-15=-1434/2918, 14-21=-143412918, 13-21=-1434/2918, 13-22=-1545/3000, 12-22=-1545/3000, 12-23=-1544/2999, 11-23=-1544/2999, 11-24=-173413068, 10-244-1734/3068 WEBS 4-15=0/292, 4-13=-822/633, 6-13=-530/1057, 7-13=-1031/729, 7-12=-80/199, 7-11=-432/330, 8-11=-301/599, 9-11=-431/466 • • • NOTES- • • • •• • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 1); Exp C; Kdb?DOj • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 8-4-0, Exterior(2) 844). • • to 11-4-0, Interior(1) 14-4-0 to 22-1-0, Exterior(2) 22-1-0 to 25-1-0 zone;C-C for members and forces & MWFRS for reactions showni • Lumber DOL=1.33 plate grip DOL=1.33 • • 3) Provide adequate drainage to prevent water ponding. •••• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774 Ib uplift at joint 10 and 977 Tb. • • uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel point: • along the Bottom Chord, nonconcurrent with any other live loads. • 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 •••• • • •••• • •• • • • • • •. •• • • . • • • • • •• • • • • • • • • • • • • • • • • •• • • • • Job Truss 15J16 T8 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos -1-10-0 6-0-14 1-10-0 6-0-14 346 Truss Type QY PI !JAVIER PEREZ Roof Special 1 1 I 0041 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:41 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-LpoTMQjKQh5U8_gkBQHZprxC7dppfcTCyFZSGryRrF4 11-4-0 12.5-0 14-0-8 15-6-0 20-0-2 25-5-0 1 3x4 ti 4-17 244 N0.31-9.10 61.7 +OM. 2-16 Z04 No.2-e4-84 ► , 21 5-3-21 1-4-01-4-8 1-4-8 4-7-2 5-4-14 4.00 112 4x5 9 i 5x6 = 044(0-1-13) 17 234 ! i 4x5 = 4x9 = 7 444 = 8 6-16 2x4 N0.3 3-61 FT 22 18 445 = 7-13 2c4 344 9-19 2x4446.9 4-/Pfic � I 8.04 16 23 14 24 -- 12 348 = 2x4 t! 348 = 4x5 _ 1-0-0 6-0-14 11-4-0 12-8-0 15-5.01 20-0-2 1-0-0 6-0-14 63-2 1-4-0 ' 2-9-0 4-7-2 Plate Offsets (X,Y)— [2:0-2-9,Edge], [5:0-2-8,Edga], [7:0-5-4,0-2-0], [10:0-3-14,0-1-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SLIDER SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 Left 2x4 SP No.3 2-8-6 REACTIONS. (lb/size) 10=1353/0-8-0, 2=1560/0-8-0 Max Horz 2=213(LC 7) Max UpIift10=-774(LC 6), 2=-975(LC 5) CSI. TC 0.75 BC 0.87 WB 0.49 (Matrix) 344 10.7-11 20 Scale = 1:45.8 25.6-0 5-4-14 DEFL. in (loc) I/deft Lid Vert(LL) 0.2713-14 >999 360 Vert(TL) -0.42 13-14 >702 180 Horz(TL) 0.14 10 nla n/a BRACING - TOP CHORD BOT CHORD 171 PLATES GRIP MT20 244/190 Weight: 129 Ib FT = 0% Structural wood sheathing directly applied or 2-6-10 oc purlins. Rigid ceiling directly applied or 4-4-7 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-18=-3188/1530, 3-18=-3121/1532, 3-4=-3075/1560, 4-19=-2397!1326, 5-19=-2320/1329, 5-6=-2296/1343, 6-7=-2305/1371, 7-8=-2396/1434, 8-9=-2577/1446, 9-20=-3246/1860, 10-20=-3338/1843 BOT CHORD 2-21=-1433/2917, 17-21=-1433/2917, 17-22=-1433/2917, 16-22=-1433/2917, 15-16=-1433/2917, 15-23=-1149/2458, 14-23=-1149/2458, 14-24=-1148/2456, 13-24=-1148/2456, 12-13=-164913073, 11-12=-1649/3073,11-25=-1649/3073, 10-25=-1649/3073 WEBS 4-17=0/295, 4-15=-8151627, 6-15=-579/1067, 7-15=-735/542, 7-14=-137/161, 7-13=-208/168, 8-13=-212/453, 9-13=-772/603 , 9-11=0/299 • • • • NOTES- • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 8-4-0, Exterior(2f t;-4-0 • • to 11-4-0, Interior(1) 12-8-0 to 15-5-0, Exterior(2) 22-1-0 to 25-1-0 zone;C-C for members and forces & MWFRS for reactions show•ip Lumber DOL=1.33 plate grip DOL=1.33 • • 0000 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 774 Ib uplift at joint 10 and 974 {p• • • • uplift at joint 2. • • • 7) This truss has been designed for a moving concentrated Toad of 200.01b dead located at all mid panels and at all panel points • along the Bottom Chord, nonconcurrent with any other live Toads. • • • 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 • • 0000 • • 0000 • • • 0 • • • • • . •• • • • • • •• • • . • • . 0 • • • • 410 0 .• • • • • • • .. • (Job Truss [15J16 T9 FORT DALLAS TRUSS CO. LLC.. Truss Type Common MIAMI, FL., wcampos -1-10-0 6-9-2 1-10-0 6-9-2 394 35.4 16 2 1 2-132x4M316-0-0 3x6 = "-1 16 12-8-8 364 5-11-6 4.00.12 495 !Qt (PIy 'JAVIER PEREZ 1 1 1 I 0042 1 Job Reference (optional)_ 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:42 2015 Page 1 ID:vITSk4u NIGtav3ZGD4Bx1 HySg2 W-p?MsalkyB?DLm8Fwh800M3UKd18YOzILAvu?piyRrF3 18-7-14 25-5-0 5-11-6 6-9-2 496 = 58 4 No.2 33-16 16 16 394 7 3x4 .3 2-04 4-12 2X -411o4 04-0(0.13) 10 11-13 2x4 No.2 9-6-0 6 I 910 2111'4.3 2-04 II I 14 13 19 12 20 11 10 5x6 = 4x6 =_ 2x4 ! 4x6 2x4 I l 17 Scale 1:43.9 1-0-06-9-2 11-04 i 5-9-2 12-84 3x6 = 18-7-14 9-11 2x4 M 31 6-0-0 21 26-6-0 3x6 0-6.0(91.6) 6-11-6 Plate Offsets (Xj10— [2:0-2-9,Edge], [5:0-2-8,Edge], [9:0-3-14,0-1-8] I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.00 TC 0.96 TCDL 15.0 Lumber DOL 1.33 BC 0.90 BCLL 0.0 Rep Stress Incr YES WB 0.84 BCDL 10.0 Code FBC2010/TP12007 (Matrix) 6-11-6 6-9-2 DEFL. in (Ioc) 1/deft Ud Vert(LL) 0.2412-14 >999 360 Vert(TL) -0.43 12-14 >684 180 Horz(TL) 0.12 9 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 *Except* BOT CHORD 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 3-0-11 PLATES GRIP MT20 244/190 Weight: 115 Ib FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-9-5 oc bracing. REACTIONS. (lb/size) 2=1560/0-8-0, 9=1353/0-8-0 Max Horz 2=232(LC 7) Max Uplift2=-1010(LC 5), 9=-751(LC 6) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/49, 2-15=-3154/1573, 3-15=-3077/1587, 3-4=-2980/1608, 4-5=-2198/1281, 5-6=-2109/1299, 6-16=-2109/1304, 7-16=-2118/1287, 7-8=-2202/1274, 8-17=-3159/1750, 9-17=-3249/1727 BOT CHORD 2-18=-1511/2881, 14-18=-1511/2881, 13-14=-1511/2881, 13-19=-1511/2881, 12-19=-1511/2881, 12-20=-1520/2979, 11-20=-1520/2979, 10-11=-1520/2979, 10-21=-1520/2979, 9-21=-1520/2979 WEBS 4-14=0/313, 4-12=-989/756, 6-12=-368/840, 8-12=-1091/838, 8-10=0/335 • • NOTES- • • • • •• • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu)t=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. H; Exp C; Kd 140t' : • • Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) -1-9-7 to 1-2-9, Interior(1) 1-2-9 to 9-8-8, Exterior(2) 9-9.8 • • • • to 12-8-8, Interior(1) 15-8-8 to 22-1-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.33 plate • • • • grip DOL=1.33 • • 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 Ib uplift at joint 2 and 751 lb• • • • • • uplift at joint 9. