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RC-14-1741 (2) E Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 - -- Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 iA BUILDING Master Permit No.rc-8-14-1741 PERMIT APPLICATION sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑■ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 137 nw 106 st City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-2136-008-0290 Is the Building Historically Designated:Yes NO x Occupancy Type: residential Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): RJG Real Estate LLC Phone#:3054336659 Address:6001 east Columbus Dr City:.Tampa State: FI Zip: 33619 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: C&C Building Phone#: 7863487847 Address: 2100 nw 99th av City: doral state: fl s�. Zip: 33172 Qualifier Name: Carlos guerrero Phone#: 786-348-7847 State Certification or Registration#: cgc 1510129 Certificate of Competency#: DESIGNER:Architect/Engineer: Jorge salaZar Phone#: Address:921 E 9 place City. Hialeah state: FI Zip: 33010 Value of Work for this Permit:$ �, 7-0U Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Trusses shop Drawings Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ e Cz Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ co Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS,HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be deliver a Rer on whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement a post e ' site for the first inspection which occurs seven (7) days after the building permit is issued. In the nce of sted tice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 16 / day of Dec. 20 14 by 16 day of Dec 20 14 by AUG � 6N5 eM2 who' rsonally known to who is pejonally known to me or who has as me or who has produced as identification a 113SION itEE176700 identification and who did take an oath. NOTARY PU S Mwch 06.2016 NOTARY P AP- ESIEBAN KADIIAIAM Z'r :.� MY 41M 1 EE 851086 AP M&W.2017 Sign: PrinPrint: Seal: Seal: APPROVED BY Plans Examiner Zoning 1 Structural Review Clerk (Revised02/24/2014) Fort Dallas Truss Company, LLC. 7035 SW 44th ST FORDALLASI Miami, FL 33155 ROSS Tel: (305) 667-6797 _.JT D_—C0M?AN >w c.._� Fax: (305) 667-0592 Re : 14K06: Site Information: Project Customer: CUTTING EDGE INNOVATIVE Job Name : Lot/Block: Subdivision Site Name: Site Address: C dflLadil Milk St: Zip: COPY i I 'i General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: N/A Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed: 175 mph This package includes 40 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# No. Date Truss ID# Seal# 1 12/11/14 CJ12 0001 21 12/11/14 J5A 0021 2 12/11/14 CJ7 0002 22 12/11/14 J56 0022 3 12/11/14 CJ9 0003 23 12/11/14 J7 0023 4 12/11/14 GR1 0004 24 1 12/11/14 J7A 0024 5 12/11/14 H1 0005 25 12/11/14 RB 0025 6 12/11/14 H2 0006 26 12/11/14 J9 0026 7 12/11/14 H3 0007 27 12/11/14 T1 0027 8 12/11/14 H4 0008 28 12/11/14 T2 0028 9 12/11/14 H5 0009 29 12/11/14 T2A 0029 10 12/11/14 H6 0010 30 12/11/14 T3 0030 11 12/11/14 HG1 0011 31 12/11/14 T4 0031 12 12/11/14 HG2 0012 32 12/11/14 T5 0032 13 12/11/14 HG3 0013 33 12/11/14 T6 0033 14 12/11/14 HG4 0014 34 12/11/14 V1 0034 15 12/11/14 HH1 0015 35 12/11/14 V11 0035 16 12/11/14 HH2 0016 36 12/11/14 V3 0036 17 12/11/14 11 0017 37 12/11/14 V5 0037 18 12/11/14 J3 1 0018 38 12/11/14 V5A 0038 19 12/11/14 AA 0019 39 12/11/14 V7 0039 20 12/11/14 J5 0020 40 1 12/11/14 V9 0040 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by DEC 12 2014 Arch. or ENG of Record using MiTek 20/20 software. D OSE MAR E. Truss Design Engineer's Name: Jose Martinez, P.E. Consulting En I ructural 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) t h, 3010 NOTE: The seal on these drawings indicate acceptance of lone (305) 66 - professional engineering responsibilty for the truss (Florida P.E. 031509) components shown. ; Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. To: Delivery 705 SW 44 St. Miami,FL.33155 CUTTING EDGE Job Number: 14K06 (305)667-6797 Fax: (305)667-0592 2100 NW 99 AVE Page: 1 Project: Block No: DORAL,FL 33172 Date: 12/11/1416:51:23 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 095299981 Name: Designer: / Phone: (305)433-6659 Salesperson: OVIEDO MENENDEZ Fax: Quote Number: P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LO H ROH 12-08-00 02-09-15 OA Hght:03-11-07 1 3 CJIl MONO TRUSS 2.83 2X4/2X4 07-®0_02 02-09-15 OA Hght:02-07-07 -, F 2 C37 JACK 2.83 2 2X4/2X4 09-10-01 02-09-15 OA Hght:03-03-07 3 2 CJ9 MONO TRUSS 2.83 2x4/2x4 (1)2-Ply 13-07-00 02-00-00 OA Hght:03-02-14 4 2 (,[t1 COMMON 4.00 2X4/2X6 19-09-00 02-00-00 OA Hght:03-11-11 5 1 }j1 HIP 4.00 2X4/2X4 24-00-00 02-00-00 OA Hght:04-07-11 6 1 H2 HIP 4.00 2X4/2X4 24-00-00 02-00-00 OA Hght:05-00-11 7 I H3 HIP 4.00 2X4/2X4 24-00-00 02-00-00 OA Hght:05-08-05 8 1 114 HIP 4.00 2X4/2X4 29-10-00 02-00-00 OA Hght:04-07-11 9 1 H5 HIP 4.00 2X4/2X4 29-10-00 02-00-00 OA Hght:05-03-11 10 I [-[6 HIP 4.00 2X4/2X4 I 13_07_00 02-00-00 02-00-00 OA Hght:02-07-11 11 HG1 HIP 4.00 2X4/2X6 19-09-00 02-00-00 02-00-00 OA Hght:03-03-11 12 1 HG2 HIP 4.00 2X4/2X6 24-00-00 02-00-00 OA Hght:03-11-11 13 1 HG3 HIP 4.00 2x4/2x6 (1)2-Ply 29-10-00 02-00-00 OA Hght:03-11-11 14 2 HG4 HIP 4.00 2X4/2X6 09-00-00 02-00-00 OA Hght:03-10-08 15 I HH1 MONO TRUSS 4.00 2X4/2X4 09-00-00 02-00-00 OA Hght:03-02-08 16 1 HH2 MONO HIP 4.00 2X4/2X4 01-00-00 02-00-00 OA Hght 01-03-11 17 14 J1 JACK 4.00 2X4/2X4 03-00_00 02-00-00 OA Hght:01-11-11 18 13 J3 JACK 4.00 2X4/2X4 03-00-00 OA Hght:01-03-15 19 BAJACK a.ao 2X4/2X4 Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. Miami,FL.33155 CUTTING EDGE Job Number: 14K06 (305)667-6797 Fax: (305)667-0592 2100 NW 99 AVE Page: 2 Project: Block No: DORAL,FL 33172 Date: 12/11/14 16:51.25 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 095299981 Name: Designer: / Phone: (305)433-6659 Salesperson: OVIEDO MENENDEZ Fax: Quote Number: P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 05-00-00 02-00-00 OA Hght:02-07-11 20 3 J$ JACK 4.00 2X4/2X4 05-00-00 02-00-00 OA Hght:02-07-11 21 9 35A JACK 4.00 2X4/2X4 1 J$$ 05-00-00 JACK 4.00 OA Hght:01-11-15 22 2X4/2X4 07-00-00 02-00-00 OA Hght:03-03-11 23 4 37JACK 4.00 2X4/2X4 07-00-00 02-00-00 OA Hght:03-03-11 24 5 J7A JACK 4.00 2X4/2X4 07-00-00 OA Hght:02-07-15 25 I J7g JACK 4.00 2X4/2X4 09-00-00 02-00-00 OA Hght:03-11-11 26 10 39 MONO TRUSS 4,00 2X4/2X4 13-07-00 02-00-00 02-00-00 OA Hght:03-02-14 27 2 T1 COMMON 4,00 2X4/2X4 19-09-00 02-00-00 OA Hght:04-03-03 28 2 T2 COMMON 4.00 2X4/2X4 1 T2A 19-09-00 OA Hght:03-07-07 29 COMMON 4.00 2X4/2X4 24-00-00 02-00-00 OA Hght:04-11-11 30 I T3 COMMON 4.00 2X4/2X4 24-00-00 02-00-00 OA Hght:05-11-06 31 2 T4 COMMON 4.00 2X4/2X4 29-10-00 02-00-00 02-00-00 OA Hght:05-11-06 32 10 '1'$ COMMON 4.00 2X4/2X4 09-00-00 02-00-00 OA Hg1u:03-02-14 33 3 'r6 COMMON 4.00 2X4/2X4 3 Vl 02-00-00 OA Hght:00-08-00 34 ` VALLEY 4.00 2X4/2X4 12-00-00 OA Hght:03-02-08 35 1 V11 GABLE 4.00 2X4/2X4 OA Hght:01-04-00 36 3 V3 04-00-00 VALLEY 4.00 �"B"M N_., 2X4/2X4 I 06-00-00 OA Hght:01-10-13 37 VS VALLEY 4.00 2X4/2X4 05-08-08 OA Hght 01-10-13 38 1 VSA VALLEY 4.00 2X4/2X4 Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. Miami,FL.33155 CUTTING EDGE Job Number: 14K06 (305)667-6797 Fax: (305)667-0592 2100 NW 99 AVE Page: 3 Project: Block No: DORAL,FL 33172 Date: 12/11/14 16:51:26 Model: Lot No: Contact: Site: Office: DeI1V@T TO: Account No: 095299981Designer: / Name: Phone: (305)433-6659 Salesperson: OVIEDO MENENDEZ Fax: Quote Number: P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 08_00_00 OA tight:01-10-13 39 1 V'] GABLE 4.00 t 2X4/2X4 10-00-00 OA Hght:02-06-08 40 1 V9 GABLE 4.00 2X4/2X4 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. iw E P.E. Co ' St ai Truss Design Engineer's Name: Jose Martinez, P.E.24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) 7- 031 X09) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss DEC 12 2014 components shown. Engineers Name Date Job Truss Truss Type qty Ply CUTTING EDGE-141<06 14K06 CJ12 MONO TRUSS 3 1 0001 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:43 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-4vVUFKuwg7RsgngMBSsft8chZ?16Rd?EnuGTUcyA_p • -2-9-15 4-10-7 8-7-7 12-8-0 2-9-15 4-10-7 3-9-0 4-0-8 Scale-1:26.6 2.83 F12 3x4 11 6 7 5x6 No.2 3- 5 3x4 4 6-9 2x N .3 2.8.5 r 5-102x N .3 1-9.10 5.9 2x o'3} -1 4 No.2 4-112x N .30-11-0 4- o.33-7- 12 3 4x9 3.10 2x4 No.2 8.0.0 8.10 2x4 No.2 4-8.0 2 13 11 14 10 15 9 lq 1.2 2x4 No.3 2.8-7 36= 2x4 11 5x12= 5x6=8 o-1- xX6.1.81 -Or1-8 4-10-7 8-7-7 12-8-0 _ 0-'1'-8 4-10-7 3-9-0 4-0-8 Plate Offsets(X Y)-{3:0-3-0 Edge] [5:0-3-0 0-3-0] [6:0-2-0,0-0-12] [9:0-3-0 0-3-0] [10:0-4-8,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.1110-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(TL) -0.1810-11 >799 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.08 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:66 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 9=14301Mechanical,2=-310-1-8,3=101910-11-5 Max Horz3=438(LC 4) Max Uplif9=-716(LC 4),2=-4(LC 19),3=-502(LC 4) Max Grav9=1539(LC 18),3=1019(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-12=0/51,3-12=0151,3-4=-2138/701,4-5=-1650/556,5-6=-170149,6-7=-14/0,6-9=-561/357,1-2=0/0 BOT CHORD 3-13=-102612029,11-13=-102612029,11-14=-1026/2029,10-14=-102612029,1 0-1 5=-80811 626,9-15=-808/1626,8-9=0/0 WEBS 4-11=0/254,4-10=-575/228,5-10=0/453,5-9=-17731888 NOTES- 1)Wind:ASCE 7-10;VuIt=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1Oft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 716 Ib uplift at joint 9,4 lb uplift at joint 2 and 502 Ib uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 200.Olb 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 including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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:1-12=-90 Trapezoidal Loads(plf) Vert:12=0(F=45,B=45)-to-6=-279(F=-94,B=-94),6=-219(F=-94,B=-94)-to-7=-225(F=-98,B=-98),3=-2(F=9, B=9)-to-8=-63(F=-22,B=-22) Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 14KO6 CR JACK 2 1 0002 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:44 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4N B-Y53sTfuZRQZjlwFZIANuOL9sM PS?ACvNOY0102yA_p ■ -2-9-15 3-11-0 7-0-2 2-9-15 3-11-0 3-1-2 Scale 1:19.6 2x4 11 4 5 9 2.83 F12 N 4.7 2 No 3 1-4.5 r - 2x4 No.2 10-2- 8 3 4x9= i 3.6 2x4 M 31 7-0.2 aq� , 2 10 7 IQ 1.2 2x4 No.3 2-&7 l d 3x4= 6 2x4 II 0-11-5(0.1-8) 7-0-2 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.07 3-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.38 3-7 >204 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.09 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:32 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-2:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 3=544/0-11-5,7=371/Mechanical,2=0/0-1-8 Max Horz3=178(LC 4) Max UplifB=-325(LC 8),7=-196(LC 4) Max Grav3=544(LC 1),7=385(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=0/50,3-8=0/51,3-9=-87/0,4-9=-67/42,4-5=-6/0,1-2=0/0 BOT CHORD 3-10=0/0,7-10=0/0,6-7=0/0 WEBS 4-7=-288/246 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 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 at joint(s)2. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 325 Ib uplift at joint 3 and 196 lb uplift at joint 7. 9)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. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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:1-8=-90 Trapezoidal Loads(plf) Vert:8=0(F=45,B=45)-to-4=-152(F=-31,B=-31),4=-92(F=-31,B=-31)-to-5=-98(F=-34,B=-34),3=-2(F=9,B=9)-to-6=-35(F=-8, B=-8) Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 14K06 CJ9 MONO TRUSS 2 1 0003 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:44 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-Y53sTfuZRQZj IwFZIANuQL9sMPOTA86NOY0102yA—p • -2-9-15 5-3-15 9-10-1 2-9-15 5-3-15 4-6-1 Scale=1:24.7 2.83 F12 3x4= 6 7 12 3x4: 3x4= x4 No.2 5.- 4 5 N 6-9 2x Nc 3 2-0.5 N 5.10 N .31-0.5 5- 0.340.1 11 3 - 20 No.2 4x9= 3.8 2x4 No.2&10.1 Ll 2 13 10 14 9lQ 1-2 2x4 No.3 2-8-7 2x4 1 3x4= 4x5=8 0.1- 917185(0-1-8) -Or1-6 5-3-15 9-10-1 0 5-6 5-3-15 4-6-1 Plate Offsets(X,Y)-{6:0-0-7,0-1-8],[9:0-2-4,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.05 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.14 3-10 >782 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.11 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:49 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, 1-2:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 9=832/Mechanical,3=738/0-11-5,2=0/0-1-8 Max Horz3=290(LC 4) Max Uplif9=-429(LC 4),3=-397(LC 4),2=-2(LC 19) Max Grav9=840(LC 18),3=738(LC 1),2=2(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-11=0/50,3-11=0/51,3-4=-1124/338,4-5=-1047/342,5-12=-185/0,6-12=-72/0,6-7=-1010,6-9=-460/323,1-2=0/0 BOT CHORD 3-13=-528/1051,10-13=-52811051,10-14=-52811051,9-14=-528/1051,8-9=0/0 WEBS 5-10=0/296,5-9=-9831487 NOTES- 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 Ib uplift at joint 9,397 Ib uplift at joint 3 and 2 Ib uplift at joint 2. 8)This truss has been designed for a moving concentrated load of 200.0116 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 including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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:1-11=-90 Trapezoidal Loads(plf) Vert:11=0(F=45,B=45)-to-6=-215(F=-63,B=-63),6-155(F=63,B=-63)-to-7=-161(F=-66,B=-66),3=-2(F=9, B=9)-to-8=-49(F=-15,B=45) Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 141K06 GR1 COMMON 120004 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:45 2014 Page 1 D:wSzsrL2?nKP?gOanFumntsyA4NB-OHdFg?vBCkhaw4glJtu7zZhOG pkJvVnW FCIaZVyA_p -2-0-04-0-10 6-9-8 9-1-8 13-7-0 , r 2-0-0 4-0-10 2-8-14 24-0 4-5-8 Scale 1:25.3 4x5= 4 3x8 4.00 12 3x4 5 3 .y2 4-8 2x No 1-9-15 c4 No. x4 No.2 3-9 2x No 0.11.9 3.8 0.3 2-- 5-7 2 1-1.8 6 nl 2x4= 2 LH 2-6 2x6 M 2613.7-0 j d1 11 9 12 6 13 7 14 1� 3x8% 2x4 11 4x9= 6x10 11 4x12 0.8.0(0.1-8) 0-8-0(0.2-12) 40-10 6-9-8 9-1-8 13-7-0 40-10 2 8-14 2-4-0 45-8 Plate Offsets(X,Y)-{5:0-3-0 0-1-8] [6:0-3-13,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.19 7 >809 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(TL) -0.31 7 >501 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 6 nla n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:147 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-5-13 oc bracing. WEBS 2X4 SP No.3*Except* 5-7:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 6=6343/0-8-0,2=2873/0-8-0 Max Horz2=143(LC 4) Max Uplif6=-3117(LC 5),2=-1517(LC 4) Max Grav6=6649(LC 17),2=2873(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-6750/3152,3-4=-7092/3453,45=-707413444,5-6=-13461/6580 BOT CHORD 2-11=-2973/6307,9-11=-2973/6307,9-12=-2973/6307,8-12=-2973/6307,8-13=-6145/12681,7-13=-6145/12681, 7-14=-6145/12681,6-14=-6145112681 WEBS 3-9=-427/327,3-8=-306/608,4-8=-2008/4120,5-8=-7288/3564,5-7=-2738/5990 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 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-3-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-3 rows staggered at 0-2-0 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;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 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 3117 Ib uplift at joint 6 and 1517 Ib uplift at joint 2. 8)This truss has been designed for a moving concentrated load of 200.01110 dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries tie-in span(s):29-10-0 from 9-1-8 to 13-7-0 10)"Semi-rigid pitchbreaks including 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)4500 Ib down and 2244 Ib up at 9-1-8 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:1-4=-90,4-6=-90,2-7=-20,6-7=-767(F=-747) Continued on page 2 Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 14K06 GR1 COMMON 10004 2 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:45 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-OHdFg?vBCkhaw4glJtu7zZhOGpkJvVnW FCIaZVyA_p LOAD CASE(S)Standard Concentrated Loads(ib) Vert:7=-4500(F) Job Truss Truss Type Qty Ply CUTTING EDGE-141<06 14X06 H1 HIP 1 1 0005 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:46 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-UUBduLwpy2pRXEPxsaPMVmEG1 C2ke3VgTsV75xyA—P -2-0-05-4-2 9-0-0 10-9-0 14-4-14 19-9-0 22-0 00 5-4-2 3-7-14 1-9-0 3-7-14 5-4-2 Scale=1:36.3 4x5= 4x5= 4 16 5 4.5 2#1 0 4.00 12 3x4 3x4 3 6 15 17 5.10 2x N6.3 2-8.15 No. -0 18 7 1 0. - 5 4-11 2x N6.3 2.8.15 n 14 3.12 2x N .31-6-11 6-8 2x4 .3 1-6-11 7 2 2X4= h LJ 2.9 2x4 No.2 12.0-0 LJ 7-9 2x4 No.2 7.9-0 ��1 1 19 12 20 it 21 10 9 22 8 23 d 3x8= 2x4 11 3x4= 3x4- 3x4= 2X4 11 3x6= 0.8-0(0.1-8) 0-8.0(0.1-8) 5-4-2 9-0 0 10-9-0 14 4-14 19-9-0 5-4-2 3-7-14 1-9-0 3-7-14 5-4-2 Plate Offsets(X,Y)-{2:0-3-0,Edge],[7:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.14 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(TL) -0.25 8-10 >901 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:91 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 7=1036/0-8-0,2=1277/0-8-0 Max Horz2=159(LC 10) Max Upliflr=-459(LC 7),2=-705(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-14=-2543/984,14-15=-2478/984,3-15=-2428/1011,3-4=-1909/940,4-16=-1791/942,5-16=-1791/942, 5-6=-1912/948,6-17=-2491/1213,17-18=-2529/1201,7-18=-259311195 BOT CHORD 2-19=-831/2308,12-19=-831/2308,12-20=-831/2308,11-20=-831/2308,11-21=-672/1717,10-21=-672/1717, 9-10=-1052/2378,9-22=-1052/2378,8-22=-1052/2378,8-23=-1052/2378,7-23=-105212378 WEBS 3-12=0/294,3-11=-673/382,4-11=-101/351,5-10=-145/372,6-10=-751/462,6-8=0/305 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 4-9-1,Exterior(2)4-9-1 to 14-11-15,Interior(1)14-11-15 to 16-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)9. 5)Plate(s)at joint(s)1,4,5,7,2,3,12,11,10,6 and 8 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)9 checked for a plus or minus 5 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 459 Ib uplift at joint 7 and 705 Ib uplift at joint 2. 9)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. 10)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14K06 H2 HIP 1 1 0006 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:47 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-ygl?5hxRj Lxl90_8Qlwb2_nQXcLI NRZpi W EhdNyA_p -2-0-05-10-14 11-0-0 13-0-0 18-1-2 24-0-0 2-0-0 5-10-14 5-1-2 2-0-0 5-1-2 5-10-14 Scale=1:44.3 4x5= 4x5= 4.00 12 5 17 6 3x4 3x4 16 3-5 2x 18 3x4 3 4 7 5.12 2x N .3 3.4-15 11-8-5 19 4.13 2x4 N .3 1-8.15 5.2-15 7.10 0. -5 7-9 2x4 .3 1.8.15 *32 8 2 2X4— 11 4 20 13 21 12 11 10 22 9 23 3x6% 2x4 11 3x4= 3x4= U4= 2x4 11 3x6= 0.8-0(0.1-13) a8-0(0-1-10) t10-14 11-0-0 13-0-0 18-1-2 24-0-0 10-14 5 1-2 2-0-0 5-1-2 5-10-14 Plate Offsets(X Y)-42:0-3-14 0-1-8] [8:0-3-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) 0.2312-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.4512-13 >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.13 8 n/a nla BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:110lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 8=1272/0-8-0,2=1508/0-8-0 Max Horz2=183(LC 14) Max UplifB=-563(LC 7),2=-805(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-15=-3257/1234,3-15=-3190/1262,3-4=-3121/1266,4-16=-237311095,5-16=-2306/1119,5-17=-222211129, 6-17=-2222/1129,6-18=-2306/1125,7-18=-2376/1099,7-19=-3247/1458,8-19=-3309/1438 BOT CHORD 2-20=-111212978,13-20=-1112/2978,13-21=-1112/2978,12-21=-1112/2978,11-12=-815/2131,10-11=-815/2131, 10-22=-1278/3050,9-22=-1278/3050,9-23=-1278/3050,8-23=-1278/3050 WEBS 4-13=0/315,4-12=923/534,5-112=1117/406,6-10=-132/426,7-10=-10011610,7-9=0/324 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 6-9-1,Exterior(2)6-9-1 to 17-2-15,Interior(1)17-2-15 to 20-8-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 563 Ib uplift at joint 8 and 805 Ib 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 points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14K06 H3 HIP 1 1 0007 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:48 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-QsJN11y3Uf39nYYK_?RgaBJasOh96wNzx9_E9pyA_p -2-0-0 4-3-0 8-3-0 12.3-0 17-7-0 24-0-0 2-0-0 4 3-0 4-0-0 4.0-0 5-4-0 6-5-0 Scale=1:44.8 4x7= 4.00 F12 4x5= 6 17 7 6.7 2x4 No.2 5.40 3x6 3x4 54 -7 7- o. 0-5 3x6 zz 2x4 II 4 8 y 3 6.11 2x4 N .33.9.156.10 2x4 1-37.10 2x4 N .3 3-9-15 V 0.0 3.12 2x o. 0 o.3 6-48 8.9 2x4 N .31-9-Y 3 n 2x4= 2 2-11 2x4 No.2 12-0.0 9-11 2x4 No.2 12-0.0 1 415 2x o. 19 11 20 10 21 RE 12 9 5x6= 5x8= 3x8= 3x6 11 2x4 11 0-8-0(0-2-3) 0.8-0(0.1-8) 4.3-0 3-6-8 3T11r01 12.3.0 17-7-0 24-0-0 3.6.8 8-0-0 5-4-0 6.5.0 0-4-0 Plate Offsets(X,Y)-46:0-5-4,0-2-0],[11:0-3-4,0-3-0],[12:0-3-0,0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.1011-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(TL) -0.5011-12 >467 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:134 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-12 REACTIONS.(Ib/size) 9=978/0-8-0,12=1830/0-8-0 Max Horz12=302(LC 6) Max Uplif9=-462(LC 7),12=-999(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56,2-16=-1335/1164,3-1 6=-1 3 2911 27 5,3-4=-1243/1159,4-5=-1223/1261,5-6=-1261/543,6-17=-1160/632,7-17=-1160/632,7-8=-1277/590, 8-9=-1005/535 BOT CHORD 2-18=-1149/1416,12-18=-1149/1416,12-19=-345/858,11-19=-345/858,11-20=-367/1115,10-20=-367/1115,10-21=-72/116,9-21=-72/116 WEBS 3-12=-468/333,5-12=-2228/1647,5-11=-244/388,6-11=-88/221,6-10=-144/97,7-10=-220/255,8-10=-392/1048 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 8-0-1,Exterior(2)8-0-1 to 23-10-4 zone;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 462 ib uplift at joint 9 and 999 Ib uplift at joint 12. 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 including 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 CUTTING EDGE-14K06 14K06 H4 HIP 1 1 0008 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:49 2014 Page ID:wSzsrL2?nKP?g0anFumntsyA4N B-v3tlW NyhFzBOPi7WYjz37Pso106BrHR6Apj niGyA_p 2-0-0 4.3-0 9-7-0 14-3-0 15-7-0 20-3-0 24-0-0 2-0-0 4-3-0 5-4-0 4-8-0 1 4 0 4-8 3-9-0 Scale=1:45.0 4.00 12 4x5= 4x5= 5 21 6 rp 0.2 1-4-0 5x8 3x4 4 -9 4 20 22 7 23 3x4 1 2x4 N .3 4-5.15 3x6%1- -0-0 5.12 2x4 N .3 4 15 3 8• No.3 3- 1 4.14 2x4 .3 2-11-11 7-10 2x4 .3 2-11-11 VV 8.9 2x4 N .31-9.4 eS 19 3-15 2x o.31-2-5 3.14 2x 5-- 2x4= 2 17-18 2x4 No.3 14 .M1P U 2-13 2x4 No.2 12-0.0 x 9.13 2x4 No.2 12-0.0 0 1 25 14 13 12 26 t1 27 10 28 1 11 3x6 11 3x8= 4x5= 3x4= 3x4= 3x4= 93x6 2x4 11 0-8.0(0-2-3) 0-8-0(0.1.8) 4-3-0 1 3-6.6 3111,•01 9.7-0 14-3-0 15 7-0 20-3-0 24-0-0 3-6-6 ' 5.4-0 4-6-0 1 4 0 4-8-0 3.9.0 0-4-0 Plate Offsets(X,Y)-{4:0-3-8,0-3-0],[14:0-2-12,0-1-8],[17:0-2-4,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) 0.0712-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(TL) -0.2012-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:141 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins, BOT CHORD 20 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 9=981/0-8-0,15=1819/0-8-0 Max Horz15=318(LC 10) Max Uplifg=-434(LC 7),15=-964(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/53,2-19=-1240/1133,3-19=-1234/1244,3-4=-1247/423,4-20=-1197/541,5-20=-11321566,5-21=-1094/592, 6-21=-1094/592,6-22=-1183/568,7-22=-1193/541,7-23=-1053/518,8-23=-1130/514,8-9=-1048/499 BOT CHORD 2-24=-1115/1320,15-24=-1115/1320,15-25=4115/1110,14-25=4115/1110,13-14=-418/1095,12-13=-418/1095, 12-26=-343/1027,11-26=-343/1027,11-27=-437/1029,10-27=-437/1029,10-28=43133,9-28=-13/33 WEBS 3-15=-1740/1071,3-14=-1425/2126,4-14=-4731455,4-12=488/146,5-12=-50/167,6.11=-34/158,7-11=-117/159, 7-10=-482/294,8-10=-486/1150 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-11-7 to 1-0-9,Interior(1)1-0-9 to 10-0-1,Exterior(2)10-0-1 to 19-9-15,Interior(1)19-9-15 to 20-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 434 Ib uplift at joint 9 and 964 Ib uplift at joint 15. 7)This truss has been designed for a moving concentrated load of 200.Olb 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 including 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 CUTTING EDGE-14K06 14K06 H5 HIP 1 1 0009 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:50 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-NFQ8jjzKOGJtOrii5QUlgcPxvgM japaGOTTLEiyA_p -2-0-0 5-10-14 11-0-0 14-11-0 18-10-0 22-2-12 25-7-8 29-10-0 2-0-0 5-10-14 5-1-2 3-11-0 3-11-0 + 3-4 12 3: 4-2-8 Scale 1:54.5 4.00 12 4x7= 2x4 11 4x7= 5 6 7 3x4 5 3x4 3x4 21 3-52x4 8 22 3 4 3x4 5.17 2x4 N .3 3-4- 6.15 2x4 N//13-4--15 -13 N .3 3-4.15 x .2 11-8yj 8.132x4 17 0 11.1 23 eS 4-1820N .31-8-1 128 2x 9-12 1 10 a 2x4= 2 X1.1 24 25 16 26 27 14 28 29 30 3x8= 18 17 15 13 12 11 3x8= 2x4 11 3x4=4x5— 3x8= 4x5=3x4= 3x4= 2x4 I 0-8-0(0.2-4) 5 10-14 11-0-0 14-11-0 18-10-0 22-2-12 25-7-8 29-10-0 5-10-14 5-1-2 3-11-0 3-11-0 34-12 34-12 4-2-8 Plate Offsets(X,Y)-42:0-4-0,Edge],[5:0-5-4,0-2-0],[7:0-5-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.3713-15 >945 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(TL) -0.6613-15 >534 180 BCLL 0.0 Rep Stress incr YES WB 0.51 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:153 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS.(lb/size) 10=1610/Mechanical,2=1842/0-8-0 Max Horz2=183(LC 14) Max Upliftl0=-746(LC 7),2=-982(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-20=-4269/1723,3-20=-4201/1751,3-4=-413311755,4-21=-343411604,5-21=-3369/1628,5-6=-3478/1747, 6-7=-3478/1747,7-8=-3"211687,8-22=-400711914,9-22=-4068/1896,9-23=-4519/2058,10-23=-4582/2045 BOT CHORD 2-24=-1589/3929,18-24=-1589/3929,18-25=-1589/3929,17-25=-1589/3929,16-17=-1298/3140,16-26=-129813140, 15-26=-1298/3140,15-27=-1337/3169,14-27=-1337/3169,13-14=-1337/3169,13-28=-1644/3774,12-28=-1644/3774, 12-29=-1 86914277,11-29=-1869/4277,11-30=-1869/4277,10-30=-1869/4277 WEBS 4-18=0/302,4.17=-862/465,5-17=-122/418,5-15=-282/516,6-15=-384/281,7-15=-2581473,7-13=-202/535, 8-13=-773/416,8-12=-94/353,9-12=-545/321,9-11=0/258 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 6-9-1,Exterior(2)6-9-1 to 23-0-15,Interior(1)23-0-15 to 26-9-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 746 lb uplift at joint 10 and 982 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 including 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 CUTTING EDGE-14K06 14KO6 H6 HIP 1 1 0010 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:52 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-JeYu8P?aYuZbG9s5DrWml1 U12d2y2jbYsnySlbyA_1 -2-0-0 , 4-10-8 8-11-4 13-0-0 16-10-0 20-10-12 24-11-8 29-10-0 ' 2-0-0 4-10-8 4-0-12 4-0-12 3-10-0 40 0-12 4-0-12 4-10-8 Scale 1:54.5 4x7= 4.00F1_2 4x5= 6 2 7 3x4 3x4 3x4 254-1% 3x4 3x4 5� 4-6 2x11 9 3x4 z h 3 4 6.16 2x4 N .3 4-0. 7-15 2x4 N .3 4-0.15 10 A 5.18 2x o.32-91- 8.15 2x 4.9-8 a .2 64.0 124 2x 19 2x4 N .31- 10.13 04 '^ 2x4= 2 11 n 1I� 01 3x8= 24 19 25 16 28 17 16 27 75 14 28 1329 12 30 3x8= 2x4 I I 3x4= 5x6=3x4= 3x8=5x6= 3x4= 2x4 I I 6.8.0(6.2-4) i6-2-11 4 119018 0 8 8-11-4 13-0-0 16-10-0 20-10-12 2411 8 29-10-0 4 10 8 4-0-12 4-0-12 3-10-0 4-0-12 4-0-12 4-10-8 Plate Offsets(X,Y)-{2:0-4-0,Edge],[6:0-5-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.35 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.6413-15 >557 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:155 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=1845/0-8-0,11=1614/4-7-0 Max Horz2=207(LC 14) Max Uplift=-959(LC 6),11=-724(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-21=-4323/1584,3-21=-426011610,3-4=-3813/1599,4-5=-3769/1618,5-6=-3117/1446,6-22=-2965/1448, 7-22=-2965/1448,7-8=-3140/1467,8-9=-3855/1725,9-1 0=-391811704,10-23=-4569/1924,11-23=-4630/1909 BOT CHORD 2-24=-1533/3981,19-24=-1533/3981,19-25=-1533/3981,18-25=-1533/3981,18-26=-1351/3520,17-26=-1351/3520, 16-17=-1351/3520,16-27=-1070/2834,15-27=-1070/2834,14-15=-1442/3615,1 4-2 8=-1 44213 61 5,1 3-2 8=-1 44213 61 5, 13-29=-1738/4325,12-29=-1738/4325,12-30=-1738/4325,11-30=-173814325 WEBS 3-19=0/267,3-18=-499/269,5-18=-62/354,5-16=-866/466,6-16=-223/578,6-15=-194/253,7-15=-183/608,8-15=-955/511, 8-13=-117/399,10-13=-766/426,10-12=0/282 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 8-9-1,Exterior(2)8-9-1 to 20-10-12,Interior(1)20-10-12 to 26-10-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 959 lb uplift at joint 2 and 724 Ib uplift at joint 11. 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 including 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 CUTTING EDGE-14K06 14K06 HG1 HIP 1 1 0011 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:52 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-JeYu8P?aYuZbG9s5DrWml1 UJed942oFYsnySibyA_p -2-0-0 5-0-0 8-7-0 13-7-0 15-7-0 r 2-0-0 5-0-0 3-7-0 5-0-0 2-0-0 Scale=1:29.5 4x5= 4x5= 3 11 4 4.00 12 x4 3-8 2No 31-2-15 4-7 2x No 3 1-2-15 1-32 .27-1 2x4 7-5.11 5 2 LJ 2-5 2x6 No.2 13-7-0 2x4= n 2x4= Io 1 12 8 13 7 14 6 1 0.31-10-8 6.10 2x4 No. 8 4x7 5 2x4 11 2x4 11 4x7 6.8-0(6.1-10) 0-8.0(0-1-10) 5-0-0 8-7-013-7-0 5-0-0 3-7-0 5-0-0 Plate Offsets(X,Y)-42:0-5-9,0-1-14],15:0-5-9,0-1-14] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.11 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -0.18 7-8 >881 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix) Weight:69 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-8 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=1359/0-8-0,5=1359/0-8-0 Max Horz2=93(LC 4) Max Uplif@=-827(LC 4),5=-827(LC 5) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-2697/1251,3-11=-2512/1224,4-11=-2512/1224,4-5=-2696/1249,5-6=0/63 BOT CHORD 2-12=-1089/2578,8-12=-1089/2578,8-13=-1095/2625,7-13=-1095/2625,7-14=-1084/2571,5-14=-1084/2571 WEBS 3-8=-168/601,4-7=-167/601 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 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 827 Ib uplift at joint 2 and 827 Ib 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)Girder carries hip end with 5-0-0 end setback. 9)"Semi-rigid pitchbreaks including 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)483 Ib down and 187 lb up at 8-7-0,and 483 lb down and 187 Ib up at 5-0-0 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=-143(F=-52),4-6=-90,2-8=-20,7-8=-32(F=-12),5-7=-20 Concentrated Loads(ib) Vert:8=-321(F)7=-321(F) Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 14K06 HG2 HIP 1 1 0012 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:53 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-ng6GMk?CJBiRtJRHn2:1?HF1 Oji NAnCP14Rh?rlyA_1 2-0-0 4-4-6 7-0-0 9-10-8 12-9-0 , 15-4-10 + 19-9-0 21-9-0 2-0-0 4 4-6 2-7-10 2-10-8 2-10-8 2-7-10 4-4-6 2-040 Scale=1:40.2 5x8= 2x4 11 5x8= 4 5 6 4.00 12 2x4 20 3 7 4-122x4 c.31-1 11 2x4 Nc.3 1-10- 0 2x4 .31-10.15 1.4 3- c4 3-0-0 7.10 O -0 2x 9-7.0 N 2 8 o ' 1 0. 15 12 16 11 17 10 18 x 1 8 � 4x12 0 7x6= 7x10= 7x8= 4x12 0-6-010.2-121 0-8-010-2.121 i 7-0-0 9-10 8 12-9-0 , 19-9-0 7-0-0 2-10 8 2-10-8 7-0-0 Plate Offsets(X,Y)-{2:0-3-13,0-2-8],[4:0-5-12,0-2-12],[6:0-5-12,0-2-12],[8:0-3-13,0-2-8],[10:0-3-0,0-4-0],[11:0-5-0,0-4-12],[12:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.36 11 >642 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.55 11 >416 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:115 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 8=2338/0-8-0,2=2338/0-8-0 Max Horz2=-111(LC 5) Max UplifS=-1357(LC 5),2=-1357(LC 4) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-6043/2890,3-4=-5930/2768,4-5=-6098/2984,5-6=-6098/2984,6.7=-5931/2769,7-8=-6045/2892,8-9=0/63 BOT CHORD 2-15=-2672/5760,12-15=-2672/5760,12-16=-2523/5826,1 1-1 6=-2 52 315 82 6,11-17=-247715744,10-17=-2477/5744,10-18=-2563/5679,8-18=-2563/5679 WEBS 3-12=-196/304,4-12=-431/1265,4-11=-442/690,5-11=-335/265,6-11=-4441690,6-10=-433/1266,7-10=-196/306 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 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)11. 