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • along the Bottom Chord, nonconcurrent with any other live loads. •• 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 ' • • • •••• • • •••• • •• • • • • • •- •• • • • • • •• • • • • - • • • • - • • ••• • • • •• - • • FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos -1-10-0 1-10-0 ter '. n 2 ✓?66 7x6 = 18 336 = 1-4 23 6-0-14 6-0-14 338 Truss Type Ph' ;JAVIER PEREZ ROOF SPECIAL GIRDER 11 2 1 0043 'Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:43 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-HBwEn5layJLCOIg7FrJ1 uG1 cJRc77apVPY2YLkyRrF2 11-4-016-0-0 20-8-0 23-5-0 25-5-0 27-3-0 53-2 4-8-0 4-8-0 2-9-0 2-0-0 I- 1-10-0 I 4.00 12 334 436 % K 2x4 45 485 = 9 334 7 9-11-4 7310 1-26(0-1-8) Scale: 1/4'-1' 6310 No.2-24-9 10 17 )�� 4'No.24-1-1017— 11 It Id 16 19 15 20 1421 13 2223 12 u6x8 2x4 !i 7310 4.6 = 0-1-0 6-0-14 11-4-0 18-0-0 20-8-0 0-1-0 5-11-14 5-3-2 4-8-0 4-8-0 Plate Offsets (X,Y)— [2:0-2-9,0-4-71,j4:0-2-8,Edge], [8:0-1-0,0-3-0], [9:0-7-4,0-2.8], [10:0-5-10,O-0-01 [15:0.5-0,0-4-8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPA Plat( Lum Rep Codi 04.5(4141 23-5-0 25-5-0 2-9-0 ) 2-0-0 :ING- 2-0-0 CS). DEFL. in (loc) l/defl Lid PLATES GRIP Grip DOL 1.00 TC 0.45 Vert(LL) 0.28 13-14 >999 360 MT20 244/190 Ser DOL 1.33 BC 0.43 Vert(TL) -0.41 13-14 >726 180 Stress Incr NO WB 0.25 Horz(TL) 0.05 10 n/a n/a FBC2010/TPI2007 (Matrix) Weight: 282 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 "Except' 6-8: 2x4 SP M 31 BOT CHORD 2x6 SP No.2 *Except* 10-15: 2x6 SP M 26 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-5-3 REACTIONS. (Ib/size) 2=1532/1-2-5, 10=1516/0-8-0 Max Horz 2=-191(LC 38) Max Uplift2=-964(LC 4), 10=-1117(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/55, 2-3=-3453/1731, 3-4=-3354/1744, 4-5=-3283/1746, 5-6=-2464/1316, 6-7=-2481/1314, 7-8=-4024/2199, 8-17=4633/2614, 9-17=4633/2614, 9-10=-4629/2589, 10-11=0/59 BOT CHORD 2-18=-162713206, 16-18=-1627/3206, 16-19=-162713206, 15-19=-162713206, 15-20=-1861/3788, 14-20=-1861)3788, 14-21=-2678/4943, 13-21=-2678/4943, 13-22=-2494/4633, 22-23=-2494/4633, 12-23=-2494/4633, 12-24=-2330/4315, 10-24=-2330/4315 WEBS 5-16=0/298, 5-15=-1020/750, 6-15=-540/1115, 7-15=-1664/1139, 7-14=-307/807, 8-14=-1833/887, 8-13=-1346/838, 9-12=-720/1380 • • • • •• • NOTES - 1) 2 -ply truss to be connected together with 10d (0.148"x3") nails as follows: • , , • Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. • • Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. •••• Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 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. kW.... to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. • • • 4) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.Opsf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1!00; • Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.33 plate grip DOL=1.33 . • 5) Provide adequate drainage to prevent water ponding. • • • • 6) Plates checked for a plus or minus 0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 964 Ib uplift at joint 2 and 1117 Ib uplift at joint 10. 9) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 65 Ib up at 2244 on top chord, and 199 Ib down and 2 ib up at 2244, and 333 Ib down and 150 Ib up at 23-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 • • • •••. • • • •••• •• • • • • • •• •• • • • • • •• • • • • • • • • • •• • • • ••• • • • • • • • • JobTruss 15J16, ITG2 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos Truss Type ROOF SPECIAL GIRDER LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-6=-90, 6-8=-90, 8-9=-90, 9-11=-90, 2-10=-20 Concentrated Loads (Ib) Vert: 12=67(F)17=4(F) 23=1(F) 12 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 1914:04:43 2015 Page 2 ID:vITSk4uNlGtav32OD4Bx1HySg2W-HBwEn5layJLCOIg7FrJ1 uG1cJRc77apVPY2YLkyRrF2 JAVIER PEREZ 0043 • • • • • •• • • ...• • • •••• • • •• •• • • • .••• • • • • •.•• • • • • • • •• •• • • . • • •• • • • • • • • • • • • • • • • • • • • • • • •• • • ••• • • • • Job 15J16 Truss V12 Truss Type Valley FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos 6-0-0 6-0-0 4.00 12 'Qty 1 Ply JAVIER PEREZ 1 1 0044 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:44 2015 Page 1 ID:vITSk4uNlGtav3ZGD4Bx1HySg2W-1OUc RICjcT3?SPJpZrGRUZnRgx6s2FeeCn6tAyRrF1 12-0-0 6-0-0 4x5 = 3 3x4 5 4 2.4 r 12-0-0 12-0-0 6 3x4 cr Scale =1:18.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid TOLL 30.