5)Plate(s)at joint(s)1,4,6,9,8,12,3,5,10,7 and 2 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)11 checked for a plus or minus 2 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1357 Ib uplift at joint 8 and 1357 lb uplift at joint 2. 9)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. 10)Girder carries hip end with 7-0-0 end setback. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1063 Ib down and 412 Ib up at 12-9-0,and 1063 Ib down and 412 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)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=-121(F=-31),6.9=-90,2-12=-20,10-12=-123(F=-103),8-10=-20 Concentrated Loads(lb) Vert:12=-706(F)10=-706(F) Job Truss Truss Type City Ply CUTTING EDGE-14K06 14K06 HG3 HIP 1 1 0013 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:54 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4N B-FOgeZ40g4VgIVTOUKGYEgSZeqRpyWarrJSRYNTyA_p ` -2-0-0 4-10-14 9-0-0 -1-2 12-0-0 , 15-0-0 19 24-0-0 2-0-0 410-14 4-1-2 3-0-0 3-0-0 41-2 4-10-14 Scale•1:44.2 5x10 M18SHS= 2x4 11 5x10 M78SH3= 4 5 6 4.00 12 3x4 3x4 a 3 7 4-12 2x4 N .3 2-6- 11 2x4 N .3 2.6.1 10 2x4 N .3 2-6.15 19-7-0 1-42x 1 "T 13 2x4 N .31-2- 7-10 .3 2 8 �n 2x4_ t�la `3 1 Z_WU to 13 16 12 17 71 18 10 19 9 20 5xa M18SHSG 2x4 11 7x6= 7x10 M18SH3= 7x6= 2x4 I I 5x8 M18SHS-- 0.8.0(0.2-15) 0-8-0(9-2-14) 4-10-14 -01200 15 0-0 19-1-2 24-0-0 4-10-14 4-1-2 3 0 0 33-0 00 4 1-2 4-10-14 Plate Offsets(X,Y)-42:0-6-9,0-2-9],[4:0-6-4,0-2-4],[6:0-6-4,0-2-4],[8:0-6-9,0-2-9],[10:0-3-0,0-4-12],[11:0-5-0,0-4-8],[12:0-3-0,0-4-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) 0.47 11 >592 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.72 11 >389 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.16 8 nla n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:138 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-3-3 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 8=3056/0-8-0,2=3292/0-8-0 Max Horz2=163(LC 4) Max Uplif8=1634(LC 5),2=4877(LC 4) Max Grav8=3436(LC 17),2=3557(LC 18) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-9572/4306,3-4---9612/4368,4-5=-9611/4457,5-6=-9611/4457,6-7=-9634/4419,7.8=-9649/4486 BOT CHORD 2-15=-4061/9079,13-15=-4061/9079,13-16=-4061/9079,12-16=-406119079,12-17=-4063/9321,11-17=-4063/9321, 11-18=-4031/9261,10-18=-4031/9261,10-19=-4162/9076,9-19=-4162/9076,9-20=-4162/9076,8-20=-4162/9076 WEBS 3-13=471/226,3-12=-329/505,4-12=-896/2281,4-11=-400/719,5-11=-413/333,6-11=-377/707,6.10=-925/2298, 7-10=-369/574,7-9=449/174 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1634 Ib uplift at Joint 8 and 1877 lb uplift at Joint 2. 8)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)Girder carries hip end with 9-0-0 end setback. 10)"Semi-rigid pitchbreaks including 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)1864 Ib down and 723 lb up at 15-0-0,and 1864 Ib down and 723 lb up at 9-0-0 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:1-4=-90,4-6=-143(F=-53),6-8=-90,2-12=-20,10-12=-155(F=-135),8-10=-20 Concentrated Loads(lb) Vert:12=-1238(F)10=-1238(F) Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 14K06 HG4 HIP 12 0014 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:55 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-jDEOmQ1 Srpy97dbguz4TNg6kHrCQF4N?YIA6vvyA—p ` 2-0-0 4-10-14 9-0-0 12-11-15 16-10-1 20-10-0 2411-2 29-10-0 2-0-0 410-14 41-2 3-11-15 3-10-3 3-11-15 41-2 410-14 Scale=1:53.5 5x8= 2x4 11 3x8= 4x5= 4 5 g 6 7 4.00 12 3x4 3x4 3 8 14-16520N).32-6- 5.14 2x4 N,.3 2-6.15 13 2x4 N .3 2-6- 7.11 2x4 N D.3 2-6.15 FN. 29.7-0 1.4 2x4 A } 4.1-11 8-112 1 9 ' 2x4= 2 n 1 [? 1-1 0 012% 20 17 21 76 22 15 14 23 13 12 24 11 25 10 26 4x12= 2x4 11 7x6= 7x6=3x8= 2x4 11 3x8= 2x4 11 0-8-0(0-1.12) 7x6 WB= 4-10-14 9 0-0 + 12-11-15 16-10-1 20-10-0 2411-2 29-10-0 410-14 41-2 3-11-15 3-10-3 3-11-15 41-2 410-14 Plate Offsets(X,Y)-42:0-3-13,0-2-8],[4:0-5-4,0-2-8],[9:0-2-0,Edge],[16:0-3-0,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.5513-14 >641 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(TL) -0.8313-14 >424 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:348 lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 9=4499/Mechanical,2=4066/0-8-0 Max Horz2=279(LC 12) Max UplifB=-2457(LC 5),2=-2319(LC 4) Max Grav9=4917(LC 17),2=4256(LC 18) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/63,2-3=-11529/5559,3-4=-11820/5757,45=-12485/6255,5-19=-12485/6255,6-19=-12485/6255,6-7=-10644/5466 ,7-8=-11137/5617,8-9=-12949/6451 BOT CHORD 2-20=-5080/10840,17-20=-5080/10840,17-21=-5080/10840,16-21=-5080/10840,16-22=-5220/11337, 15-22=-5220/11337,14-15=-5220/11337,14-23=-5891/12323,13-23=-5891/12323,12-13=-5891112323, 12-24=-5891/12323,11-24=-5891/12323,11-25=-5998/12201,10-25=-5998/12201,10-26=-5998/12201, 9-26=-5998/12201 WEBS 3-17=-316/303,3-16=-260/651,416=-952/2438,414=-1000/1790,5-14=-554/439,6-14=-211/458,6-13=-2351779, 6-11=-2324/1184,7-11=4353/2994,8-11=-1858/1097,8-10=-125/606 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 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)The solid section of the plate is required to be placed over the splice line at joint(s)15,12. 7)Plate(s)at joint(s)1,4,7,9,2,3,17,16,14,5,13,6,11,8 and 10 checked for a plus or minus 0 degree rotation about its center. 8)Plate(s)at joint(s)15 and 12 checked for a plus or minus 2 degree rotation about its center. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2457 Ib uplift at joint 9 and 2319 Ib uplift at joint 2. 12)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1864 Ib down and 723 Ib up at 9-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Q.Ik1Wbt03Y88($pWi2dard Job Truss Truss Type Qty Ply CUTTING EDGE-14K06 14K06 HG4 HIP 12 0014 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:55 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-jDEOmQ1 Srpy97dbguz4TNg6kHrCQF4N?YIA6vvyA—P LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-90,4-7=-143(F=-53),7-9=-143(F=-53),2-16=-20,9-16=-155(F=-135) Concentrated Loads(lb) Vert:16=-1238(F) Job Truss Truss Type city Ply CUTTING EDGE-14K06 14K06 HH1 MONO TRUSS 1 1 0015 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:56 2014 Page I D:wSzs rL2?n KP?g0an F u mntsyA4N B-BPoP_m24c640 kmAsS h bivtezW E V R_a M 8nPwfR MyA_1 -2-0-04-9-2 8-8-8 8 0 0 2-0-0 4-9-2 3-11-6 3� Scale=1:20.5 20 11 4 10 4.00 12 3x4 3 4.6 2x 4 No 3 2.8-4 2x4 No.2 5 9 3.7 2 No 3 1.4-6 3- No.3 3.1 - 2 EL_ LE 2X4= 2.5 2x4 No.2 9-0-0 lll��lo 1 11 7 12 6 2x4 11 3x4= 30= 5 0.8.0(0.1.8) 4-9-2 9-0-0 4-9-2 4-2-14 Plate Offsets(X,Y)-{2:0-3-6,Edge],[6:0-1-8.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.02 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.12 2-7 >809 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 6 nla n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:45 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 6=437/Mechanical,2=706/0-8-0 Max Horz2=323(LC 6) Max Uplif6=-236(LC 6),2=-448(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-9=-821/162,3-9=-766/187,3-10=-85/1,4-10=-72/44,4-6=-170/196 BOT CHORD 2-11=-3151785,7-11=-315/785,7-12=-3151785,6-12=-315/785,5-6=0/0 WEBS 3-7=0/297,3-6=-848/340 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 4-5-13,Exterior(2)4-5-13 to 8-8-12 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 236 lb uplift at joint 6 and 448 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 loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-141<O6 14K06 HH2 MONO HIP 1 1 0016 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:56 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4N B-BPoP_m24c640kmAsShbivtexRERU_cv8nPwfRMyA_p 2-0-04-1-2 6-8-8 9-0-0 2-0-0 4-1-2 2-7-6 2-8 Scale=1:20.8 4x5= 3x8= 4 5 4-5 2x4 No.2 2-3-8 2x4 4.00 12 3 10 5-6 2x4 No. 1.11-12 4-7 2x4 No. 1.11.12 x4 No.2 9- 9 3.7 o.334- 2x4 .33-2x4= 2.6 20 No.2 9-0-0 1 11 7 12 6 3x4= 3x4 3x6= 0-8.0(0-1-8) 6-8-8 9-0-0 6-8-8 2-3-8 Plate Offsets(X,Y)-{2:0-3-14,04-8],[5:Edge,0-1-8],[6:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.13 2-7 >772 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Vert(TL) -0.50 2-7 >205 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:44 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. OTHERS 20 SP No.3 REACTIONS.(Ib/size) 6=439/Mechanical,2=713/0-8-0 Max Horz2=267(LC 6) Max UplifS=-225(LC 6),2=-468(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-9=-813/308,9-10=-772/310,3-10=-730/328,3-4=-271/86,4-5=-215/113,5-6=-287/182 BOT CHORD 2-11=-4431774,7-11=-4431774,7-12=-114/215,6-12=-114/215 WEBS 3-7=-619/353,4-7=0/213 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.Il;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 2-5-9,Exterior(2)2-5-9 to 6-8-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)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 225 lb uplift at joint 6 and 468 lb uplift at joint 2. 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 including 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 CUTTING EDGE-14K06 14K06 J1 JACK 14 1 0017 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:57 2014 Page ID:wSzsrL2?nKP?g0anFumntsyA4NB-gbM nB63j NQCtMwk30O6xS5BASeuPj 5GI?3fD_oyA-1 -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:6.3 3 i i 2 4.00 F12 i 2• 2x4 No.2 1.0.0 2,4= 1-3 2x4 No.2 3-3.2 4 ><1 1-5 2x4 No.3 1-10-8 6 4x5= 0.8-0(0-1-8) 1-0-0 r 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:9 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=458/0-8-0,4=-165/Mechanical,4=-165/Mechanical Max Horz2=115(LC 6) Max Uplif@=-486(LC 6),4=-165(LC 1),4=-165(LC 1) Max Grav2=458(LC 1),4=208(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56,2-3=-30/0 BOT CHORD 2-6--0/0,4-6--0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 486 lb uplift at joint 2 and 165 Ib uplift at joint 4. 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 including 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 CUTTING EDGE-14KO6 14(06 J3 JACK 13 1 0018 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:57 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-gbM nB63jNOCtMwk30O6xS5B8Gewnj5G I?3fD_oyA_p -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:9.8 3 4.00 12 2 1.3 2x4 No.2 547 2-4 2x4 No.2 3.0.0 2x4= 6 4 1 -5 2x4 N0.3 1.10.8 3x4= 0-8.0(0.1-8) 3-0-0 3-0-0 Plate Offsets(X,Y)-42:0-3-6,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:15 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 3=19/Mechanical,2=456/0-8-0,4=26/Mechanical Max Horz2=159(LC 6) Max UplifB=-38(LC 10),2=-393(LC 6) Max Grav3=24(LC 21),2=456(LC 1),4=226(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-3=-78/39 BOT CHORD 2-6--0/0,4-6--0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 Ib uplift at joint 3 and 393 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.0111b 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 including 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 CUTTING EDGE-141<06 1*K06 J3A JACK 1 1 0019 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:58 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-8ov9PS3L8kKk_4J FZ6dA_IkRb2GOSYWREjPmWEyA—p 3-0-0 3-0-0 Scale-1:8.7 2 4.00F1_2 1-2 2x4 No.2 3.3-2 1 i 1-3 2x4 No.2 3-0-0 4 3 2x4= 0.8.0(0-1-8) 3-0-0 3-0-0 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:9 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 1=144/0-8-0,2=117/Mechanical,3=26/Mechanical Max Horzl=86(LC 6) Max Uplifd=-55(LC 6),2=-104(LC 6) Max Grav1=265(LC 23),2=117(LC 1),3=226(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-76/47 BOT CHORD 1-4--0/0,3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 Ib uplift at joint 1 and 104 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.O1b 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 including 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 CUTTING EDGE-14K06 14K06 J5 JACK 3 1 0020 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:58 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-8ov9PS3L8kKk_4J FZ6dA_IkJ02AiSYW REjPmW EyA_p -2-0-0 5-0-0 2-0-0 5-0-0 Scale 1:13.5 3 4.00 12 -3 20 N0.2 7.5.11 2 2-4 2x4 No.2 5-0-0 2x4= 6 4 1 4 No.3 1-10-8 3x4= 0-8-0(0-1-8) 5-0-0 5-0-0 Plate Offsets(X,Y)-{2:0-3-6,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.18 2-4 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:21 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 3=152/Mechanical,2=523/0-8-0,4=46/Mechanical Max Horz2=216(LC 6) Max UplifB=-143(LC 10),2=-390(LC 6) Max Grav3=152(LC 1),2=523(LC 1),4=246(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-3=-103/68 BOT CHORD 2-6--0/0,4-6--0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 lb uplift at joint 3 and 390 Ib uplift 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 points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14906 J5A JACK 9 1 0021 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:59 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-c_TXco4zvl SbbEuR7p8PXWGUISWWB?maTN8J2hyA_p -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:13.5 3 4.00 Fu- -3 2x4 No.2 7-5.11 2 2.4 2x4 No.2 50.0 2x4= 6 4 1 4 No.31-10.8 3x4= 0-8-0(0-1.8) 5-0-0 5-0-0 Plate Offsets(X,Y)-{2:0-3-6,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.18 2-4 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a nla BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:21 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 3=152/Mechanical,2=523/0-8-0,4=46/Mechanical Max Horz2=216(LC 6) Max UplifB=-143(LC 10),2=-390(LC 6) Max Grav3=152(LC 1),2=523(LC 1),4=246(LC 24) FORCES.(ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-3=-103/68 BOT CHORD 2-6--0/0,4-6--0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 143 Ib uplift at joint 3 and 390 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.Olb 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 including 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 �CUTTING EDGE-14K06 14J5B JACK 1 1 0022 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:54:59 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-c_TXco4zv1 SbbEuR7p8PXWGVNSWxB?maTN8J2hyA_1 ' S-0-0 5-0-0 Scales 1:11.7 2 4.00 12 1-2 2x4 No.2 5-4.7 1 1.3 2x4 No.2 5-0-0 4 3 2x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.03 1-3 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.18 1-3 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:15 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 1=253/0-8-0,2=207/Mechanical,3=46/Mechanical Max Horzl=142(LC 6) Max Uplifl=-100(LC 6),2=-180(LC 6) Max Grav1=315(LC 23),2=207(LC 1),3=246(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-125/78 BOT CHORD 1-4=0/0,3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint 1 and 180 Ib uplift 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 points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14K06 R JACK 4 1 0023 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:00 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-4A1vg85bfLaSDOTdhXff4jpfVsrVwSlkhl uta7yA_p -2-0-0 3-9-2 7-0-0 2-0-0 3-9-2 3-2-14 Scale 1:17.0 4 10 2x4 III 4.00 12 3 9 2x4 No.2 9-7- 6 162 4No. 1-0.6 2 2x4— 2-5 2x4 No.2 7-0-0 Ll 11 12 5 1 62x4 II 3x4= 0-8-0(6.1-6) 7-0-0 7-0-0 Plate Offsets(X,Y)-{2:0-3-2,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.21 6 >381 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(TL) -0.39 6 >202 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 4 nla n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:29 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP II REACTIONS.(Ib/size) 4=211/Mechanical,2=616/0-8-0,5=114/Mechanical Max Horz2=273(LC 6) Max Uplift=-148(LC 6),2=-416(LC 6),5=-37(LC 10) Max Grav4=211(LC 1),2=616(LC 1),5=268(LC 26) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-8=-160/45,8-9=-156/64,3-9=-140/71,3-10=-88/38,4-10=-77/75 BOT CHORD 2-11=0/0,6-11=0/0,6-12=010,5-12=0/0 WEBS 3-6=-165/153 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 2-8-5,Exterior(2)2-8-5 to 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 Ib uplift at joint 4,416 Ib uplift at joint 2 and 37 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.Olb 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 including 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 CUTTING EDGE-14K06 14-(06 RA JACK 5 1 0024 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:00 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-4A1 vg85bfLaSDOTdhXff4jpfVsrVwSi khl uta7yA_p ' -2-0-0 3-9-2 7-0-0 2-0-0 3-9-2 3-2-14 Scale=1:17.0 a 10 4.00 12 zxa u 3 9 2x4 No.2 9-7- 3-6 14 No. 1-0-6 2 2x4= 2-5 2x4 No.2 7-0.0 11 12 5 1 62x4 II 3x4= 0-6.0(0.1-6) 7-0-0 { 7-0-0 Plate Offsets(X,Y)-{2:0-3-2,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.21 6 >381 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(TL) -0.39 6 >202 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:29 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 4=211/Mechanical,2=616/0-8-0,5=114/Mechanical Max Horz2=273(LC 6) Max Uplift1=-148(LC 6),2=-416(LC 6),5=-37(LC 10) Max Grav4=211(LC 1),2=616(LC 1),5=268(LC 26) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-8=-160/45,8-9=-156/64,3-9=-140/71,3-10=-88/38,4-10=-77/75 BOT CHORD 2-11=0/0,6-11=0/0,6-12=0/0,5-12=0/0 WEBS 3-6=-165/153 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 2-8-5,Exterior(2)2-8-5 to 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 148 Ib uplift at joint 4,416 lb uplift at joint 2 and 37 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.Olb 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 including 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 CUTTING EDGE-14K06 14K06 J713 JACK 1 1 0025 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11%55:012014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-YNbl1 T6DQfiJrY2gFEAucxMwSFFoftUtwhdQ7ZyA_p 3-9-2 7-0-0 3-9-2 3-2-14 Scale=1:14.6 3 7 4.00 V2 3x4 2 .3 2x4 No.2 7.5- 2.6 4 No. 1.0-6 x4 No.3 3-1-11 1 1-4 2x4 No.2 7-0-0 8 6 9 5 2x4 11 3x4= 2x4= 4 0-6-010-1-6► 3-9-27-0, 7-0-00 3-9-2 3-2-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.01 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(TL) -0.06 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:28 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 1=361/0-8-0,3=110/Mechanical,5=258/Mechanical Max Horz1=199(LC 6) Max Uplift=-146(LC 10),3=-91(LC 6),5=-125(LC 6) Max Grav1=364(LC 25),3=110(LC 1),5=331(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-665/350,2-7=-65/19,3-7=-49/35 BOT CHORD 1-8=-536/657,6-8=-536/657,6-9=-536/657,5-9=-536/657,4-5=0/0 WEBS 2-6=0/270,2-5=-710/580 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 1,91 Ib uplift at joint 3 and 125 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.0116 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 including 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 CUTTING EDGE-14K06 14K06 A MONO TRUSS 10 1 0026 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:01 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-YNbl l T6DQfJ rY2gFEAucxMgFFDdfrbtwhdQ7ZyAJ3 ` -2-0-04-9-2 9-0-0 2-0-0 4-9-2 4-2-14 Scale=1:20.5 20 n 4 5 11 4.00 12 3x4 3 4.72 No 3 2-8-4 4 No.21 . 10 3.8 No31.4-6 3- No.33-1 2 `+ 2x4= 2-6 2x4 No.2 9-0-0 1 12 8 13 7 • 2x4 I I 3x4= 3x4= f' 0-8.0(0-1-8) 4-9-2 9-0-0 4-9-2 4-2-14 Plate Offsets(X,Y)-{2:0-3-6,Edge],[7:0-1-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.02 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.12 2-8 >809 180 BCLL 0.0 Rep Stress incr YES WB 0.30 Horz(TL) 0.01 7 n/a We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:45 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 7=445/Mechanical,2=706/0-8-0 Max Horz2=330(LC 6) Max Upliff=-253(LC 6),2=-445(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-10=-821/157,3-10=-766/182,3-11=-87/1,4-11=-72/44,4-5=-3/0,4-7=-178/191 BOT CHORD 2-12=-3141785,8-12=-3141785,8-13=-314/785,7-13=-314/785,6-7=010 WEBS 3-8=0/297,3-7=-847/340 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 4-9-1,Exterlor(2)4-9-1 to 9-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 253 Ib uplift at joint 7 and 445 Ib uplift 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 points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14K06 T1 COMMON 2 1 0027 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:02 2014 Page I D:wSzsrL27nKP?gOanFumntsyA4N B-OZ9gEp6rBygAShd0oyi798u_ZfugOLX19LN_f?yA—P • -2-0-06-9-8 13-7-0 15-7-0 2-0-0 6-9-8 6-9-8 2-0-0 Scale=1:29.1 4x5= 3 4.00 12 11 12 4 No. 3-7 2x4 o. 1-11-15 4 No. 8 10 13 2 4 n 2x4= 2-8 2x4 No.2 8.0.0 4.6 2x4 No.2 5.7-0 Zxd Io 1 14 7 6 15 5 3x8= 2x4 11 3x4= 3x6= 0-e-019-1-8i 0-8.016-1-8i 6-9-8 13-7-0 6-9-8 6-9-8 Plate Offsets(X,Y)-{2:0-3-0,Edge],[4:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.06 2-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(TL) -0.33 2-7 >463 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 4 We n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:57 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 4=925/0-8-0,2=925/0-8-0 Max Horz2=-108(LC 15) Max Uplift{=-547(LC 7),2=-547(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-10=-1345/422,10-11=-1330/426,3-11=-1259/461,3-12=-1259/461,12-13=-1330/426,4-1 3=-1 3 4 5142 2,4-5=0/57 BOT CHORD 2-14=-259/1172,7-14=-259/1172,6-7=-259/1172,6-15=-259/1172,4-15=-259/1172 WEBS 3-7=0/353 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 3-9-8,Exterior(2)3-9-8 to 6-9-8,Interior(1)9-9-8 to 12-7-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 547 ib uplift at joint 4 and 547 Ib uplift 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 points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14K06 T2 COMMON 2 1 0028 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:03 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-Ulj2S97TyGy14rCCMfDMhM RA13r27kpAO?6XBSyA_p -2-0-05-4-2 9-10-8 14-4-14 19-9-0 2-0-0 5-4-2 4-6-6 4-6-6 5-42 Scale=1:35.8 = 4.00 12 4x5 4 50% 133- No .6 14 3x4 zz 3 5 4.9 2x N .3 3-0.4 No. 1 15 121. N .0 3.10 2x N .31-6.11 3-9 2x 1 3 2x 4-6.3 5.7 2x4 31.6.11 6 h 2 1 2x4 FiB `71 2-8 2x4 No.2 12-0-0 6-8 2x4 No.2 7-9-0 118 10 17 9 8 7 18 3x6= 2x4 I I 3x8= 4x5= 2x4 I[ 3x6= 0.8.0(0.1-8) 0.8-0(0.1.8) 5-4-2 9-10-8 14-4-14 19-9-0 5-4-2 46-6 4-6-6 5-42 Plate Offsets(X,Y)-{2:0-3-0,Edge],[3:0-2-12,0-3-0],[6:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.13 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) -0.26 9-10 >888 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:89 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-10 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 6--1036/0-8-0,2=1277/0-8-0 Max Horz2=169(LC 14) Max Uplif6=-447(LC 7),2=-693(LC 6) FORCES.(ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-12=-2568/849,3-12=-2505/876,3-13=-1826/783,4-13=-1768/800,4-14=-1768/806,5-14=-1828/783,5-15=-2552/1066,6-15=-2616/1049 BOT CHORD 2-16=-826/2334,10-16=-826/2334,10-17=-826/2334,9-17=-826/2334,8-9=-91 5124 0 0,7-8=-915/2400,7-18=-915/2400,6-18=-915/2400 WEBS 4-9=-212/711,5-9=-848/495,5-7=0/295,3-9=-777/419,3-10=0/286 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 6.10-8,Exterior(2)6-10-8 to 9-10-8,Interior(1)12-10-8 to 16-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 447 Ib uplift at joint 6 and 693 Ib uplift 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 points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14-K06 T2A COMMON 1 1 0029 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:03 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-Ulj2S97TyGyl4rCCMfDM hM RC13rX7koAO?6XBSyA_p 5-4-2 9-10-8 14-4-14 19-9-0 5-4-2 4-6-6 4-6-6 5-4-2 Scale:318"=1' 4x5= 3 4.00 12 72 3x4� 11 3x4 2 4 1-32 0.2 - 3.8 2xA N .3 3.0-4 4 10-6.1 10 13 2.9 2x4 No 31-6.11 2x4 4-6-3 4.8 0.3 4.6 2x4 No 31-6.11 a 1 (n 14 9 15 8 7 6 16 le 3x8= 2x4 11 3x8= 4x5- 2x4 11 3x8= 0.8.0(0.1-8) 0.8-0(0.1-8) 5-4-2 9-10-8 14-4-14 19-9-0 5-42 4-6-6 4-6-6 5-4-2 Plate Offsets(X,Y)-41:0-3-0,Edge],[5:0-3-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) 0.14 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) -0.26 8-9 >881 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.09 5 n/a We BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:83 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 1=1050/0-8-0,5=1050/0-8-0 Max Horz1=122(LC 10) Max Uplifd=-451(LC 6),5=-451(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-2641/1132,2-10=-2578/1150,2-11=-1853/862,3-11=-1793/885,3-12=-1793/885,412=-1853/862,413=-2578/1150,5-13=-2641/11132 BOT CHORD 1-14=-994/2425,9-14=-994/2425,9-15=-994/2425,8-15=-99412425,7-8=-994/2425,6-7=-994/2425,6-16=-994/2425,5-16=-994/2425 WEBS 3-8=-261/736,4-8=-8491496,4-6=0/296,2-8=-849/494,2-9=0/296 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.ll;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-40 to 3-4-0,Interior(1)3-40 to 6-10-8,Exterior(2)6.10-8 to 9-10-8,Interior(1)12-10-8 to 16-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 451 Ib uplift at joint 1 and 451 ib uplift at joint 5. 6)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 loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14KO6 141(06 T3 COMMON 1 1 0030 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:04 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-yxHQfV86ja4ui?nPwMkbEZ_LJT9js1 WJcfs4kuyA_p + -2-0-0 4-3-0 8-1$ 12-0-0 17-7-2 24-0-0 2-0.0 4-3-0 3-10-8 3-10-8 5-7.2 6-4-14 Scale=1:43.0 4x5= 4.00 12 6 3x6� 17 18 30 3x4 54-6 0 -4 7 3x4 6- f 158 2x411 4 5.7 3 6.11 W N .3 3.8.12 19 7 ill 1fa 0 3-122x No.3 2 o.35-7-10 8-10U4 .3 1.10.15 \ e�[ 2.11 2x4 No.2 12.0-0 9.11 2x4 No.2 12-0-0 0 1 1415 2x o. 21 11 22 10 23 d 1 12 5x6= 5x8= 2x4 11 3x8= 2x4 11 0-8-0(0.2-3) 0-8-0(0-1-8) 4-3-0 3-6-8 311-0 12-0-0 17-7-2 24-0-0 3-6$ 7-9-0 5-7-2 64-14 -� 0-4-0 Plate Offsets(X,Y)-{9:0-3-0,Edge],[11:0-40,0-3-0],[12:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.11 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(TL) -0.4511-12 >516 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:118 Ib FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 24.3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 12=182110-8-0,9=967/0-8-0 Max Horz12=195(LC 14) Max Uplifd2=-1124(LC 6),9=-451(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/56,2-16=-1879/1180,3-16=-1857/1291,3-4=-1776/1178,45=-1756/1277,5-17=-1284/533,6-17=-1238/552,6-18=-1235/527,7-18=-1250/510, 7-8=-1312/499,8-19=-2306/972,9-19=-2366/951 BOT CHORD 2-20=-1164/1924,12-20=-1164/1924,12-21=-159/818,11-21=-159/818,11-22=-817/2160,10-22=-817/2160,10-23=-817/2160,9-23=-817/2160 WEBS 3-12=-461/328,5-12=-2207/1874,5-11=-396/412,6-11=-97/352,8-11=-1144/652,8-10=0/319 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 9-0-0,Exterior(2)9-0-0 to 12-0-0,Interior(1)15-0-0 to 20-8-0 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 1124 Ib uplift at joint 12 and 451 Ib uplift at joint 9. 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 including 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 CUTTING EDGE-14K06 14K06 T4 COMMON 2 1 0031 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:05 2014 Page 1 D:wSzsrL2?nKP?gOanFumntsyA4NB-R8gotr9kUtCkJ9M bU4FgnmWXstambU1 TrJbeGKyA_p • .2.0-04-3-0 9-7-0 14-11-0 20-3-0 24-0-0 2-0-0 43-0 5-4-0 5.4-0 5-4-0 3-9-0 Scale=1:43.5 4x5— 6 4.00 12 30 18 U4:5; 4-621 S• 3x4 45 9-9-1 19 3x4 6.11 2x .3 4-8-7 8 3x6 3 5-132)E4 .32-11-115-11 4 35-10-4 7-11 2x o 10-47-1020 .32-11-11 �921x4N).31- 2x4 20 x 31.2- 2x 2-3 H = 2 1.4 2x 142 . 9 12 21A N8.2 Li 0 1 0. 14 23 13 t2 11 24 10 25ZX4 11 9 3x8 3x8= 4x5= 3x8= 3x4= 2x4 11 2x4 II 0-8-0(0.2-3) 0-8-0(0.1.8) 4-3-0 i 3-6-8 311110 9-7-0 , 14.11-0 203.0 i 24-0-0 3-6-8 5.4-0 5-4-0 5-4-0 3-9-0 0-40 Plate Offsets(X,Y)-49:0-2-8,0-1-01,[13:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.0511-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(TL) -0.2011-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) -0.02 14 n/a We BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:137 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-6 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 9=978/0-8-0,14--1830/0-8-0 Max Horz9=328(LC 10) Max Uplif9=-423(LC 7),14=4156(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 6-18=-1121/474,7-18=-1188/457,7-19=-1071/460,8-19=-1148/456,1-2=0/56,2-20=-1827/1169,3-20=-1805/1280, 3-4=-1264/406,4-5=-1138/408,5-21=-1190/479,6-21=-1122/496,8-9=-1056/435 BOT CHORD 2-22=-1150/1874,14-22=-1150/1874,14-23=-1150/1874,13-23=-1150/1874,12-13=-208/1093,11-12=-208/1093, 11-24=-351/1010,10-24=-351/1010,10-25=-38/322,9-25=-38/322 WEBS 7-10=-491/277,7-11=-146/181,6.11=-34/262,5-11=-261/167,5-13=-477/548,3-13=-1690/2149,3-14=-1729/1258, 8-10=-435/1178 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 11-11-0,Exterior(2) 11-11-0 to 14-11-0,Interior(1)17-11-0 to 20-10-4 zone;cantilever left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 423 lb uplift at joint 9 and 1156 Ib uplift at joint 14. 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 loads. 7)"Semi-rigid pitchbreaks including 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 CUTTING EDGE-14K06 14K06 T5 COMMON 10 1 0032 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:06 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-vKOB4B9MFBKbxJxnl nm3J_3h_Gr'1Kytc4zLBonyA_p • 2-0-0 4-3-0 9-7-0 14-11.0 20-3.0 25-7-0 29-10-0 31-10-0� 2-0-0 43-0 5.4-0 5.40 5 4 0 5-4-0 4-3-0 2-0-0 Scale=1:57.0 4.00 12 4x5= 6 3x4 3x4 4x5% 48 255-11.2 3x4 45 78 3x4 a 6-15 2x o.3 4.9-7 3x6 a 34%10.35-2-3..32-11-11 7-15 2x 10.4 410.3 5.2-3 112x4 2 23 2. o.3 - 2. 0.3 - 26 2x4= 10 2x4= v, 1Li P 11 lej '1-1 27 18 28 17 16 15 14 13 29 4x5= 4x5= 4x5= 12 2x4 11 2x4 I I 3x4= 3x8= 4x9= 3x6 11 0-8-0(0-1-14) 0-8-0(0-221 II ( I 26.3-8 i 4-3-0 9.7-0 14-11-0 20-3-0 , 25.7-0 25r111-0 29-10-0 4-3-0 5-4-0 51.0 50 5-4-0 0 3-6.8 0-4.8 Plate Offsets(X Y)-{2:0-2-14 Edge] [4:0-2-6 Edge] [9:0-2-4,0-1-81,[13:0-2-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.2017-18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.3817-18 >799 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:162 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-13 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=153510-8-0,12=210810-8-0 Max Horz2=-207(LC 11) Max Uplift=-834(LC 6),12=-1237(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0157,2-23=-3494/1270,3-23=-3441/1292,3-4=-284011110,4-5=-2714/1111,5-24---18971728,6.24=-1827/756, 6-25=-1827/774,7-25=-1895/757,7-8=-1684/624,8-9=4810/622,9-26=-1751/1276,10-26=-1773/1165,10-11=0/56 BOT CHORD 2-27=-1295/3220,18-27=-1 29513220,18-28=-129513220,17-28=-1295/3220,16-17=-978/2597,15-16---97812597, 14-15=-412/1610,13-14=-412/1610,13-29=-1146/1823,12-29=-1 14611823,12-30=4146/1823,10-30=4146/1823 WEBS 3-18=0/272,3-17=-646/329,5-17=-291374,5-15=-1118/607,6-15=-220/673,7-15=-288/198,7-13=-600/570, 9-13=-1784/2614,9-12=-2040/1310 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 11-11-0,Exterior(2) 11-11-0 to 14-11-0,Interior(1)17-11-0 to 28-10-9 zone;cantilever right exposed;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 834 Ib uplift at joint 2 and 1237 Ib uplift at joint 12. 