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) nla - nla 999 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) nla - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 3 nla nla BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=239/12-0-0, 3=239/12-0-0, 4=645/12-0-0 Max Horz 1=73(LC 7) Max Upliftl=-161(LC 5), 3=-170(LC 8), 4=-301(LC 5) Max Gray 1=306(LC 18), 3=306(LC 20), 4=645(LC 1) FORCES. (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-98197, 2-3=-98/94 BOT CHORD 1-5=0/42, 4-5=0142, 4.6=0/42, 3-6=0142 WEBS 2-4=-450/478 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 2441190 Weight: 36 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for • • reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • • •• • 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 1, 170 Ib uplift 4... joint 3 and 301 ib uplift at joint 4. •• 7) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points • • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • . • • • • • • • •• • • • ••.• •••• • •• • • • • • •• •• • • • • • •• • • • • ••• • • • • • • • • • •• • • • • • Job Truss I15J16 V16 Truss Type Valley FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos 8-0-0 8-0-0 Ply 1 JAVIER PEREZ Job Reference (optional) 0045 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:45 2015 Page 1 ID: vITSk4uNIGtav32G D49xl HySg2 W-Dal_CnmgUwbwdc_VNGMV_h6sDEBobUOntsXfPcy RrFO 16-0-0 8-0-0 2 Scale = 1:24.8 3x6 Plate Offsets (X,Y)-14:0-3-0,03-0] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD OTHERS 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 9 4 686 = 16-0-0 16-0-0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.87 BC 0.80 WB 0.20 (Matrix) REACTIONS. (Ib/size) 1=332/16-0-0, 3=332/16-0-0, 4=898/16-0-0 Max Horz 1=102(LC 7) Max Uplift/=-224(LC 5), 3=-237(LC 8), 4=-419(LC 5) Max Gray 1=347(LC 18), 3=347(LC 20), 4=898(LC 1) 10 3x6 DEFL. in (Ioc) 1/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - nla 999 Horz(TL) 0.00 3 nla n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-137/112, 5-6=-37/114, 2-6=-20/135, 2-7=-20/116, 7-8=-37/96, 3-8=-137/92 BOT CHORD 1-9=0/58, 4-9=0/58, 4-10=0/58, 3-10=0158 WEBS 2-4=-627/566 PLATES GRIP MT20 2441190 Weight: 49 Ib FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd.1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 5-0-0, Extertor(2f • • 5-0-0 to 8-0-0, Interior(1) 11-0-0 to 12-1-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 • • plate grip DOL=1.33 • 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. •••• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 Ib uplift at joint 1, 237 Ib uplift gr • joint 3 and 419 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • • • •• • • • • •••• • ••• • •• • • • • • •• •• • • • • • •• • • • • •� • • • • • • • ••• • • • • • ;Job Truss (Truss Type 116J16* V2 Valley FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Qty IPIy IJAVIER PEREZ 2 1 0046 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:45 2015 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1HySg2W-Dai Cnmquwbwdc_VNGMV_h63BEMbbXAntsXIPcyRrFO 2-0-0 2-0-0 4.00 112 2 •�� 4 1 II IV• ••••••V+• ,v��....,�1t� � •�� • •�� • • • • AAA.•.• 4_.• •�� • • •A• •� +•. •. SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 4 2x4 2-0-0(0-14) 2-0-0(0-14) Scale = 1:5.6 CSI. TC 0.04 BC 0.11 WB 0.00 (Matrix) REACTIONS. (Ib/size) 1=61/2-0-0, 2=5012-0-0, 3=11/2-0-0 Max Horz 1=37(LC 5) Max Upliftl=-32(LC 5), 2=-51(LC 5) Max Gray 1=228(LC 13), 2=50(LC 1), 3=211(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-32/13 BOT CHORD 1.4=0/0, 3-4=0/0 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) nla - n/a 999 MT20 244/190 Vert(TL) nla - n/a 999 Horz(TL) -0.00 2 nla n/a BRACING - TOP CHORD BOT CHORD Weight: 5 Ib FT = 0% Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. • • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • • • capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 51 Ib uplift.qt; • • joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • • • • • • along the Bottom Chord, nonconcurrent with any other live loads. •••• 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 • • •• •• • • • • • • • • • • •• • • • • 00.0 • • • • • ••• • •• • • • • • •• •• • • • • • •• • • • • • • • • • • • • • • • • • • • • • Job Truss Truss Type QtY PIY JAVIER PEREZ 15J16. V4A Valley 1 1 0048 Job Reference (optional) FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos 7.600 s Oct 3 2014 MiTek Industrles, Inc. Mon Oct 19 14:04:47 2016 Page 1 ID:vITSk4uNIGtav3ZGD4Bx1 HySg2W-Az9IdTo5?Xresv7uUhOz36B072?i3Qg4KA0mUVyRrF_ 4-0-0 2+0 2-0-0 2-0-0 4.00 FIT 2 204 Seale .1:7.4 Plate Offsets (X,Y)— [2:0-2-0,Edge] 4 2¢4 2.4 4-0-0 4-0.0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2010/TPI2007 CSI. TC 0.08 BC 0.26 WB 0.00 (Matrix) DEFL. in (foc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (ib/size) 1=121/4-0-0, 3=121/4-0-0 Max Horz 1=16(LC 7) Max Uplift/=-67(LC 5), 3=-67(LC 6) Max Gray 1=255(LC 17), 3=255(LC 18) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-169/233, 2-3=-169/233 BOT CHORD 1-4=-191/149, 3-4=-191/149 PLATES GRIP MT20 244/190 Weight: 9 Ib FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for • • reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • 4) Gable requires continuous bottom chord bearing. • • • • . • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • •••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ib uplift at joint 1 and 67 Ib urlift at joint 3. • • • 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points • • • • .. • • • along the Bottom Chord, nonconcurrent with any other live loads. ' ' • • • 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 • • •• •• • • . • • • • • • • •• • • • • • ••• • • • • • Job 15J16 Truss V4 I Truss Type Valley FORT DALLAS TRUSS CO LLC., MIAMI, FL., wcampos QtY Ply JAVIER PEREZ 1 1 0047 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:46 2015 Page 1 I D:vITSk4uNIGtav3ZGD4Bx1 HySg2W-imbMP7nSEEjnFIYhw_tkWve9JeerKzOx5WGDy3yRrFT 4-0-0 4-0-0 4.00 12 2x4 If 2 2x4 (0-1.8) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSL TC 0.34 BC 0.36 WB 0.00 (Matrix) 4 3 244 !I (044) Scale = 1:8.7 DEFL. in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a nla PLATES GRIP 91120 244/190 Weight:121b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=163/4-0-0, 3=163/4-0-0 Max Horz 1=98(LC 5) Max Uplift/=-87(LC 5), 3=-120(LC 5) Max Gray 1=274(LC 13), 3=274(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-85134, 2-3=-133/220 BOT CHORD 1-4=0/0, 3-4=0/0 NOTES - 1) Wind: ASCE 7-10; Vuit=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • 3) Gable requires continuous bottom chord bearing. • • • • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • • • • • • • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint 1 and 120 Ib uAflft : • • •••• at joint 3. • • • 6) This truss has been designed for a moving concentrated load of 200.016 dead located at all mid panels and at all panel points • • • • • • • along the Bottom Chord, nonconcurrent with any other live loads. • • • • • • • 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 • • •• •• •• • • • • • •• • • • • • • • • • • • • • • • • • •• • • • ••• • • • • • (Job !Truss 15J16 V8 Truss Type iQtY Valley 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos 1 4-0-0 4-0-0 4.00112 1-22x4N Ply 1JAVIER PEREZ 1 'Job Reference(optional) 0049 7.600 s Oct 3 2014 MiTek Industries, Inc. Mon Oct 19 14:04:47 2015 Page 1 ID: vITSk4uN IGtav3ZGD4Bx 1 HySg2 W-Az9IdTo5?Xresv7u UhOz36B Ku2?43Pp4KA0m U Vy RrF_ 8-0-0 4-0-0 4x5= 242x4140.2 3.34 2x4 1-3 2x4 Not 3-0.0 4 2x4 8-0-0 8-0-0 6 2x4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.35 BC 0.30 WB 0.12 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=16818-0-0, 3=168/8-0-0, 4=347/8-0-0 Max Horz 1=-45(LC 8) Max Uplift/=-118(LC 5), 3=-123(LC 6), 4=-143(LC 5) Max Gray 1=271(LC 18), 3=271(LC 20), 4=367(LC 19) FORCES. (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-51/61, 2-3=-51/61 BOT CHORD 1-5=0/25, 4-5=0/25, 4-6=0/25, 3-6=0/25 WEBS 2-4=-269/335 3 Scale = 1:14.3 DEFL. in (loc) I/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) nla nla 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 231b FT = 0% 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. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Kd 1.00; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for • , reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 • • • 3) Plates checked for a plus or minus 0 degree rotation about its center. " • • 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 1, 123 Ib uplift.at••• joint 3 and 143 ib uplift at joint 4. • 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • • • • • along the Bottom Chord, nonconcurrent with any other live loads. 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 • • • • • • • • • •••• • • •••• • •• • • • • • •• •• • • • • • •• • • • • • • • • • • • • • • • • .• • • • • • • • • • • • • • • • Florida Building Code Online Busines , Professional Page 1of4 SCIS Home Log In User Registration Hot': opis Submit Surcharge Stats & Facts PublicaUors FBC Staff BCIS Site Map • links Search Product Approval USER: Public User Product Acorwal Meng > PANIv t'+ FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/ E rr a i i Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By dea^flwrtr4�an t,.c,; Application Detail FL821-R3 Revision 2010 Approved United Steel Products Company 703 Rogers Drive Montgomery, MN 56069 (952) 898-8772 rswanson@mll.com Rex Swanson rswanson@mii.com Todd Grevious, PE 14305 Southcross Drive Burnsville, MN 55306 (952) 898-8651 tgrevious@gibraltarl.com Chad Becker 703 Rogers Drive Montgornery, MN 56069 (507) 364-7333 cbecker@mll.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC PFS Corporation 12/31/2015 Terrence E. Wolfe P.E Validation Checklist - Hardcopy Received. • • • • Y • • • • • FL821 R3 COI .ICC indeoendence.cert.odr • • • • Standard AF&PA National Design Specification ASTM D1761 ASTM D7147 • • • • • •• • • • • • •• •• • • • • • • •• •• •• • • • • • • • • • • •• • 2005 • 20'00 • 20©••• • N• • • • •• • http: //floridab uilding.org/pr/pr_app,dtl. aspx ?param=wGE V XQwtDgti 7enlm9An9z B7dZ 8 -.. 6/13/2012 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page Qi Method 1 Option C 02/22/2012 04/25/2012 04/30/2012 06/11/2012 Page 2 of 4 0 O Page 2/ S G FL del, Number o escr€pLlon 21 21 HUS24-3 €ant Nall Joist Ha of Use Approved for use in HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: NIA Other: Product Deleted. Design Pressure: N/A Other: Subject to loads CnstallatIon Instructions FL821 R3 II esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports F R AE 821.22 HUS26, HUS26-2 Slant Nail Iolst Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A and installation instructions uKflneii In report ESR -1881. 21.23 iHUS26- Installation Instructions FL821 R3 II AE esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL821 R3 AE AE esr.1881,pdf Slant ldali Joist H imps of Use Approved for use in HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted. 821.24 HUS28, HUS28 2 Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to bads and installation Instructions .utitned in re.ort ESR -1881. 5 li U stallatlon Instructtor>s FL821 R3 II esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports 21 R3 AE esr'1$81.odf Installation Instructions FL821 R3 II esr1881,pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL821 R3 AE esr188l.odf Nall n is of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Nc Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted. Ilation instructions FL821 R3 II esr1881,0f Verified By: ICC Evaluation Serviv, LLC• Created by Independent Third Pauty: • • Evaluation Reports • • • • ♦••• • ••• • AMAIL .26 L€mics of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: NIA Other: Subject to loads and Installation instructions utiined In report ESR -1881. 