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 including 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 CUTTING EDGE-14K06 14K06 T6 COMMON 3 1 0033 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:06 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-vKOB4B9MFBKbxJxnl nm3J_3gXGsBK8Dc4zLBonyA_1 _2.0.04.0-4 6-9-8 9-0-0 ' 2.0-0 4-0-4 2-9-4 2-2-8 Scale 1:20.5 4x5= 4 3x4 zzz 5 2x4zz 4.00 12 3 25.2 5- x 2.12 4-7 2x No. 1-11-15 4 No.2 9- 5-6 2x 4 No 3 1.4.4 c 9 3.7 o.33-0- 2 .33-0-2 1 l 20= 2.8 2x4 No.2 9.0.0 1 10 7 11 8 3x8= 3x4= 2x4 11 0-8.0(0.1.8) 6-9-8 9-0-0 6-9-8 2-2-8 Plate Offsets(X,Y)-{2:0-3-6,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.06 2-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.32 2-7 >317 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:46 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-10 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=713/0-8-0,6=439/Mechanical Max Horz2=229(LC 6) Max Uplif@=-470(LC 6),6=-168(LC 6) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/57,2-9=-880/301,3-9=-830/321,3-4=-4491185,4-5=-430/202,5-6=-533/276 BOT CHORD 2-10=-3851804,7-10=-385/804,7-11=010,6-11=0/0 WEBS 3-7=-465/307,4-7=-0/137,5-7=-188/480 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-9 to 0-11-7,Interior(1)0-11-7 to 3-9-8,Exterior(2)3-9-8 to 6-9-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 470 Ib uplift at joint 2 and 168 Ib uplift at joint 6. 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 including 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 CUTTING EDGE-14K06 14K06 V1 VALLEY 3 1 0034 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:07 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-NWyZIXA_OVSSZTV_bVHIsBcOmgNK3dkmld4kKDyA_p 2-0-0 2-0-0 Scale•1:5.6 4.00 F12 2 1 1-22 1.2.4 1-3 2x4 No.2 2.0.0 4 3 2x4 2.0.0(0-1.8) 2.0.0(00.1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:5 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 1=61/2-0-0,2=50/2-0-0,3=1112-0-0 Max Horz1=31(LC 6) Max Uplift/=-25(LC 6),2=-42(LC 6) Max Gravl=228(LC 23),2=50(LC 1),3=211(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-27/17 BOT CHORD 1-4--0/0,3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;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=1.60 plate grip DOL=1.60 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 25 Ib uplift at joint 1 and 42 lb uplift at joint 2. 7)This truss has been designed for a moving concentrated load of 200.Olb 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 including 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 CUTTING EDGE-14K06 14K06 V11 GABLE 1 1 0035 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:07 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-N WyZIXA_OVSSZTV_bVHlsBcxLgHX 3cumld4kKDyA_p 9-7-8 12-0-0 9-7-8 2-4-8 Scale-1:19.2 4x5= 3 2x4 11 2x4 No.2 2-, 4 4.00 12 9 2x4 2 1.3 2x 9.2-11 6 3.6 b 4 No.3 2-7.5 4-52x No. 1-11 2-72x No. 13.14 1 Ll 1.5 2x4 No.2 12-0-0 111 10 7 11 6 12 5 111 3x4 2x4 I I 2x4 11 2x4 11 12-0-0 12-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) n/a - nla 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) n/a - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 CodeFBC2010/TPI2007 (Matrix) Weight:44 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=208/12-0-0,5=109/12-0-0,6--302/12-0-0,7=585112-0-0 Max Horzl=211(LC 10) Max Uplifd=-53(LC 6),5=-75(LC 11),6=-106(LC 6),7=-347(LC 10) Max Grav1=295(LC 29),5=247(LC 32),6--341(LC 31),7=587(LC 22) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-171/52,2-8=-146/100,2-9=-77/34,3-9=-16/60,3-4=-42/50,4-5=-106/97 BOT CHORD 1-10=-7/13,7-10=-7/13,7-11=-7/13,6-11=-7/13,6-12=-7/13,5-12=-7/13 WEBS 3-6=-278/224,2-7=-548/400 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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 6-7-8,Exterior(2) 6-7-8 to 9-7-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 53 Ib uplift at joint 1,75 lb uplift at joint 5,106 Ib uplift at joint 6 and 347 Ib uplift at joint 7. 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 including 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 CUTTING EDGE-14K06 14K06 V3 VALLEY 3 1 0036 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:08 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-rj WxVtBcnoaJAc4A9CoXOP88J4fao3_vXHgitfyA-1 • 4-0-0 4-0-0 2x4 11 Scale=1:8.7 2 4.00 12 1-22 338 2-3 2x4 No.3 0-M3 1 1-3 2x4 No.2 4-0-0 FT 4 3 2x4% 2x4 11 (0-1.8) (0.1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:12 Ib 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.(Ib/size) 1=163/4-0-0,3=163/4-0-0 Max Horzl=84(LC 6) Max Uplifl=-67(LC 6),3=-95(LC 6) Max Grav1=274(LC 23),3=274(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-73/46,2-3=-1681183 BOT CHORD 1-4=010,3-4=0/0 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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=1.60 plate grip DOL=1.60 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 67 Ib uplift at joint 1 and 95 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.0111b 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 including 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 CUTTING EDGE-14K06 14K06 V5 VALLEY 1 1 0037 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:08 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-rj WxVtBcnoaJAc4A9CoXOP8114;Zzo3_vXHgitfyA_p • 5-8-8 6-0-0, 5-8-8 00- _8' Scale:1"=1' 2x4 2 4.00 12 1-2 5-1.2 2-3 4 No.3 1-7.5 1 1.3 2x4 No.2 60-0 4 3 20 2x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) n/a - nla 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:19 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 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.(Ib/size) 1=273/6-0-0,3=273/6-0-0 Max Horz1=140(LC 6) Max Uplifll=-113(LC 6),3=459(LC 6) Max Gravl=324(LC 23),3=324(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-120176,2-3=-2791299 BOT CHORD 1-4--010,3-4--0/0 NOTES- 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.11;Exp C;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=1.60 plate grip DOL=1.60 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 113 Ib uplift at joint 1 and 159 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.Olb 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 including 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 CUTTING EDGE-14K06 141K06 V5A VALLEY 1 1 0038 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:09 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-Jv4J i DCEY6jAomfMjwKmxchC3Uw5XW E3mxZrPSyA_p 5-8-8 5-8-8 Scale=1:11.6 2x4 11 2 4.00 12 1-22 5.1-2 2-3 4 No.3 -310 1 1.3 2x4 No.2 5-8-8 4 3 2x4 2x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) n/a - nla 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:18 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8••8 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.(Ib/size) 1=257/5-8-8,3=25715-8-8 Max Horzl=132(LC 6) Max Uplifd=-106(LC 6),3=-150(LC 6) Max Gravl=317(LC 23),3=317(LC 24) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-114/72,2-3=-263/284 BOT CHORD 1-4--0/0,3-4--0/0 NOTES- 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.II;Exp C;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=1.60 plate grip DOL=1.60 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 106 Ib uplift at joint 1 and 150 lb uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.Olb 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 including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type aty Ply CUTTING EDGE-14K06 141<06 V7 GABLE 1 1 0039 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Thu Dec 11 16:55:09 2014 Page I D:wSzsrL2?nKP?gOanFumntsyA4NB-Jv4JiDCEY6jAomfM jwKmxchCRUyFtXVt3mxZrPSyA—p 5-8-8 8-0-0 5-8-8 2-3-8 Scale=1:14.7 4x5= 2x4 11 2 3 23 2x4 No.2 2-3.8 4.00 12 8 1-2 5-1-2 3-42 4No.31-113 2.52 4No.31-113 1 1.4 2x4 No.2 8.0.0 7 5 8 4 2x4 2x4 11 2x4 11 5-8-8 8-0-0 5-8-8 2-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:27 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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.(Ib/size) 1=266/8-0-0,4=93/8-0-0,5=40618-0-0 Max Horz1=137(LC 6) Max Uplifd=-121(LC 6),4=-74(LC 6),5=-187(LC 6) Max Grav1=315(LC 24),4=229(LC 26),5=406(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-95112,2-6---49/38,2-3=-0/0,3-4=-1051108 BOT CHORD 1-7=-27132,5-7=-27/32,5-8=010,4-8=0/0 WEBS 2-5=-359/295 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp C;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 5-8-8,Exterior(2) 5-8-8 to 7-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)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 121 Ib uplift at joint 1,74 lb uplift at joint 4 and 187 lb 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 including 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 CUTTING EDGE-14K06 14K06 V9 GABLE 1 1 0040 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Thu Dec 11 16:55:10 2014 Page ID:wSzsrL2?nKP?gOanFumntsyA4NB-n5ehwYDsJQr1QwEYGdr?TgEJ7uFFGx5C?bJPxYyA_p 7-7-8 9-" 10-0-0 7-7-8 1-11-0 Scale=1:17.9 4x5= 2 2x4 4.00 12 1.3 2x4 No.2 2-- 3 7 6 1-22 7.1-6 2-52x I No. 1.11-5 3.4 IA6 No.2 -7-5 1 1 1-4 2x4 No.2 10-0.0 LJ 8 5 9 4 2x4 2x4 11 2x4 11 10-0-0 10-0-0 Plate Offsets(X,Y)-{2:0-2-8,0-2-8],[3:0-1-4,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:35 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=311/10-0-0,4---66110-0-0,5=731/10-0-0 Max Horzl=156(LC 10) Max Uplift=-139(LC 6),4=-159(LC 26),5=-340(LC 6) Max Grav1=338(LC 28),4=158(LC 30),5=731(LC 1) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6---100/46,6-7=-82148,2-7=-79/139,2-3=-31/91,3-4=-64190 BOT CHORD 1-8=-44/14,5-8=-"14,5-9=-44/14,4-9=-44/14 WEBS 2-5=-623/517 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.11;Exp C;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 4-7-8,Exterior(2) 4-7-8 to 7-7-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 139 lb uplift at joint 1,159 Ib uplift at joint 4 and 340 Ib 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 including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard l 9 � lorida Building Code Online piloe I of t 8GiS Home Log to User Registration riot Topics Suomit Surcharge SGUS&Facts Publications FBG Staff acts Site Map Links_Search ' �Busine rroeSS1411dl U ER:PublictUser pproval Proeuct Aooraval Ment> Search>Aaol,cat€on list>Application Detail FL # FL13285-R1 Application Type Revision Code Version 2010 Application Status Approved Comments Archived r Product Manufacturer United Steel Products Company Address/Phone/Email 703 Rogers Drive Montgomery, MN 56069 (952) 898-8772 rswanson@mii.com Authorized Signature Rex Swanson rswanson@mii.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Southcross Drive Burnsville, MN 55306 (952) 898-8651 tgrevious@gibraltarl.com Quality Assurance Representative Chad Becker Address/Phone/Email 703 Rogers Drive Montgomery, MN 56069 (507) 364-7333 cbecker@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E. Wolfe P.E F Validation Checklist - Hardcopy Received Certificate of Independence FL13285 R1 COI FL13285 COI Indro ndence rt odf Referenced Standard and Year(of Standard) StandardYear AF&PA N.D.S. 2005 AISIS100 2007 ASTM D1761 2000 ittp://%v%vw.florid.ibuil(ling.org/pr/pr__,ipp_dti.asps?f)arum=",Gt�VXQwtDtivRk6l)svZ66FF30SU7PyNvzX... 6/121/201: '10i Ida Building Cade Online Pa"c ? of( ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option C Date Submitted 02/7.2/2012 Date Validated 06/19/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/20/2012 Summary of Products Go to Page �! 0 0 0 Page 2/3 0 0 FL# Model, Number or Name Description 13285.21 MPH17925-2 to 1716-2, MPH Masonry Hanger MPH2O925-2 to 2020-2, t.IPH23925-2 to 2320-2, MPH25925-2 to 2520-2, MPH35925-2 to 3520-2 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL13285 RI (I esr1781,Ddf Approved for use outside HVNZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 R1 AE esrl781.adf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.22 MPH210 to 216, MPH210-2 to MPH Masonry Hanger 216-2, MPH310 to 316, MPH410 to 416, MPH610 to 616, MPH810 to 816, MPH325, MPH525,MPH687 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 11 esr178l.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation Instructions FL13285 111. AE esr1781,)df outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.23 MSTA12, MSTA15, MSTA18, MSTA Strap Tie MSTA21, MSTA24, MSTA30, IMSTA316, MSTA48 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 It esr178i.ndf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions EL13285 R1 AE esrl78(,DcI( outlined in report ESR-1781, Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.24 hISTA9 MSTA Strap Tie ittli://wwv.tloriciabuilding.org/liripr_,al)p_dti.aspx7l)ararn-wGEVXQwtDqvRk6bsvZ66F�30SU7PyNvzX..- 6/21/201.' -1orida Building Code Online Page 3 of( Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 II esrt781.Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 R1 AE esrl781.Ddf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.25 N16, N27, N30, N36, N42, N48, N Bridging N54, N56, N60 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 it esr1781.Ddf Approved for use outside HVHZ: Yes Verified By: [CC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 R1 AE esr1781.ndf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.26 P644-6, PB66-6 PB Post Caps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 RI iI esrt781.ndf Approved for use outside HVHZ: Yes Verified By: ECC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL13285 R1 AE esr1781.odf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.27 IPBES44 PEES Post Cap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 It esr1781.pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL13285 R1 AE esr178I.pdf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.28 IPBES66 PBES Post Cap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 RI 11 esr1781.Ddf Approved for use outside HVHZ:Yes Verified By: FCC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation instructions FL13285 RI AE esr1781.adf outlined in report ESR-1781. 13285.29 IPBS44, PBS66, PBS66R PBS Post Cap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 RI 11 asr1781.ndf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL13285 R1 AE esr1781.Ddf outlined in report ESR-1781. 13285.30 IPBS44R PBS Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RI It esr1781.Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RI AE esri781.odf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. ittp://www.tloridabuilding.org/pr/pr_app_dtl.aspx?paranl=wGEVXQwtDgvRk6bsvZ66FF30SU7PyNvzX... 6/2 1/201: :101-1(1,1 Building Code Online Page -1 of t 1.3285.31 PCM4416, PCM4616, PCM4816, PCM Post Cap f P016416, PCM6616, PCM6816, PCM8416, PCM8616, PCM8816, PCM44, PCM46, PCM,18, PC1,164, PCM66, PCM68, PCM77, PCM84, PCM86, PCM88 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 11 esrl781.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL13265 R1 AE .esr1781.nclf outlined in report ESR-1781. 13285.32 SKH24L/R SKH Skewed 45 Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 It e5r1781.ndf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL13285 RI AE esr1781.adf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.33 SKH26L/R,SKH28L/R, SKH Skewed 45 Hangers SKH2101-/R, SKH1720L/R, SKH1724L/R, SKH2O201.111, SKH2O24L/R, SKH2320L/R, SKH2324L/R, SKH36L/R, SKH38L/R, SKH310L/R Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 IT esri781.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other., Subject to loads and installation instructions FL13285 R1 AE esr1781.adf outlined in report ESR-1781. 13285.34 SKH312L/R, SKH2520L/R, SKH Skewed 45 Hanger SKH2524L/R, SKH2620L/R, SKH2624L/R, SKH26L/R-2, SKH28L/R-2,SKH210L/R-2, SKH46L/R, SKH41OL/R, SKH414L/R, SKH2O20L/R-2, SKH2O24L/R-2, SKH2320L/R-2, SKH2324L/R-2, SKH2520L/R-2, SKH2524L/R-2 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 R1 It esrt781.n(if Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RL AE esrl78l.Ddf outlined in report ESR-1781. 