0 ant Nail Instal#atis}n Instructions •••• FL8g1 R3 1I esr1881.odf • • Verified By: ICC Evaluation Service tri Created by Independent Third Paft1S • • • • Evaluation Reports • • • • • FL821. R1.Ag_. 5.clf$13142df • •• • • • • • •• • • • • 21.27 US412 Slant Nall Toist Han•er Ion Instructions • • • F1821 P3 II esr1881.odf •• • Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports LE21 R3 AE esr1.881.pdf units of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and installation instructions • • •• • • •• http:// fIoridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9zB7dZ8... 6/13/2012 Florida Building Code Online Page 3 of 4 ooutilned In report ESR -1881. 1 21.28 1HUS414 Slant Nail Joist Hanger Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted. nstatiation Instructions FL821 R3 II esr188L df Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports F : i r :_: :f 21.29 HUS44 Iant Nail Joist Han.er mits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: No Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted. Installation Instructions fL821 R3 II esr1881.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports, FL8 , P r :: •:f :21.30 1HUS46 Slant Nal Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and installation instructions tlined In report ESR -1881. Installation Instructions FL82I R3 II esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL821 R3 AE esr1881.ndf 21.31 1HUS48 'Slant Nail Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and installation instructions outlined in report ESR -1881. Installation Instructions FL821 R3 II esr1881,odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL821 R3 AE esr1881.g4f 21.32 JUS210 Slant Nail Joist Hanger `Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and installation instructions •utlined in report ESR -1881. ;Evaluation Installation Instructions FL821 R3 II esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Reports FL821 R3 AE esr1881.odf ;821.33 jJUS210-2 Slant Nail Joist Hanger Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and Installation instructions •utlined in report ESR -1881. ;Installation z Instructions FL821 R3 II esr1881.odf ... • Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: valuation Reports FL821 R3 AE esr1881.pdf • • • .:21.34 IJUS210-3 plant Nall Joist Hanger _ • • ;Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and installation instructions .•utiined in report ESR -1881. Installation Instructions ”. FL821 R3 II esr1881.odf •••••• • • • • • . • • • • • • Verified By: ICC Evaluation Service,... Created by Independent Third Part,: • Evaluation Reports • • • • FL821 R3 AE esr1881.Ddf •••••• • • • • . • ;821.35 ;JUS212-2 rant Nail Joist Hanger :oil.: mits of Use Approved for use in HVHZ: No. • Approved for use outside HVHZ: No Impact Resistant: N/A : Design Pressure: N/A ; Other: Product Deleted. .Installation ' ;, Instructions • • FL821 R3 II esr18$1,Ddf . ..... • • • . _4, • • • � Verified By: ICC Evaluation Servir�, Llic.. Created by Independent Third Parti. . Evaluation Reports FL821 Rte' , sr .gl€ `821.36 JJUS212-3 Slant Nall Joist Hanger Units of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Subject to loads and installation instructions •utlined in report ESR -1881. nstailation Instructions FL821 R3 II esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: valuation Reports FL821 R3 AF, esr1881,odf http://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgti7en1m9An9zB7dZ8... 6/13/2012 .• •• • • •••••• .• • • •••S.. • • ••••• • . ••••• •S..•. •� • • • • • • • • • •••••• • • Florida Building Code Online Page 4ot4 21.37 2US2142 Siant Nail Joist Hanger Limits of Use t Approved for usa in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant N/A Design Pressure: N/A Other: Product Deleted. Installation Instructions F1821 R3 II esr1881.rdf Verified By: ICC Evaluation Service, LIC Created by Independent Third Party: Evaluation Reports FL. 1 R A r 1-.rr 821.38 305214-3 Slant Nail Joist Han er Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: No i Impact Resistant: N/A Design Pressure: N/A Other: Product Deleted. Installation Instructions FL821 R3 II esr1881.0df Verified By: ICC Evaluation Service, LLC Created by independent Third Party: Evaluation Reports FI$21T3A g rc88 odf 1821.39 JUS24 Slant Nat Joist Han er Limits of Use (Installation Approved for use in HVHZ: Yes Approved for usa outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other Subject to loads and installation Instructions outlined in report ESR -1881. Requires supplementary onnectlon to provide minimum of 700# uplift for use In HVHZ. Instructions FL821 R3 II esr1881.odf Verifled By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports F1821 R3 AE esr1881.odf 821.40 IIUS24-2 lant Nail Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant N/A Design Pressure: N/A Other: Subject to loads and installation Instructions cutlined in report ESR -1881. Requires supplementary onnection to provide minimum of 700# uplift for use in IHVHZ. Installation Instructions FL821 R3 II esr1881.