13285.35 THD26,THD28,TH13210,TH026- THD Face Mount Hanger 2, THD28-2,THD210.2,THD210- 3, THD46, TH048, TH0410, THD412, THD414, TH0610, THD612,THD614, THD7210 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 R1 IE tsr1781.ndf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Subject to loads and installation instructions FL13285 RI AE esr1781-odf outlined in report ESR-1781. 13285.36 THF15925, THF15112, THF15140, THF Face Mount Hanger THF16925,THF16112,THF16140, HF17925, THF17112, THF17140, ittf):l/Nvww.floridabuilding.org/pr/pr. ltpp_dtt.asl)x?par�lln=-%%?GEVXQwtDclyRk6bsv7_66F 30SU7PyNvzX... 6121/201: Acarida BUildill"Cade Online Pa-e 3 of*( ITHF20925,THF201.12, THF20140 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 If esrI781.rndf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 RI AE esr178I.ydf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.37 HF15925-2,THFi5112-2, THF Face Mount Hanger HF15140-2,THF16925-2, ITHF16112-2o THF16140-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13265 R1 II esr1.781.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 R1 AE esr178I.pdf outlined in report ESR-1781. 13285.38 THF17157,THF20157,THF23100, THF Face Mount Hanger THF23118,THF23140,THF23160, iTHF23925 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 R1 It esrl781.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL13285 R1 AE esr1781.ndf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.39 THF17157-2,THF20925-2, THF Face Mount Hanger THF2011.2-2,THF20140-2, THF23100-2,THF23112-2, THF23180,THF23925-2, THF23118-2,THF23140-2, THF23160-2 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL13285 R1 11 esr1781.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 R1 AE esr178I,pdf outlined In report ESR-1781. 13285.40 THF25925,THF25112, THF25120, THF Face Mount Hanger THF25130,THF25140,THF25160, NF26925,THF26112, THF26140, THF26160,THF35925,THF35112, THF35140,THF35157 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 111 Il esri781.pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:. N/A Evaluation Reports Other: Subject to loads and installation instructions FL13285 Ri AE esr1781,y if outlined in report ESR-1781. Requires supplementary connection to provide minimum of 7004 uplift for use in HVHZ. Go to Page �� Page 2/3 +13 0 ,Stt(!,f4 tJ P1113 ce-F! I Nq Ph np_ ,0,047-1N74 ittp://ww%v.tloridabuilding.org/pr/pr_app_(Itl.aspx?param=wG F:VXQ%vtD(IvRk6bsvZ66FF 30SU7PyNvz-X... 6/21/2101: SP SKH — Standard 45' skew hanger allows for a 40' to 50' skew range, without hanger modification. SKHH—For heavier applications. Materials: 14 or 16 gauge >, ) Finish: G90 galvanizing; SKH26UR-GC&SKH210UR-GC—Gold Coat Options: SKH26UR,SKH28UR, SKH210UR, SKH210UR-2, SKHH21OL/R-2, SKHH210UR-21F,SKHH410UR, SKHH410URIF, SKHH414URIF, SKHH46UR&SKHH46URIF are available in Triple Zinc.To order, add TZ to stock number,as in SKH26L-TZ. SKH26UR&SKH21OUR are available in Stainless Steel. To order, add SS to stock number,as in SKH26L-SS. 9 Codes: ESR-3446, FL13285,L.A.City RR 25843 SKH26R Right skew Installation: N • Use all specified fasteners. See Product Notes, page 11. w • The hangers listed are for standard sizes and will accommodate a 40° to 50°skew N range. _ • Most sizes do not require a miter cut for installation. Refer to chart footnote ., identified with an asterisk. �X • Illustrations show left and right skews.(SKH_L=skewed left;SKH_R=skewed right) 4 "►' • For kJoist installations,web stiffeners are required. • Refer to illustration for staggered I-Joist application for double 2-, 2 5/16-, and 21/2- models. 3 SKH26L • For double I-Joist installations,web stiffeners between Hoists are required. Left skew AVAILABLE IN Right skew , � Left skew �.,�,�� Drive nails `� Dimenslote(in) Fastener Schedule Allow"Loads(Lbf.) Header. Joist DF-L./SP S-P-F USP Steel Lkn Roof U Ht Roof Uplit'Code Beam I Joist Site Stock Na Ret Na Gauge W H a Qty Type Qty Type IOn 115Y 125 160% 1 11 123Y. 160 0 Rel. 2 x 4 SKH24ht SURA 24 16 1.9/16 3-114 1-78 4 16d 4 10d x 1-12 510 510 5101 565 475 51015101 565 2x6-8 §KH2ft R SUR&26 16 1-9116 5.1/4 1-718 6 16d 6 10d x 1-12 830 890 aw 1085 715 820 890 930 SKH26LJR-GC 6 N16C-GC 6 N10-GC 2x8-10-12 SKH26Lht 16 1 1-9/16 7-1/4 1.78 10 16d 8 10d x 1-12 1380 1465 1465 1360 1190 1370 1465 1240 SKH210LA2 SURL210' 14 16d 10 10d x 1-12 2 x 10-12-14 SURIL214 16 1-9!16 9.1/4 1.78 1790 1790 1790 1%5 1665 1790 1790 1550 SKH210LA2-GC 14 N16C-GC 10 1 N10GC 11140-1/4-14 9-1/4-14 SKH1720UR SUR&I.8119 16 1-13!16 9.18 1-7/8 ' 14 10d 101 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 1-314x11-114-18 SKHi724LIR SURL1.81/11, 16 1-13116 11-18 1-78 16 100 10 106x1-12 1855 2135 2320 1565 1600 1840 2000 1560 SURA.1.81/14 2-2-18 x 91/4-14 SKH202" SUR' ' 16 2-18 9 1-78 14 tOd 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 2 2.18 x 11.114.16 SKH2024LR SUPA2.011, 16 2.18 11 1-78 16 10d 10 10d x 1-12 1855 2135 2320 1565 1600 1840 2000 1550 61 S RA.2.1111 F30, 2.1191/4.114--144 1SKH2320UR SURL2.3719 16 2-38 8-78 1-78 14 10d 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 R5 9 W2-1/2x9-1/4-14 16 x sloi2 &ft SURt23A11, 16 2-38 10.78 1-78 16 tOd 10 10d x 1.12 1856 2135 2320 1565 16M 1840 2000 1550 -18 SUR4137/14 SKH311A 16 2.906 4.314 1-38 6 16d 6 10d x 1-12 830 950 1025 1085 715 820 895 930 3x8-10-12 SIW38l.rR 16 2-9/16 6-314 1-38 10 16d 8 10d x 1-12 1380 1585 1585 1360 1190 1370 1490 1240 -14 SKH310UR 16 2.9/16 8-314 1-d18 14 16d 10 Iod x 1.12 1930 2220 2250 1565 1665 1915 2085 1550 -16 SKH3MR 16 2-9/16 10.3!4 1-3/8 16 16d 10 10d x 1-12 2210 2500 2500 1565 1905 2190 2380 1550 /4-14 SKH2520L/R SURA-2.%19 16 2-916 858 1-78 14 10d 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 2-12 x 11.114.16 SKH2524L/R SURA.2 W11, 16 2SURtL.5&14 -9/16 10.3/4 1-78 16 10d 10 10d x 1-12 1855 2135 2320 1565 1600 1840 2000 1550 2-58 x 9.1/4-14 SKH2620LAR 16 2-11116 8.11116 1.78 14 100 10 10d x 1-12 1625 1870 2030 1565 1400 1610 1750 1550 2S8 x MIA-16 51012624LA2 18 2-11!16 1411!16 1-78 16 10d 10 tOd x 1-12 1855 2135 2320 1 1565 1 1600 1840 2000 1550 1)Uddt bads have been Increased 60%for wind aid seismic bads,no VOW increase shall be pemli8ed. 2)Minimum nad embedment shall be 1-12 for 10d nails and 1-58 Im 16d aro N16C GC rk*. 3)NAILS:10d x 14/2 and N10GC nails are 0.148 div x 1-112 Ion,10d nails are 0.148 dia x 3 bnu,l6d and N16C-GC nags are 0.162 Ula.x 3.12 Wq. New prodWs or updated product information are designated in nee font. continued on next page 0 1-800-328-5934•www.USPconnectors.com Florida Building Code Online Page 1 of 4 it p llfi_m ... .. .. ,.. .. .. ?„ ,. _ .„'t. i.n_x ' .v��S...jr,„S+ Silr.utk...-.-.,v->,7��v nE....-3.?,✓�M SCIS P.oma Lng!n User Registration Hot topic 'Submit Surcharge Stats&Facts Publications FSC Staff 9CIS Site Map :Links Search Business , , Product ApprovalProfess inal ' D Welt:Pubiic User �! f E!2Qg t Aonrovai Menu>9rr*d,rer ar sauknt•aticn v r[rch>Ay&tIat:.nn Lilt>APpltcaHon Detail FL Jt FL817-R3 Application Type Revision Code Version 2010 " Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Address/Phone/Email 703 Rogers Drive Montgomery, MN 56069 (952)898-8772 rswanson@mii.com Authorized Signature Rex Swanson rswanson@mli.com Technical Representative Todd Grevious,PE Address/Phone/Email 14305 Southcross Drive Burnsville,MN 55306 (952)898-8651 tgrevious@gibraitar l.com Quality Assurance Representative Chad Becker Address/Phone/Emall 703 Rogers Drive Montgomery,MN 56069 (507)364-7333 cbecker@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E.Wolfe P.E Validation Checklist-Hardcopy Received Certificate of Independence FL817 R3 COI ICC IndeoendeftQt&Cft.odF Referenced Standard and Year(of Standard) Standard Year A.F.AND P.A.NDS 2005 ASTM D1761 2000 ASTM D7147 2005 Equivalence of Product Standards Certified By http://floridahuiIding.org/pr/p7_app_Otl.aspx?param—wGEVXQwtDgvaK%2bkWe 185D%... 6/13/2012 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Methcd 1 option C Date Submitted 02/22/2012 Date Validated 04/25/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 Summary of Products Go to Page 10 Page 1(4 FL# Model;Number or Name Description 817.1 JBN264, BN284 Breakfast Nook Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 II esr1465.odf` Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Requires supplementary connection for mlnlmumi FL817 R3 AE esr1465.odf 700#uplift for use In HVHZ. 817.2 ICMSTC16 tOILED STRAPPING Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 Il esr1465.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. r 4 817.3 DSC4L/R, LDSC4L/R DRAG STRUT CONNECTOR Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 11 esr1465.odP Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: F 8 R AE 46 . df 817.4 IFH210,FH212 Formed Seat Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 II esr1465.cdf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted FL§17 A r 4 F 817.5 IFH214 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 II esr1465.odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted r f 17.6 IFH26 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 11 esr1465.Ddf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted F r 4f 817.7 IFH28 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 II esr1461Ddf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Product Deleted FL817 R3 AE eArlzl§a.2gf 17.8 IFHD210 lFormed Seat Hanger Limits of Use Installation Instructions http://floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgvaK%2bkWe 185D%... 6/13/2012 Florida Building Code Online Page 3 of 4 Approved for use In HVHZ:No FL817 R3 Il esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. IEMV—R3,AE gAr1465.24( 17.9 IFHO212 Formed Seat Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL$17 R3 It e1r,1465.odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. F r 4 f 817.14 IFHD214 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 II esri465.odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Removed. F 7 83 6E WJ1UjW 17.11 IFHD26 Formed Seat Hanger Limits of Use Installation Instructions Approved for use In HVHZ: No FL817 R3 II esr1465.odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. F 817.12 IFHO28 Formed Seat Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 II esr1465.ndf Approved for use outside HVHZ:No Verified By:XC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Removed. r 4 17.13 IFTCI,FTCIF FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 LI esr1465.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: r 4§5.26f 817.14 JFTC2,FTC2F FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 II m1465.odf Approved for use outside HVHZ:Yes Verified By:TCC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party; Design Pressure:N/A Evaluation Reports Other: F1611Z RJ 69 WAMM 8!7.15 IFE32 FLOOR TRUSS CUP Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 II esr1465.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and Installation Instructions FL817 R3 AE esrI465.adf outlined in report ESR-2756. Requires supplementary connection to provide minimum of 700#uplift for use in HVHZ. 817.16 FTC32-2 FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use In HVHZ:No FL817 R3 11 esrl465.odf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted LUJIL R3 AE 4 5. df 817.17 IGTU40,GTU60,GTU100Girder Truss Hangers Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 II esr1465.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Parry: Design Pressure:N/A Evaluation Reports http://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgva.K%2bkWel 85D%... 6/13/2012 Florida Building Code Online Page 4 of 4 Other: FLjQ17 RI A' r 6 f 817.18 jHGAI0 Hurricane Gusset Angle Limits of Use Installation Iftstructions Approved for use In HVHZ:Yes FL817 83 II esr1465.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: 5417 Rj At C3rl4fi5_2gf $17.13 jHHCP2 HURRICANE/SEISMIC ANCHOR limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817_R3 It gsr1465,pdf Approved for use outside HVHZ:Yes VeriFled By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: F f 817.20 1HIC26 }IIP-SACK Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes Verified By:ICC Evaluation Service,LLC Approved for use outside HVHZ:Yes Created by Independent Third Party: Impact Resistant:N/A Evaluation Reports Design Pressure:N/A Other: Go to page Page 1/4{� Contact Us n 14451 North Monroe Street.Tababassee rt 32399 Phone:850.487-1824 The State of Florida is an AA/EEO employer.[Oexrfahr 206T.2ntA State of Flenda.;:Privacv statement::a r acihNity at m nt:;Mynd Statement Under Florida law,e-mail addresses are pubic records.If you do not want your e-mail address released In response to a public-records request,do not send electronic mall to this entity.Instead,contact the office by phone or by traditional mall.If you have any questions rege(dfrg DBPFt S ADA web accessibility,please contact our web Master at wehmastar®dhor.ctar .fI ,e Product Approval Accepts: 05 M H Is xrarity,,,:.i,., 990. 10 http://floridabuilding.org/pr/pr__app_dtl.aspx?param=wGEVXQwtDgvaK%2bkWe l 85D%... 6/13/2012 - >,a — SERIES ;USP -t J \\ X I 7+ l.. 41.E L! 45°-r �-45° a5 `may ° Typical HHC Typical HJHC YP YP Typical HJC/HTHJ installation top view installation top view installation top view 0 ii, I H4 H I 1 '; £ I Fi I n I' s.'I H N 3 �57/a b 5" g", . Iia" `101/2" g HJC HTHJ HHC HJHC U Fastener Schedule' Allowable Loads(Lbs? Carrying Wmber Carried Member DFL I SP S-P-F USP Steel 14 per Hip per jack Floor Root jUpW Floor Roof UIQ Code Description Stock No. Ret.No. Gauge n) Qty Oty Type 100% 115% 125% 160% 1009E 115% 125% 160% Ref. LTHJA26, 2 x 6 right/left HJC26 THJA26, 12 5.318 16 16d 5 7 10d 2385 2740 2980 1840 2065 2375 2580 1545 10, U26 I F12 2 x 8 right/left HJC28 -- 12 7-1/8 20 16d 6 8 10d 2980 3425 3505 1840 2580 2945 2945 1545 LTHJA26, 2x 6 terminal HHC26 12 5.7116 20 16d 5 — 10d 2980 3425 3505 1015 2580 2945 2945 1545 2 x 8 terminal HHC28 12 7-3116 24 16d 6 116d2190 3505L2740 1840 2945 2945 2945 1545 130 2 x 6 terminal HJHC26 12 5 7/16 20 16d 5 2 3425 1840 2560 2945 2945 1545 2 x 8 terminal WHC28 12 7.3116 24 16d 6 2 3505 1840 2945 2945 2945 1545 2 x 6 terminal WWX181 LTWUR 18 5 16 t6d 1 5 2520 1790 1870 2155 2340 1505 10, 1 1)Uplift loads have been increased 60%for wind or seismic bads,no further increase shall be permitted. 2)Loading published for total bad of hip/lack convection. 3)Minimum nail penetration is 1-518 lex 16d nails. 4)NAILS:10d nails are 0.148 dia-x 3 kxw,16d nails are 0.162 dia.x 3-12 loop. New products or updated product information are designated in red ford. HJC Specialty Options Chart `- - 7 option Hip Truss Skew ) ` Range 30 b 60 H Allowable Loads 100%of table bad angleAdd hip , Ordering required,Slo product number. g"max.ewidth-.,y/e3 /4" Ex.HJCXS955 Typical HJC(skewed) installation HJC(skewed) with alternate skew angle top view 1-800-328-5934-www.USPconnectors.com USP2241-131 Florida Building Code Online Page I of t � § OC:IS Home Log In User Registration Hot Topics Submit Surcharge Stats&pacts PublicaUws P9C Stag SCIS Site Map -Links Search Business Pro fessl�C13I ` USER �Usepproval Yt&►iYi�Y�.i.�iiriiii/ Product Aoamva1 Manu>vroetu<t n.A4otELRt,ew.4tar:h>Anelratfos+L.st>Application Detail FL# FL821-R3 Application Type Revision a Code Version 2010 • - ..�� a k,. Application Status Approved Comments Archived Product Manufacturer United Steel Products Company Address/Phone/Emall 703 Rogers Drive Montgomery,MN 56069 (952)898-8772 rswanson@mil.com Authorized Signature Rex Swanson rswanson@mll,com Technical Representative Todd Grevlous,PE Address/Phone/Email 14305 Southcross Drive Burnsville,MN 55306 (952)898-8651 tgrevlous@glbraitarl.com Quality Assurance Representative Chad Becker Address/Phone/Email 703 Rogers Drive Montgomery,MN 56069 (507)364-7333 cbecker@mlf.