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL821 R3 AE esr188l.odf • Go to Page 0 0 0 Page 2/ 5 0 0 1 Back I t Next 11 Contac Us :: 1540..ga Manns cr M Mblitasee rt. 32_' phone' 850.487.02i The State of Florida Is an AA/E£0 employer. feItyrtatit 20 7.20.0 Slate n fiorida. Priva{v Statement :: Accessiblllty Statement :: Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic man to this entity. Instead, contact the office by phone or by ttaditfonal mail. If you have any questions regarding OBPR's ADA web accessibility, please contact our Web Master at webmaster:5 dbor.state.fl.us. • • P(rodduuct Approval Accepts: • • •••••• • • •• • • • • • • •••••• sct:ttriWit I M • •••••• • • • •••••• •••••• • • • • •• • • •••• • •• •••••• • • •• •• •••••• • . • • • • • • • • •• • ••••• •• • • • • • ••••• • •• •.S••• • • • 00000• • • • • • • • • • • ••• • • . • • • • •••••• http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9zB7d28... 6/13/2012 FACE I` IOUNT HANGER CHARTS Joist Size USP Stock No. Ref. No. Steel Gauge Dimensions (in) Fastener Schedulexl 6 Allowable Loads )Lbs.)' W H 0 A Header Joist DF -L / SP Qty Nab Qty Nab Floor Roof Uplift'Coda 100% 115% 125% 160% Ref. 2 x 4 JL24 LU24 20 1-9/16 3 1-1/2 15716 4 10d 2 10d x 1.1/2 455 525 570 245 5, 20 1-9/16 3 1-112 15/16 4 16d 2 10d x 1-1/2 545 625 680 245 730. 65 JL24-17-12.21, 18 1-9/16 3.178 1-12 104 HUG 10d x 1-1/2 HDG 465 535 584 280 712 18 1-9/16 3-1/8 1-1/2 - 164 HOG 10d x 1-1/2 HDG 550 615 615 280 JUS24 LUS24 18 1-9116 3-18 1-3/4 10d 10d 655 750 820 510 5, JUS24-GC - - 16 1-9,16 3-1/8 1-9416 3-1)4 RZS 1-3/16 4100 -GC 10d 2 4100 -GC 655 750 820 510 F15, R13 SUI -124 10d x 1-12 535 580 360 5, F20, 16 1-9116 3-1/4 1-3116 16d 2 10dx 1-1/2 635 690 360 R12 H026 1-126 1-9/16 3-1/2 © 1-18 16d 10d 1-12 565 650 705 290 5. 730 R5 2 x 6 ..1126 Lila20 1-9116 4.374 1-12 6 100 10d x 1-12 685 785 855 485 5, 20 1-9/16 4-3/4 1-12 6 16d 10dx 11/2 815 940 1020 485 730, R5 JL264F-i2 lUC262 18 1-66116 4-12 1-12 6 106 11012 108 x 1-1/2 HDG 695 800 870 730 21 F32 18 1.9716 4.12 1.12 6 164HOG 10dx1-1HDG 2 830 950 1035 730 ' JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 4 10d 104 850 975 1060 1115 F15, JUS26-GC -- 18 1-9/16 413/16 1.3/4 4 14100 -GC N1CC-GC 850 975 1060 1115 5, R73 6HJS26 MUS26 18 1.9116111Billill 6 10d 6 10d 1285 1475 1605 865 21, 732 SUH26 U26 1-9!46 5-18 2 1-3/16 6 104 10d 1-1/2 695 800 870 725 5, 720, 1-9/16 5-1/8 2 1-3116 6 164 10dx1-12 830 950 1035 725 R12 11US26 HUS26 1-58 5.7/16 3 2 14 16d 164 2635 3030 3295 1925 5, 715, R13 11026 11028 HU26 HU28 im ) • 1-9/16 5.1/4 2 1-118 4 1.18 8 166 164 2 10d x 1-12 565 650 705 290 5. 730, R5 10dx 1-12 1130 1295 1410 730 2 x 8 JL26 LU26 1-9116 4-3/4 15/16 6 104 lOd x 1-1/2 685 785 855 485 5, 730, R5 + 1-9/16 4314 1-12 15/16 6 164 4 104 x 1-1/2 815 940 1020 485 JL26 F -R LUC2OZ LU28 1-9116 4-12 1-12 - - 6 1Od HOG 104 x 1-12 HDG 695 800 870 730 21, 832 1-9/16 4-1/2 1-9/16 1-1/2 1-12 - - 6 15/16 10 164 HOG 104 Ill 6 108 x 1-1/2 HOG 830 950 1035 730 JL28 104x 1-1/2 1140 1295 1295 885 5, F30, R5 + 1.976 • 1-1/2 15/16 10 164 6 10d x 1.1/2 1360 1565 1700 885 3128I7-17 JUS26 LUS26 8 1-9/16 6-1/8 1-12 -- - 8 104 10G 10d x 1-12 HOG 930 1065 1160 730 21, F32 18 18 1-9116 6.18 1-9116 413116 1-12 1-3/4 -- 8 1 1641-13G 10d H 4 104 x 1-12 HDG 1105 1215 1215 730 10d 850 975 1060 1115 5' F15. R13 JUS26-GC - - 18 1-9/16 4.13116 1-3/4 1 8 100 -GC 4 4 10C -GC 850 975 1060 1115 JUS28 LUS28 18 1-946 6-58 1 6 104 10d 1075 1235 1345 1115 JUS28-GC - -- 18 1-9/16 6-5/8 1 6 N10C-GC N10C-GC 1075 1235 1345 1115 MUS26 MUS26 18 1-9176 5-1/16 1 6 10d 101 1285 1475 1605 865 21, F32 MUS28 MUS28 18 1-9116 7-1/16 1 8 100 10d 1710 1970 2140 1230 SUH26 U26 16 1.9/16 5-1/8 1-3/16 6 104 10d x 1-12 695 800 870 725 5' Rte' 12 16 1-9/16 5-18 1-3/16 6 164 10dx1-12 830 950 1035 725 311H2816 1-9116 5-5/8 1-3116 8 104 104 x 1-12 930 1065 1160 800 16 1-9/16 6-5/8 1-3/16 8 154 10dx1-12 1105 1270 1380 800 HUS26 HUS26 16 1-58 5-7/16 3 2 14 168 16d 2635 3030 3295 1925 5, 715, R13 HUS28 HUS28 16 1-58 7-3/16 2 22 164 164 3970 4345 4345 2570 HD28 HU28 14 1-9/16 5-1/4 1-18 8 16d 108 x 1-1/2 1130 1295 1410 730 5, Fes, R5 113210 10210 14 1-9/16 7-3/16 1-18 12 160 10d x 1-1/2 1690 1945 2115 730 3128 1028 1-9116irli 1.112 15/16 10 100 108 x 1.12 1140 F30, 6, R • • 20 1-9116 1-12 15416 10 168 • 10dx 1-12 1360 ��+� JL281F T2 - 18 1-9716 6-1/8 1-1/2 10d HOG 10d x 1-12 HDG 930 1065 1160 730 • 21, F • 18 1.9116 6.18 1-12 164110G 10dx 4-121012 1105 1215 1215• • 1'31? • ft210 LU210 20 1-9116 8-1/4 1-1/2 104 10dx1-12 4595 1835 1875• •Web • 5, F321 R5 • 20 1-9/16 8-1/4 1-12 10dx 1-1/2 1965 1965 1965 • pais JL21047-1Z LUC216Z 18 1-9116 8114 1-12 �� +• s. tOd x t-12 HDG 1275 1465 1595• 1095• 21. • F3! • 1-9/16 f 1-172 1111111111111 166 HOG Q 10d x 1-1/2 HCG gigammag 1900 ate= JUS28 WS28 -- 18 18 1.9/16 6.98 1-9/16 6-5/8 1-3/4 1-3/4 6 10d 410C -GC 01 pd N1oCl£ 1875 1075 isin 1235 imi • •-1,6. 5• • • F, R13 2x 10 JUS28-GC JUS21O 1133210 --- 18 18 1-9716 73/4 1-9116 7-3/4 1-3/4 1-3/4 ii 1 10d 8410C-GCN10C-GC II 10d 1305 1305 1500 iiiiiK 1500 + 1636 •11- JUS210-GC MUS28 MUS28 18 1-9/16 7-1/16 2 1 404 10d 1710 1970 21/) 1239 21,432 501128 16 1-3'16 6.58 2 1-3/16 104 t Cd x 1-12 930 1065 1180 800 •• • • • S, 2 • • • 0210 HUS28 1105210 110210 16 16 16 16 16 14 1.9/15 6.5/8 I 8 1-9/16 8 1-5/8 7-3116 intriami 1.9116 7-3116 1 © ©1-3/16 ©© 311E111 2 1-3/16 : 1-3116 10 10 22 30 1-18 12 164 104 166 16d 164 1511 10dx1-12 1105 1160 1270 1335 1 •:+ 1450 •1085 SUH210 6 104 x 1-12 104x1-12 1380 3970 1585 4345— ® - 1085 2570 110528 HUS210 H3210 Ell 164 10 16d 5310 5510 5510 3205 4 100x 1-1/2 1690 1945 2115 730 5, 730, R5 11 Uokft loads have been increased 60% for wired or seismic loads: no further increase aha be permitted. 2) Minimum rail embedment shall be 1-1/2 for 04 and N16C-GC oaks. 1-518 for 164 and N160 -GC nails. 