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2015 Validated By Terrence E.Wolfe P.E Validation Checklist-Hardcopy Received Certificate of Independence FL821 R3 COI SCC IndeggC.dg Ie.cert odf Referenced Standard and Year(of Standard) Standard Year AF&PA National Design Specification 2005 ASTM D1761 2000 ASTM D7147 2005 Equivalence of Product Standards Certified By littp://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGE V XQwtDgti7enlm9An9zB7dZ8... 6/13/2012 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option C Date Submitted 02/22/2012 Date Validated 04/25/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 Summary of Products Go to Page Q Page 2/5 FL* Madel,Number or Name Description 821.21 HUS24-3 Slant Nall Joist Ha er Limits of Use Installation Instructions Approved for use in HVHZ:No FL821 R3 U esrlBBl.pdf Approved for use outside HVHZ:No Verifled By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted. L R e=1621,01' 822.22 JHUS26,HUS26-2 Slant Nail 101st,Han er Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL821 R3 ti AE esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and Installation instructions FL821 R3 AE AE esr1881,adf utfned In report ESR-1881. 621.23 HUS26-3 Slant Nell 3olst Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL821 R3 II esr1881.odf Approved for use outside HVHZ:No Verifled By:ICC Evaluation Service,LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted. FL 2 1 81. df 821.24 JHUS28,HUS28-2 Slant Nail 301st Han er Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL821 R3 II esr1881.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and installation Instructions FL021 R3 AE esr1881.odf outlined in report ESR-1881. $21.25 HU528-3 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL821 R3 II esrl$$L -df Approved for use outside HVHZ:No Verifled By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Product Deleted FL821 R3 AE earl-811d2iff $21.26 IHUS410 Stant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL8Z1_R3_iI esri881.odf Approved for use outside HVHZ:Yes Verifled By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Subject to loads and Installation Instructions FL821 R3 AE esrl$@,i,,= outlined in report ESR-1881. 21.22 IHUS412 Slant Nasi Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL821 R3 II esr1881.odf Approved for use outside HVHZ:Yes Verifled By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other:Subject to loads and installation instructions FL821 R3 AE esr1881.pdf http://floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9zB7dZ8... 6/13/2012 Florida Building Code Online Page 3 of outlined In report ESR-1881. 821.28 1HUS414 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL821 R3 II esr1881.Ddf Approved for use outside HVHZ:No Verified By:ICG Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure.N/A Evaluation Reports Other:Product Deleted. F 821.29 1H6S44 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL821 R3 11_esr1881.Ddf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted. r 21.30 IHUS46 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL821 R3 II esr1881.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and installation instructions FL821 R3 AE esr1881.odf outlined In report ESR-1881. 821.31 IHUS48 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes 5,821 R3 II esr188I.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports other:Subject to loads and installation instructions FL821 R3 AE esr1881.D f outlined in report ESR-1881. $21.32 JUS210 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL821 R3 II esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and Installation Instructions FL821 R3 AE esr1881.odf outlined In report ESR-1881. 821.33 IUS210-2 Slant Nail Joist Han er Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL821 R3 Ii esr1881xdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and Installation Instructions FL821 R3 EBF- esr1881.Ddf outlined in report ESR-1881. 821.34 JUS210-3 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL821 93 It esr1681.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: Subject to loads and Installation Instructions FL821 R3 AE esr1881.odf outlined In re rt ESR-1881. 821,35 JUS212-2 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL821 R3 11 esr1881.Ddf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Deleted. 821.36 US212-3 Slant Nall Joist Hanger Limits of Use Installation instructions Approved for use in HVHZ:Yes FL821 R3 II esr1881.Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and installation nstructions FL821 R3 AE esr1881,Ddf utlined In re ort ESR-1881. http://floridabuitding.org/pr/pr_app_4tl.aspx?param=wGEVXQwtDgti7enim9An9zB7dZ8... 6/13/2012 Florida Building Code Online Page 4 of 4 821.37 JUS214-2 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL821 R3 IT esr188t.adf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted. EL§41 R3 A r 821.38 JUS214-3 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ:No FL821 R3 U esr1881.edf Approved for use outside HVHZ:No Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted. am—RIALM-rMumn 21.39 JJUS24 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL621 R3 II esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICG Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and Installation Instructions FL821 R3 AE esr1881.odt outlined In report ESR-1881. Requires supplementary connection to provide minimum of 700#uplift for use in HVHZ. 821.40 US24-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL821 93 II esr1881.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Subject to loads and Installation Instructions FL821 R3 AE esr1881.odP utlfned In report ESR-1881. Requires supplementary onnection to provide minimum of 700rf uplift for use In HVHZ. Go to Page ® 0 Page 2/5 0 0 Contact tis::taan Nnrth Man Xe Totts•se a PL]2399 phone:650-487.1924 The State of Florida is an AA/EEC)employer.Coovrlanr 200),2010 S of F!arida.::PriVacv Statement::AAr esslbif�tir Statement::Refund Statement under Florida law,e-mail addresses are public records.If you do not want your a-mall address released In response to a public-records request,do not send electronic mail to this entity,instead,contact the Of ice by phone or by traditional map,if mi have any questions regarding OBPR's AOA web accessibility,please contact our web"ter at webmacteradbor.state.n.ue. Product Approval Accepts ®Ein vrtlrltce:u<n M http://flon*dabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9zB7dZ8... 6/13/2012 rUSp _ CHARTS Dimensions(in( Fastener Scheduis7')'s's Allow"Loads(Lbs.) Header Joist DF-LISP USP Sted Flow Roof Literr code Joist Sin stack Na Rd.No. Gmip W I M I D A Nail NAB 100% 115%1 125% 160% Rat. JL24 LU24 20 1-9116 3 1-1215116 4 10d 2 10d x 1-12 455 525 570 245 5, 20 1.906 3 1.12 15116 4 16d 2 10dx 1-112 545 625 680 245 F30,R5 JL241F-TZ __ 18 1.9116 3.1/8 1.12 - 4 iOd HDG 2 10d x 1-12 HDG 465 535 580 280 21,F32 18 1416 3.1/8 1-12 4 16d HOG 2 10dx 1-12 HDG 550 615 615 280 2x4 JUS24 LUS24 18 1416 3-18 1-314 1 4 10d 2 Iod 655 750 621) 510 5, JUS24GC 18 1.9116 3.18 1.314 1 4 N10CGC 2 N10GGC 655 750 820 510 F15.R13 SUH24 U24 16 12116 31/4 2 1 1-3116 4 10d 2 10d x 1-12 465 535 580 360 s,F20, 16 J 1.9116 1 3.111 1 2 1.3116 4 1 16d 2 10d x 1-12 550 1 635 690 360 R12 H026 HU26 14 1.9/16 3-12 1 1 1-18 4 1 16d 2 10d x 1.12 565 650 705 290 5,F30,115 e JL26 LU26 20 i-9116 4314 1412 15116 6 tod 4 10d x 1-112 : 885 785 855 485 5, �+ 20 1406 4.3/4 11-12 1916 6 16d 4` 10dx 14/2 815 940 1020 485 F30,R5 18 1.9116 4.12 1-12 -- 6 10d HDG 4 10d x 1-12 HDG 695 800 870 730 J1281F-TZ CUC26Z tt,F32 18 1.9116 412 1.12 -- 6. 16d HOG 4 100x1-12 HOG 830 950 1035 730 N JUS26 LUS26 IS 1-9176 4.1306 i-A 1 4 10d 4 10d 850 975 1060 1115 5,F15,R13 W JUS26-GC -- 18 1-906 4.13116 13/4 1 4 N10C•GC 4 NtOC-GC 850 975 1060 1115 2x6 MUS25 WS26 18 1-9118 5-106 2 1 : 6 10d 6 lod 1265 1475 1605 865 21,F32 v SUH26 U25 16 1.906 5.18 2 '1-306 6 10d 4 10dx 1-12 695 800 870 725 5,F20, g 16 1-9116 ` 548 2 1416 1 6 16d 4 10dx 1-1/2 830 950 1035 725 R12 HUS26 HUS26 16+ 1-58 5.7116 3 2 14 16d 6 16d' 2635 3030 3295 1925 5,F15, R13 n H026 HU26 14 1-9/16 3.12 2 1.18 4 160 2 10d 91.1/2 565 650 705 290 S.F30. H028 HU28 14 1.9116 5.1/4 2 1.18 8 116d 4 10dx1-12 1130 1295 1410 730 R5 SSS JL26 W26 20 1-906 4.3/4 1-12 15116 6 10d 4 10dx1-112 685 786 855 485 5, Si 20 1 1-906 4.3/4 1.12 15116 6 16d 4 10d x 1-12 815 940 1020 485 F30,R5 'd JL261F-TZ LUC26Z 18 1.906 412 I-12 - 6 100 HOG 4 10d x 1-12 HDG 695 800 870 730 21,F32 18 1-906 4.12 1.12 - 6 16d HDG 4 10dx 1-12 HOG 830 950 1035 730 JL28 LU28 20 1.9116 6.38 1-12 1506 10 10d 6 10d x 1-12 1140 1295 1295 885 5, 20 1.906 6.38 1.12 15116 10 160 1 6 10dx 1-12 1360 1565 1700 885 F30,R5 JL281F-TZ __ 18 1-906 6-18 1-12 -- 8 10d HDG 4 iOd x 1.12 HDG 930 1065 1160 730 11, 18 1.9116 6.18 1-12 8 16d HOG 4 10d x 1-12 HDG 1106 1215 1215 730 1 F32 JUS26 LUS26 18 1-906 413116 1-3/4 1 4 10d 4 10d 850 975 1060V s JUS28GC -- 18 1-906 413116 1-314 1 4 N/OC-GC 4 N10GGC 850 975 1060 F15. 2 x 8 JUS28 LU628 18 1-9118 658 1.314 1 6 tOd 4 tOd 1075 1235 1345 R13 JUS28GC 18 1-906 6.518 1.314 1 6 NtOCGC 4 N10C-GC 1075 1235 1345 MUS26 MUS26 18 1-9116 5-1/16 2 1 6 10d 6 10d 1285 1 1475 1606 865 1 21, MUS28 MUS28 18 1-9116 7-1116 2 1 8 10d 8 10d 1710 1970 2140 1230 F32 SUH26 U26 16 1-906 5.18 2 1.3116 6 10d 4 10d x 1-12 695 800 870 725 51 16 1-906 5.18 1 2 1.3116 6 16d 4 10d x 1.12 830 950 1035 725 F20 SUH28 __ 16 1-906 6.58 2 1-3116 8 10d 6 10d x 1-112 930 1065 1 1160 800 R12 16 1-9/16 6.518 2 1-3/16 8 16d 6 10d x 1-1/2 1105 1270 1 1380 800 HUS26 HUS26 16 1-518 5-7116 3 2 14 16d 6 t6d 2635 3030 3295 1925 S.F15. HUS28 HUS28 16 1-58 7.3116 3 2 22 16d 8 16d 3970 4345 4345 2570 R13 HD26 HU28 14 1.906 5.1/4 2 1.18 1 8 I 16d 4 1 10d x 1.12 1130 1295 1410 130 5,F30,R5 H0210 HU210 14 1-9f16 7-306 2 1-18 12 16d 4 10d x 142 1690 1945 2115 730 MS W29 20 1-906 638 142 15(16 10 10d 6 100 x 1.12 1140 1295 1295 885 51 20. 1-906 1 6-3/8 1 142; 1508 110 1601 6' 100 x 1.12 1380 1565 1700 885 F30.R5 A2WTZ _ 18 1-9116 6.18 1-1)2: _ 8' 10d HDG 4 10dx 1-12 HDG 930 1065 1160 730 21,F32 18 1.906 61.18 1-4/2 - 8 16d MG 4 _10d x f-12 MDG 1105 1 1215 1215 730 JL210 . LU210 20' 1.906 8-1/4 1.12 15+16 14 10d 8 10dx 142 1595 1835 1875 1095 5, 20 1.9118 B•1/4 i-12 15116 14 i6d 8 10dx 1-1/2 1905 1965 1965 1095 F30,R5 JL2101F-TZ LUC21OZ 18 1406 8.1/4 1.12 - 11 10dHOG 6 10dx1-12HDG' 1275 1465 15% 1095 21, 18 t-906 8.1/4 1472 -- 71 16d HDG 6 i0dx1-121,10G. 1520 1745 1900 1095 F32 JUS28 WS28 18 1.906 6.518 144 1 6 10d 4 10d 1015 1235 1345 1115 5 2x10 JUS28-GC 1HIMS ' 1-906 &SB 1-34 1 6 N10O-GC 4 N10C-GE 1075 '1235 1345 1115 F15, JUS210 t-9116 7-314 1-3/4 1 8 10d 4 10d 1306 1500 1630 1115 R13 JUS210-GC 1-9+16 '7.314 1-3/4 1 8+ NIOC.GC 4 NtOC-GC 1305 1500 1630 1115 MUS28 ' 11-906 '7.1116 2 1 8 iOd 8 100' 1710 1970 2140 1230 21,F32 SIMS . 1-918 ;M 2 I-MO 8 10d 6 10dxi-W 930 1085 1160 800 5, 1.9116 6.58 2 1-116 8 16d 6 10dx1412 1105 1270 1380 B00 F20 SUH210 1-906 6 2 1-3/16 /0 106 6 10dx1.r2 1160 1335 1450 1005 R12 1-9116 8' 2 1.306 10 16d 6 10dxl-12 1380 1585 1725 11185 HUS28 1-518 7-306 3 2 22 16d 8 16d 3970 4345 4345 2570 ZR HUS210 1-58 9.3116 3 2 30 160 ' 10 160 5310 5610 5510 3205 WD-2 1.906 7-3116 2 1-18 12 1CM. 4 100x1-12 1690 1945 2715 730 S5 1)LJOW toads have been maeased 60%for rind or seismic loads:no Utw increase shag be permitted. 2)Minimum nail embedment sha8 be 1.12 for 10d and N10C-GC nads:1-58 for 16d and N16CGC nada. ;r A r-- 3116d siders(0.148 6a.x 3.114 Wm)man be used at 0.84 of the table bad where 16d oommons are specified. 4)Fa JUS and HUS harpers:Nails must be driven ata 3('b 45•anctle ttxouoh Bre i st or hen ink)the header to wNeve 8ne tablebads. 5)WS3 Woad Screws are 1.1/4 x 3 lam and are induded wiBt HOG harpers. Fi 61 MILS:10d x 1-12 nada as 0.148 da x 1-12 lam.10d and N10CGC nails are 0.148 da x 3 Ion i6d and N16C-GC nails are 0.162 da x 3-12 lap. :I New products or updated prodxt Ndamatbn are mated m red tont 1 G Wi`G V + + 1-800-328.5934•www.USPconnectors.com continued on next page w 7 ' - 0 " CORNER SET Cow"Am Yff. 1JolI11a11 J11rJr. . PbpT�bl Rc�F•L�YQ�L A.Aili aL TOP CORD CONNECTION NSA dalOn LOS":: CORNER JACKS-USP(2)MP3 (ACCORDING TO NATIONAL DESIGN SPEC-) r-W JACKS -USP(2)MP3 FOR GROUP N SPECIES(S.Y.PJ 84 JACKS (2 8d NAILS t 8d COMMON NAILS-78 b(SMEAR) 1000OMAWNNAK.6�011L4 BN ra JACKS-(2)bd NAILS - -- 1'-0'JACKS-(2)Old NAK S USP HANGERS DESIGN LOADS: (ACCORDING TO FLORIDA BUILDING CODE COMPLIANCE OFFICE/PRODUCT 2 CONTROL DN+SK)N) 2 MP3 HURRICANE 0.0_310 6(UPLIFT 100%)vv/(a)ed x I W N.O•JL No 07-M&10 t MIN P-1.1 2 cLPSF BUTTERFLY MANGER.3616(UPLIFT 100%6 DNWRD W 1(10)6d N.OA NOR MAX P-6.S 060206.07 SKId8 UR o 670 b)8001E NRS 100%OMNRD) 12(12)1 ed FL 285- 73000 R t HJC26-1878 IbLb(UPLIFT 100%DNWRO)W11 10d FL 13285- MAXIMUM ALLOWABLE LO JACK SIZE >r-W WANeoRNtul JApii-tIW s tAt pl NJC 2i 6-0 Y-0' t-0' r-a 4ACrs•usr N7)N►11 T G(NODFZ CORNER JACK 7�' NAIL6 NAWS I•V JAIJD.GI SOMA" UPUFT(100%) 36116 36116 NAAS T-0*JAC"-(2N Mllb was ROOF412E%) 3616 7NA1L6 NAILS NAILS T•P JADRI•RI M RAAd r mopim CO JACK 7'-0" 61-W 3-W V-tr COMM(kI JACK UPUFT(100%) 11171161197111111 W710 NAILS MAKS NNIS WoTW 1170111, NAILS NAK6 NAILS Dun"DR"As WAN cmecwA FOR 1711 UP" ROOF (126%) OW 11113000 6 VAW LOAD.WALL M 30 FT WA PANUAW ... FOR UPLIFT AT WAROW WILL CO/W1C110N1 At116 UA~ITAM I/CRFAll 1,33 _ •PLATES STRESS INCREASE wNO"GRADE Of LUMBER LOADING JOSE MART ♦ (FSF) LL FLORIDA •- 1 90 FUILOINO CODE uClUra� r-a 2=4 NO2 19 SO TOP Consulting En r-a 2: NO2 19 S BOTTOM 0 10 tre 2 w....... 2=4 No 2 tl svAcuNo2roc. i8 . I FL 330 0 )) 667 797 TRUSS CONNECTORS ( PftVbYh�4 l b1AY 14, 2012 TRUSSED VALLEY SET DETAIL TPA-VALLEY-2-190 f R Ird-stras, Ta:rpa•FL Plge i of 1� GEt1ERAL SPECIF!CATIO`iS 1.NAIL SIZE-3.5'X 0.131'. 16ci 2.VICCD SCREW-4.5'WS45 USP OR EOUILIVANT J.INSTALL S14EATHIPIG TO TOP CHORD OF BASE TRUSSES. %liTek Industries,Inc. 4.INSTALL VALLEY TRUSSES(24'0,C, MAXLMU,-M)AND SECURE TO BASE TRUSSES AS PER DETAIL A RACE VALLEY WS IN AC CABLE END.CC!.!1.ICN TRUSS 5 INDIVIDUAL DES GN DRAW NGs DANCE WITH THE CA GIRDER TRUSS 6.NAILING CONE PER NDS-05 7.VALLEY STUD SPACING NOT TO EXCEED 48'O.C. S.BASE TRUSS AND VALLEY TRUSS MUST 13E SOUTHERN PINE LL&IBER. I jVALLEY TRUSS TYPICAL _—�_ BASE TRUSSES 1 \ I I VALLEY TRUSS TYPICAL GABLE ENO,CC"dh1CN TRUSS 08 GIRDER TRUSS f i 3, ;I SEE DETAIL ` A BELOW(TYP)SECURE VALLEY W/ONE ROW OF 6dUSS NAILS 6"O.C. j WIND DESIGN PER ASCE 7.10 MAXIMUM WIND SPEED.190 MPH MAX MEAN ROOF HEIGHT-30 FEET ROOF PITCH-MINIMUM 3/12 MAXIMUM 12 EXPOSURE C j ATTACH 2x4 CONTINUOUS AJ0.2 SYP WIND DURATION OF LOAD INCREASE: 1.60 AT THE R x4 CO/TWO USP WS45 1/4'X 4.5 MAX TOP CHORD TOTAL LOAD.50 PSF N000 SCREWS INTO EACH BASE(1/4'XTRUS4 1 MAX SPACING-24'O.C.(BASE ANO VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. A r ' i 1 5'Max r. - "' NOV 25 203- ' Hardware & Metal Connectors See Erick 0 ft Or Call (305)283-1688 ° Our Services We supply Hangers & Metal Connectors for trusses. (USP & Strong Tie Simp- son) imp-son) We supply Stabilizers for ' Truss installation. ( By n Mitek) 7035 SW 44TH STREET QQOQDQ� , MIAMI, FL 33155 FORT DALLAS CONTRACT # 5-0/ PH: (305) 667-6797 F TRUSS COMPANY,mac. AX: (305) 667-0592 d.b.a.BEST TRUSS COMPANY 1-800-273-1034 N aS D D FASRICA10RS OF ROOF 1 FLOOR TRUSSES ENGINEERING PACKAGE CONTRACTOR:�C� �1�� ADDRESS: SALES PERSON: PREPARED BY: Z 3 � JOS# DWG# J�"b ENGINEERING DATE: l ONE SET COPIES RECEIVED BY: DATE: PRINT NAME: OK TO RELEASE ENGINEERING. X DATE: NOTE: THIS ENGINEERING IS VALUABLE!! ADDITIONAL CHARGES FOR EXTRA COPIES AND/OR REPLACEMENTS!! M3/RC REMINDER: ALL CLAIMS OF ERROR OR DEFECTIVE MATERIALS MUST BE MADE TO SELLER PRIOR TO INSTALLATION!! ik" , r i Emil RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES VI ffis As��W�11 M-I A�11 GENERAL NOTES NOTAS GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X1 Y 4X1 ff Trusses are not marked in any;:ay to identify the los trusses no estan marcados de nmgun modo due RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES IJ frequency or location of temporary lateral restraint identifiquetafrecuenciaoloca?