3)164 sinkers 0.148 5a- x 3-114 lona) maybe used at 084 of the table load where 164 commons are specified. 4) For JUS and HUS hangers. Nails must be driven ata 30' to 45' axle through the mast or cuss into the header to achieve the table bads. 5) 8153 Wood Screws are 1-114 x 3 lona and are included wit HDD banners. 6) NAILS: 10d x 1-12 nails are 0.148 d1a x 1-12 io3,10d and N10C GC nails are 0.148 da x 3 bra. 164 and N16C-GC nails are 0.162 die x 3-112 bra. New product or updated prodrkl information are designated in red font 1-800-328-5934 • www.USPconnectors.com W.y�fD continued on next page • •• • •• • •• •• • • • Qb 0 0 c F n •••••• .• •••••• • • 000000 • • ••••• • • ••••• 000000 • • • •••••• • • • • • • • • • • • TOP CHORD CONNECTION LONER JACKS - USP (2) MP3 7'-0" JACKS - USP (2) MPS 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS MIN. P= 1.4 MAX. P=6.5 12 7'-0" CORNET SET CORNER JACK COMMON JACK TYP. 3' 0" 2 3' 0" MAX 1 3 PARTIAL ROOF LAYOUT BOTTOM CHORD CONNECTION LONER JACKS-SKH26 L/R OR HJC26 7'-0" JACKS - USP (2) MPS 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 Ibs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: Nail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES(S.P.) 8d COMMON NAILS = 78 Ibs (SHEAR) 10d COMMON NAILS = 94 Ibs (SHEAR) USP HANGERS DESIGN LOADS (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT CONTROL DEVISION) RT3 HURRICANE CLIP -366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 CLPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. 08-0208-.07 SKH26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. No. 07-0214.20 HJC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No. 07-0214.20 • • MAXIMUN ALLOWABLE LOADS: T.C. NODE2 UPLIFT (100%) ROOF (125 %) • • • •••LACI SIZE „••• 3R-0� • • • NAILS• NAILS NAILS NAI$ • • • i •• •• • • • • • CORNER JACK 7'-0" • •5I -I'S • 365 Ibs 365 Ibs 365 Ibs 365 Ibs T.C. NODE2 UPLIFT (100%) ROOF (125 %) CORNER JACK 870 Ibs U/1975 lbs R 900 Ibs U/2020 Ibs R 7'-0" 367 Ibs 1170 Ibs NAILS •••• • • �• BAILS • IQAI CS • " MINIMUM GRADE OF LUMBER 7'-0" 2x4 3'-0" 2x4 WEB 2x4 No. 2 No. 2 No. 3 SP SP SP LOADING (PDF) TOP BOTTOM SPACING 24" O.C. LL 30.0 10.0 FLORIDA BUILDING CODE 2010 TRUSS CONNECTORS GC/JMM • • • • • • • • • 1' -Or•••• NAIL& • • • N •••• • •• • •• • • ••• • • • .01►1111 U1':��' • „0,6" o • No 31509 O. STATE OF 41• %• (2' • ,40- • N. AR. :‘40&%:„S 7-30-15 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI - Guide to Good Practice for Handling, Installing Restraining a Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI- 83*** for more information. All other permanent bracing design is the responsibility of the building designer. NOTAS GENERALES pans over 60' may require complex permanent bracin Los trusses no estan marcados de ningun modo que idenh'flque /a frecuencia o localization de resb'xdon lateral y arriostre diagonal temporales. Use las recomendadones de manejo, instalarion, restriction y arriostre temporal de los trusses. Vea el folleto BC5I - Guna de Buena Pracbc para el Manejo. Insta/adon. Restriction v Arriostre de los Y.••f •IA3.•• •,I '. • • para information mos detallada Los dibujos de diseno de los trusses pueden especiflcar las localizations de restriction lateral Permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumer BCSI-B3*** para mas information. El resto de los diseios de arriostres permanentes son la responsabilidad del diserrador del edificio. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultedo de un manejo, levantamiento, instalacion, restriction y arrisotre incorrecto puede ser la caida de /a estructura o gun pear; heridos o muertos. =r'] Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. MANEJO NO17CE Avoid lateral bending. Evite la flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en /a obra. Descargue los trusses en la tierra lisp para prevenir el dao"o. ',/- a' L� ii111! 0 Use proper rig- ging and hoisting equipment. Use equipo apropiado para levantar e improviser. DO NOT store unbraced bundles upright. © Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados tempora/mente en contacto con el sue/o despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de a/tura suficiente detras de la pita de los trusses a 8 hasta 10 pies en centro (o.c.). O For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerfos del ambiente. Refer to SCSP** for more detailed information pertaining to handling and jobsttestorage of trusses. Vea el folleto BCSI*** pare informer n mas detal- lada sobre el manejo y aimacenado de los trusses en area de trabajo. HOJA RESUM'EN DE LA 9. 0rA' bE Bun iIRAmo A L MASE) ' 7` `CACI 1)1; RE iCCIDIV II RI ASTRE DE LOSIFthSSES D IRE - IA! .. . _ / • a �. a. • • ;d a - a-ra • 9-a • / ER a • i Ar .. / / •./ : `./ / / f / • NO almacene vertica/mente los trusses sue/tos. DO NOT store on uneven ground. NO aimacene en Cierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES m m L.3 DONT overload the crane. NO sobrecargue la grua. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de /a cuerda superior haste 45' y trusses de cuerdas paralelas de 30'o menos. Use por /o menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas haste 451 Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 451 AWARNING Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. 0 Place truss bundles in stable position. Puse paquetes de trusses en una position estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pito para levantar puede ".