_acionderestncoonlateral 10' 3 m)or DONT overload the crane. �:�:. ( Diagonal bracing Repeat diagonal bracing and diagonal bracing.Follow the recommendations y arriostre diagonal tetroorales.Use las r comendaciones -.: 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Refer to 15'(4.6 m)* ,� _ / every 15 truss spaces 30' n for handling,installing and temporary restraining de rnanelo,insta!acion,resfricaon y arnostre temdcra/de NO sobrecargue la grog. trusses with short member temporary lateral restrain[(see txaov:).4)Install tap chord diagonal ttCSi-B/'•`for more Aim 1AC_ 18.1 m)ma:. i.), 'o.,. and bracing of trusses,Refer to BSSI-_C!,i�f;'.to_ los busses.Vea el fo/leto t3c51-.Guo_de0uena_Pr�cpGa bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five Information. <4 QQW PraSCcQ.for Handling,.Installing R45tralrl_ing Dara e0fanW,In5tatraCipn,RestnCClbnr Arrr;,,S,rYsit;.lpq II NEVER use banding to lift a bundle. trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see Su Bracing 4f Metal Plate COn:n2cted Wood. Trusses de ClJderd GQnettddQ5 Con PracoS Ile below).7)Repeat process with groups of four trusses until all trusses are set. vea el resumer BCSI-B7^* _ - NUNCA use las afaduras para levantar un paquete. para mos Information. Trusses""for more detailed information. Lara informauon mos deWllada' 1)Instale los arriosfres de Berra.1)Instate el primero truss y,rte seguramente at arnostre de 't Truss Design Drawin s may specify locations of Los dibu os de dise6o de los trusses a den es hcar `-' A single life point may be used for bundles of tierra.3 Instate los roximos 4 trusses con restriction lateral tem tial de mrembr rt rv� 9 g y p p top chord pitch trusses up to 45'(13.7 tin)and ) p pia o co o, Cd Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizaciones de restriction lateral permanente o abai 4)Instate el arnostre diagonal de(a cuerda superior(vea abao).5)Instate arnostre - parallel chord trusses up to 30'(9.1 tin). , webs at end of cantilever and at - roc individual truss merr,bers. Rifer to the BCS[- refuerzo en los miembros rndrviduales del truss. baa la diagonal para los p/anus de!ds miembrns secundarius para esfdbdice.os primeros onto trusses Use at least two lift points for bundles of top bearing locations. All lateral restraints - 63*" for more Information. All other permanent heja resumer BCSI-B-i-*`para mos mformaodn. EI A WARNING Do not over load supporting (vea abalo).6)Instate la restriction lateral tempora(y arriostre diagonal para la cuerda inferior bracing design is the responsibility of the budding resto de los disenos de amostres permanentes son la chord pitch trusses up to 60'(18.3 tin)and poral- vea aha o. lapped at!east two trusses. ,r•.r designer. responsabdidad del diseriador del edificio. lel chord trusses up to 45'(13.7 m).Use a[least structure with truss bundle. ( J ) 7)Repita este procc dimiento en grupos de cuatro trusses hasta que todos(os ,t 9 trusses erten instalados. *Top chord temporary lateral restraint spacing shall be 10'1 m)It I.max.for 3x2 chords three lift points for bundles of top chord pitch iAOVERTENCI41 No sobrecargue la and 15'(4.6 m)o.c.for 4x2 chords. trusses>60' 18,3m and parallel chord trusses estructura a o ada con el a vete de Refer to BCSI-B2"*`for more information. >45'(13.7 m). ) trusses. p Y p q ilea el resGmen BCSI-d2*" ara mos informacion. INSTALLING - INSTALACION A WARNING The consequences of improper P Out-of-Plane ° handling,erecting,Installing,restraining Puede usar on solo lugar de levantar para pa- [V] Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES n o and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasta 45' �,-V, Tolerances for Out-of-Plane. Out-of-Plumb Max.Bow Truss Length - r Purse paquetes de trusses en una poskrbn RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Plano. structure,or worst,serious personal injury y trusses de cuerdas paralelas de 30'o menus. 3.a" 12 5' ^�! k estable. ✓ DI50 D k. or death. ; i� .prr• Ude por to mends dos puntos de levantar con '._J This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trussesLen m Max Bow ( ) n 9 mm1 13 a m) - , .4 DVERTENCIAI EI resultado de un mane d, �' -f tteA orupos de trusses de cuerda superior indinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. _ Ar .- Y P �Len th�� f (6 mm) 0 3 7imi 14 6' r J �`�� hasty 60' trusses da cuerdas aralelas hasty - .-�' f7 1.4 i levantamiertto,!nstalacion,restriction arrisotre Este metodo de restricoon arriostre es para todo trusses excepto trusses de cuerdas paralelas -Max Bow g � ml 22 mm1 4 5 7 y � �' 45'Use per to menus dos puntos de levantar con grupos de trusses de cuerda superior incinada r r y p � ,I'! 1,2 2� t° 16 T ' r' ' incorrecto puede ser to calla de la estructura o (PCTs)3x2 y 4x.. Vea la parte superior de la columna para to restncoon y arriostre temporal de PC7. Max Bow p P ,mos de 60"y trusses de cuerdas paralelas mos de 45: .. - o n 3 mm) i0 6 m) t25 mmi r5 1 m1 _'- aur ear,heridos o muertos. - __ ' A -A _ '---=r 3i4" 3' 1-1:a" 1aa.. 1)TOP CHORD-CUERDA SUPERIOR Length ►._ Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES g o Plumb (19 rem) (0.9 mJ 29 mm) 5 7 m) banding and handling trusses to avoid Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing ine 1" 4' 1-v4" 20 a' RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Lon dud de Tramp Es poral de to cuerda Superior Tolerances for ( 25 mmi (t2 m 32 man (6 3 m) ' damaging trusses and prevent injury.Wear _- - g' paciamiento del Temporal Out-of-Plumb. 1-14" 5' 1-'+'8" 22.9' personal protective equipment for the eyzs, `• i � Up to 30' I� Using a single pick point at the peak can damage the truss. 10'(3 m)o.c.max. D/50 max i32 mm) (1 5 m) (35 mm) 7 0 U- feet,hands and head when working with ! (9.1 m) Tolerancias para -�S� q o..de,,.. ,.!�r, ,, fid nr vs FUe'a de P!cm rr + 1-L2" 6' 1.1;2.. 25 0' +� •, tr .,e5 +. , gal ..,..,r n co,..,i^„r,ntar^ d 'til v ,.,,�., y..,.,, I.,...,Y.,,.. f.LC..., aria. (38 then) - otos pedazds deUtshcmetal tde ser etar pal as e��r daho a L hater dano al truss ��,(�337�m)) 8'(2.4 m)o.c max. CONSTRUCTION LOADING 45 m, (2 8 ri 453 m) B e m1 ids mases y prevenir rat herida personal neve - - r Approx �2 60'(18.3 m) (�8 inti ^a,. RDO NOTGA DE CONSdTRrUCCth olONttion until all lateral 2 I '>B 2 10 1 a y. (51 mm I_24 m (51 mm) 10 1 tine ITT oel epyocabezatcuandosonal trobaliara a conJos,tru ses. ©special careline cuidado espec�alc n - -x -- ragnne 'u,ies, I- Ja � rRUS Es UP ria 10 l�m; 80'60'(24.4 m)* 4'(11 m)o.c.max. restraint and bracing is securely and properly in place. Maximum stack MNgM TRUSSES HASTA 30 PIES wind weather or dials ventosds o cerca for Material on Trusses Y NO proceda con la construction hasta que[odes las restric- 5 near ower lines de cables electr)cos o Consult a Registered Design Professional for trusses longer than 60'(18.3 m). ' p Locate Spreader bar Mtach Clones laterales y los arriosfres erten CdlOCad05 en forma Material Height and airports. de aeropuertos. --1-- 10'(3 m) 'Consulte a un Professional Registrado de Diseno para trusses mos � aro iada se uta. f, �Sx reader bar above or sutiback oc.max. de 60 pies P p y g ria=� r�=e-in g See BCSI fi for TCTLR options. f' DO NOT exceed maximum stack heights.Refer to BCSI-84 * y ) , miaov ht / a at arc?a2**•para rocs opciords de TCTLR. � ' for more information. * Plywood or OSB 6 (ads m Board 1 n __� 1 n) )/ \ Spreader bar - Sp ode l t.2 I �` NO exceda las alturas mAximas de montOn.Vea el resumen Asphalt Shingles 2 bundles 2 3 t uss length -'= '" . FCSI-84-para this informacidn. Concrete Block B"(203 mmi .. for frl1SS g'io' i Sp eade,bar 2/3 to Refer to i-83***for t- IR ISSFS UP TO 60(18.3 m) y ~- 3�4 truss length -� HANDLING I4USSEs HASTA 60 PIES ragrne Gable End Frame restraint/bracing/ A TRUSSES UP To AND OVER 60(18.3 di reinforcement information. 46 aay rile a-a Ides sign �!`/C`� A if- TRUSSES HAStA Y SORRE 60 PIES "�� Para information snore restriction/ - TCTLR MANEJOA arriostre/refuerzo para Armazones �J' g a _ Hold each truss in position with the erection equipment until top chord temporary lateral restraint _ ✓�- r- Hastiales veal el resumer F3C51-BSe �� s installed and the truss is fastened to the bearing points. , l9 NEVER stack materials near a peak or at mid-span. K1�8v7.7 Avoid lateral bending. Note:Ground bracing not shown for darty. I 10"or>tV: Evite la flexion lateral. �'t Use ria er ri Use e ui o a ria iada Sostenga coda truss en position con equipo de grua hasta que la restriction lateral temporal de,a NUNCA amonfone los materiales cerca de un pito. p p g Q P P P cuerda superior este instaladd �russ attachment �`� ging and hoisting Para levantar e P y el truss este asegurado en los soportes. Z Repeat diagonal braces for each set of 4 trusses. l requ:red at support(s) L L DO NOT overload small groups or single trusses. E° L The contractor is responsible for equipment. improwsar. P 9 P 9 Po Section A-A NO sobrecar ere e uen`os tier Re ita los arrisotres iia orales ora cads tier de 4 trusses. g p q g pos o trusses individuales. proper) receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND Y 9 9 9 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROSSECUNDARIOS r-'I the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Place loads over as many trusses as possible. smooth surface to prevent damage. POR LA MANO LATERAL RESTRAINT&DIAGONAL BRACING ARE Coloque las cargas sobre tartar trusses tomo sea 4. 111� EI contratista flare la responsabilidad de � s �_ posible. _� recibir,descargar y almacenar adecuadamenfe '`- :.�1 Trusses 20 Trusses 30' t - V fT ° - Ids trusses en la obra.Descargue!os trusses en - ''' + - _ - __ t -- ERY IMPORTANT L_. Position loads over load bearing walls. (6.1 m)or (9.1 m)or f, iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las paredes soportantes. .' la tierra liso para prevenir el dano. -�' -- el� less,support less,support at SON MUY IMPORTANTESI Diagonal near peak. quarter points. k' bracing CLR splice reinforcement ALTERATIONS-ALTERACIONES Soporte Soporte de Tr s 2x CLR ®Refer to BCSI-B5.*** Tw-s„.a g urosn y cerca at pith r u los cuartos �- - -._ --' � t{ 5"tP'bet I ^•cm ,tri' Ian. ds trusses de tramo los Trusses a to 30 �_,�---�-#� e 1 + Uea el es men E1C'SI-B5. I F Trusses up to 20' -►I t- P i� Web members / i �i oto de 20 pies o 1 (6.1 m) I trusses de 30 1 (9.1 m) � i DO NOT cut,alter,or drill any structural member of a truss unless DO NOT store NO almacene menos. Trusses hasta 20 pies pies o inertias. Trusses hasta 30 pies sS ;')• i specifically permitted by the truss design drawing. • s • unbraced bundles verticalmente los ` i'1y# ip`'• a,� t o t r / r NO torte,altere o perfore ningun miembro estrudural de un truss, .mss S upright, [russe5 sue![os. w?•l-'2( '� xp` -' illTEMPORARY RESTRAINT & BRACING ��' ��`•" �� A a menos que este especificamente permitido en el dibujo del drseno ----.--- --- --� IBJ Trusses roay be urloa rd directly c n,he ground del truss. at the time of delivery.or zt°red temporarily m RESTRICCION Y ARRIOSTRE TEMPORAL Bottom ,,t Chards Urn p'2x h b pCk contact with the ground after delivery.If trusses _ \ -- r centered er sptc Attach 1• Trusses that have been overloaded during construction or altered without the Truss Man- ,. r are to be stored for more than one week,place • `� �� Diagonal braces to L4 r h mmonr,n 8 16d ufadurer's prior approval may render the Truss Manufacturer's limited warranty null and void. - blocking of sufficient height beneath the stack ®Refer to it S1.R2- for more f- Top cir-d Tempara'i every 10 truss spaces Ii)13,x3-..1 .Vs eacn s de •' of trusses at 8'(2,4 m;to 10'(3 n,)on-center . information. Lateral Restraot 20'(6.1 m)max. d' c ce c�as spec r ed^,y Me Trusses que se han sobrecargado durance la construction o han sido alterados sin la autor- - ° TCTLR) 10'(3 m)-15'(4.6 m)max: Be d cg C grer izacion previa del Fabricante de Trusses,pueden hater nuto y sin efecto la garanfia lirnitact del vea el resumen B(51-F32* para mos infor- Los trusses pucder ser rdescargados dirocta.menfe maodn 2x4 ruin. Same spacing as bottom Note:Some chord and web members SECTION A-A Fabricante de Trusses. en el suet en aqa r mornento de entrcga n - �Isd. .- I r chord lateral restraint not shown for clarity. aimacenados te.1pd'al9 ente en eontde to con el ! -�"{ '• Locate ground braces for first truss directly y'1 - "'Contact the component Manufacturer for more information or conzurc a Registered Design Professional for assistance. suelo despues tie entr.�ea.Sr!os busses estarAn _ in line all rows of to chord temporary a 3)BOTTOM CHORD-CUERDA INFERIOR . P P r ry _ t t g De r this document v 1,x radstn,<om!n1. guardados para•rias Ce uta samara,pdnga "` '-�" -- lateral restraint see table in the next column I Lateral Restraints-2x4xl2'or f-T.;rs rain , b'oqueardo de alts sihnente detras de la oda ( ) Mo,,be, NOTE.Th,t .. -,,securer arid truss d,.�s,gr,E,rely or th<pre Prov that in,mnnandr ara „pe,a. .:r.d -brei al e ,, e... _- _ DO NOT store on NO almacene en tierra r;,,. _.r. greater apped over two trusses r , the capab ty to undertake me work mry^a,e agreed m do on air g ver.p•o;ect.If t1h or tr,u. beteve,t neer, de ids G mosses,a 3 arra 10 i,es en ceruo(o.c.). COIOq:.e los 3mostr_s de„c,ra para ct prover u0 �', as>sly _ aspect,4 the.c n rt..>n prolert �t,hoed seek ass-'ace oath a ro,eetent party.The h,e a r a�d�-, ' uneven ground. desigual. „ or CLR splice reinforce\ Note:Some chord d n d i ro-rsi,re that m -,aur..stn f or• ho e em 1 e tics SAFED uss diredarrente en I vea con coda una de \. c pined For trusses stored for more than one >eek,cover i r ment \ =' and web members The, a Ira:to r ending, nstall ng,restraining and bra-9 t res are cased Dodo r r r:.e pe e f e,d ng !'.d to.uss J,5 nttai octan b t tnature - ...'d ` d.5 Ids d..reSrnCCiOn,d.erdl tem did(de to -o not shown fol as C 1.,F fir,v'ty n Gaal fled bac d rg des gnat dr rdntracto.I,s n:t^termed that mese•acorn^endat d,ts t.. r,e rpre:ed a> bundles to protect r'or1",eenvironment. - p Brace. t it uss Bottom��`. J I pe tin cIn•anutac.,re an„ ' c.da superior(vea la tdbla en la prowma 7► „4 Para tn.ves car+aades ear rots de era samara, - ty. - f---Seca r!�betnra chords / Bari 'tend the Im.y d sg s d-. g rote fi_t r a d g,n tall c .,roc o and brae r Irdsscs and t dx 'tic ' .� 9 _ C�iumnd). ... ,: � �x,.,f she c �•nt emafs nor rest: cobra!osgaquc'r:sna'aprotegeriosdeidmbien,te __ erect„ Jfa7dit!unal Ot -i,gad vd„gstGyri•-Iex.pr�ssl 00rs,'xfs�d to tPrrcatM Y - DO NOT walk On trusses. ' / ' to b Id g mmpdnents a to - by h e contractor o..Tn < ry dura m any respon>b'ty ro,damages ,.„LLr„ '�' - / s rg f om ire .,app)�a.o o eta the r do tmendat ors and SiUr ormat.on contained herein. Refer ni 3to ha or.lore de Ica n.orma[ion "' "` _ s 1h - � unbraced trusses de d pertaining to harDllry and joos,a>.-,rag_of - _ r i<su Dia onal braces eve SO No -a._ --s -�,,. 9 every ar o->P t , r ,tear , ? A sueitos. 'J� '� truss spaces 20'(6.1 m)max. sot \ - Uea l fd le o on - s defal- l i - �� --#---+}a - - � � •dao teusscaumt TRUSS PLATE INSTTfUTE iada Go(e ct t:,, „y„ ��_ .,,<c ;v5,usscn - 1 1 10'(3 m)-15'(4.6 m)max: � � 6300 Enterprise Lane-Madison,w1 53719 213 N.Lea St.,sty 12•A!exardr a,VA 22314 an area de traoa,o. \�.� 608/2744849•sbCndustry.com 703/683-1610•Ilg org • 51WARN11x17 130 1 • . , , . • 1 I ., 1 . , • , fir1 . , I f . . . 1 -1-1• • - - - - -