- TRUSSES NASTA Y SOBRE 60 VIES -l1 © Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grim hasta que la restriction lateral temporal de /a cuerda superior este instalado y el truss esti asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO 0 Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pito los trusses de 20 pies o menos. .4- Trusses up to 20' -► (6.1 m) Trusses hasta 20 pies El Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. Cease always consult a Registered Design Professional STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES LJ 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instate los prdximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de /a cuerda superior (vea abajo). 5) Instale arriostre diagonal para los pianos de los miembros secundados para estabilice los primeros cinco trusses (vea abajo). 6) Instate /a restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses ester, instalados. NOTICE Refer to BCSI-B2*** for more information. Vea el restimen BCSI-B2*** para mas information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES E This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriction y arriostre es pars todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de /a columna para la resMccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.l m) 10' (3 m) o.c. max. 30'(9.1 m) m r, nor d u r!UI 11 rduvr n NAB C I CSU ILLIVI rr arriostre/refuerzo para Armazones Hastia/es vea el resumen SCSI -B RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' (3 m) or Diago .. bracing Repeat diagonal bracing 15' (4.6 m)" p'- every 15 truss spaces 30 . NOTICE Refer to BCSI-87*** for more information. Vea el resumen SCSI -37*** para mos information. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. Length y May. Bowl Max Bow 'f- Length -iJ Max. Bow Ij Length ----- O Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. Out -of -Plumb Out -of -Plane Max. Bow Truss Length 0/50 D (ft.) 3/4" (19 mm) 12.5' (3.8 re) 1/4" (6 mm) 1' (0.3 m) 7/8" (22 mm) 14.6' (4.5 m) 1/2" (13 mm) 2' (0.6 m) 1" (25 mm) 16.7' (5.1 m) 3/4" (19 mm) 3' (0.9 m) 1.1/8' (29 mm) 18.8' (5.7 m) 1" (25 mm) 4' (1 2 m) 1-1/4" (32 mm) 20.8' (6.3 m) 1-1/4" (32 mm) 5' (1.5 m) 1-3/8" (35 mm) 22.9' (7.0 m) 1-1/2" (38 mm) 8' (1.8 m) 1-1/2" (38 mm) 25.0' (7.6 m) Note: Ground bracing not shown for clarity. - 10" or > Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS NOTICE LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! r Diagonal bracing CLR splice reinforcement Truss Member ... Trusses up to 30' _ (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-62*** para mas infor- mation. 21 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en /inea con cada una de las files de restriction lateral temporal de la cuerda superior (vea la table en la proxima columna). DO NOT walk on unbraced trusses. NO camine en trusses sueltos. Web members 4 Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. 10' (3 m) - 15' (4.6 m) max. Same spacing as bottom Note: Some chord and web members chord lateral restraint Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ` ment. Bottom chords Brace first truss - - securely before erection of additional trusses. j11jx_CLR Minimum 2' 2x Scab block centered over spice. Attach to CLR with minimum 8-16d (0.135x3.51 nails each side of splice oras specified by the Building Designer. SECTION A -A Truss Member Note: Some chord and web members inot shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. CD NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pito. Q DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individua/es. �✓ Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. O Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES NOTICE Refer to BCSI-85.*** Vea el resumen 6CSI-B5 *** L •.1....__ . \ Tjuss bracing not:(Zw!ft Maroc. • • • •• • •••• • DO NOT cut, alter, or drill any structural meml7eIi! ! tins unless •`•-r specifically permitted by the truss design draw • NO torte, a/tere o perfore ningun miembro estruutirrl jfe un truss, a menos que este especificamente permitldo ea el dibujc.de/ disefi •-•--�= del truss. •••a • •• • NOTICE • Trusses that have been overloaded during cpnstruction or al e!eg witigut the Tres!' RAP ufacturer's prior approval may render the Truss•Menu(e•turer's limited wasanty nut and•riy'i, • • • Trusses que se han sobrecargado durante la can•tAtiacereo han sido a/teaados sin /a autor- • • izacion previa del Fabricante de Trusses, puedd•)1 hac& n$lo y sin efecto la garantia limitada deo •Fabricante de Trusses. • •• • • "'Contact the Component Manufacturer for more information olicQJt3lt a R QIstered Design Prigeriianal for assiliMIt&.• • To view a non -printing PDF of this document, visit sbcindustry.comlbl. • • • NOTE: The Voss manufacturer and truss designer rely on the presumption that the contractor flcrane aerator Of applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the tomes into place SAFELY. These recommendations for handling, installing, restraining and bradng trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, clue to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer Of contractor. 11 is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and 0 does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the wails, columns, floors, roofs and all the interrelated structural budding components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages =rising from the use, application, or reliance on the recommendations and information contained herein. 10'(3m)-15'(4.6m)max. . ESSO(tATION WOOD IPIM OOUIIOI. 6300 Enterprise Lane • Madison, WI 53719 508/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703.1683-1010 • tpinst.org