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HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 74533 - Hutchinson Addition Site Information: Customer Info: Group One Construction Lot/Block: Address: unknown City: St Lucie County Project Name: Hutchinson Addition Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. TTa pa, FL 33610-4115 Motley' Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 7 individual, 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. I Seal# Truss Name I Date 1 IT117466401A 1 8/2/17 12 I T11746641 J Ai 18/2/17 13 1 T11746642 I GEA 18/2/17 1 14 1 T11746643 I GRA 8/2/17 15 I T11746644 I V4 8/2/17 16 T11746645 J V8 8/2/17 7 1 T11746646 1 V12 8/2/17 SHOP DRAWING / SUBMITTAL REvlevn In APPROVED O APPROVEDAS NOTED I3 REVISE AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, CO9�tE WORK WITH OTHER TRADES AND FULLCONTRACTDOCUMENTS By, Date: O•ik// tectonic Inc. FortPierce, FL 34950 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account inthe preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I °rr�trr�� DENS •� ��i o 39380 'P STATE OF : 4/Z ' O 44/ Thomas A. Albani PE No.39380 rf MITek 1 1=C 610 69D4 P Ivd. Date: August 2,2017 Albani, Thomas Mel Go opy Jab Truss Truss Type Qty Ply Hutchinson Addition T11746640 74533 A COMMON 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.640 s Apf ! 9 20! 6 ivi" en i� uese,e,, , . e v — I,: �...�.. �.., , eo . I D:dail sCCz5wx9s5ooKwlxgwz3OA_-7sdvchOL_2E_371KzwL4rdjQY5KwVu4W8GrYG0yrsS7 -2-0-0 8-0-0 16-0-0 18.0-0 2-0-0 8-0-0 8-0-0 2-0.0 Scale = 1:33.2 4x6 = ^'' — 2X3 11 3x4 = 8-0-0 16-0-0 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.21 6-12 >922 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40. Vert(TL) -0.14 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 Horz(TL) -0.02 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 59lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. WEBS 2x4 SP No.3 , REACTIONS. (lb/size) 2=702/0-3-8, 4=70210-3-8 Max Horz 2=-82(LC 10) Max Upiift2=-831(LC 12), 4=-831(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13— 930/1837, 3-13=-858/1847, 3-14=-858/1847, 4-14=-930/1838 BOT CHORD 2-6=-1598/821, 4-6=-1598/821 WEBS 3-6=-724/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=11ft; B=26111; L=16ft; eave--tft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 831 lb uplift at joint 2 and 831 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and,to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply ddition T11746641 74533 Al SCISSOR 9 1 rJ ce (optional) o01� pa e 1 Chambers Truss, Fort Pierce, FL I--. IV.. a ao,..,.,,, o�,,,�..�.. n--•-.-_..___.. ._a_. I D:dai1 sCCz5wx9s5ooKwlxgwz3OA_-7sdvchOL_2E_371KzwL4rd1Sf5LKVs_W BGrYGoyrsS7 -21-0 8-0-0 16-0-0 18-0-0 2-0-0 8-0-0 8.0-0 2-0-0 Scale = 1:33.7 4x5 = 3x4 = 2.00 12 3X4 = 8-0-0 16-" 8-0-0 8-0-0 Plate Offsets (X Y) f2:0 3 8 Edgel (4.0-3-8 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.10 6-9 >999 360 MT20 •244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.29 6-9 >671 240 BCLL 0.0 ' Rep Stress Incr , YES W B 0.27 Horz(TL) 0.10 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.13 6-9 >999 240 Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=702/0-3-8, 4=70210-3-8 Max Horz2=-82(LC 10) Max Uplift2=-502(LC 12), 4=-502(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13= 1472/927, 2-14=-1752/1087, 3-14=-1690/1096, 3-16= 1690/1074, 4-15=-1752/1066, 4-16=-1484/946 BOT CHORD 2-6=-895/1646, 4-6=-897/1646 WEBS 3-6=-290/704 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=11ft; B=26ft; L=161t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-11-7, Interior(1) 0-11-7 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 4 considers parallel to grain value u$ing 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 502 lb uplift at joint 2 and 502 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!T®k" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Hutchinson Addition T11746642 74533 GEA GABLE - 1 1 Job Reference o tional ,. \�I,..i n,,,, no �G•JR•A] 9ni] Pnnc l Chambers Truss, Fort Pierce, FL ..�+-F..o�..,.,11---.1—..,, .-..._••,._�--._.__...__.. ._a_. ID:dailsCCz5wx9s5ooKwlxgwz3OA= b2BIg1P_IMMrgHKWXdsJNgGdZV12EMBfNwb5oIyrsS6 -2-D-0 8.0-0 16-0-0 18.0-0 2-0-0 8-0-0 8-0-0 2-0-0 4x4 = Scale = 1:33.2 I� 0 Plate Offsets (X Y)-- f2:0-3-6 Edqe) f8:0-3-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25' BC 0.09 Vert(TL) -0.02 9 n/r 90 BCLL 0.0 Rep Stresslncr NO WB 0.08 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FB02014rrPI2007 (Matrix) Weight: 68 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz2=-82(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 14, 10 except 2=297(LC 12), 8=-297(1-13 12), 13=-109(LC 12), 11=-109(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=271(1-C 1), 8=271(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-94/253, 3-14=-186/276, 6-11=-94/253, 7-1 0=-1 88/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=11ft B=26ft; L=16ft; eave=2ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -2-0-9 to 0-11-7, Exterior(2) 0-11-7 to 8-0-0, Corner(3) 8-0-0 to 11-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5)'Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss.has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10 except Gt=lb) 2=297, 8=297, 13=109, 11=109. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev, 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an IntliNdual building component not a truss system. Before use, the building designer must verify the appilcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!T®k` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Hutchinson Addition T11746643 74533 GRA COMMON 1 2 Job Reference o floral ,d,,.. L... IAln.l dun n9 1!,: 9R 7 9n1 7 Paea 1 Chambers Truss, Fort Pierce, FIL �,+,.5.,N„a�..�..�•,,,��•,• •-....._.._a_____...__.. .— ID:dai1•sCCz5wx9s5ooKwlxgwz3OA_ b2BIgIP_IMMrgHKWXdsJNgGcGVeDEBLdNwb5oTyrsS6 5-0.0 8-0-0 11.0-0 16-0-0 5-0-0 3-0-0 3-0.0 5-0-0 Scale = 1:26.4 4x4 = Ich 3x8 11 7x8 = 3x8 11 4x1a = LOADING (psf) TCLL 20.0 TCDL 7.6 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.42 BC 0.52 WB 0.80 (Matrix-M) DEFL. in Vert(LL) -0.13 Vert(TL) -0.29 Horz(TL) 0.06 Wind(LL) 0.18 (loc) I/defl Ud 7 >999 360 6-7 >658 240 5 n/a n/a 7 >999 240 PLATES GRIP MT20 244/190 Weight: 158lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc puffins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=4317/0-3-8, 5=4317/0-3-8 Max Horz 1=64(LC 7) Max Upliftl=-2699(LC 8), 5=-2699(LC 8) Max Grav 1 =5080(LC 15), 5=5080(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11328160$2, 2-3=-8227/4413, 3-4=-8227/4413, 4-5� 11328/6033 BOT CHORD 1-8=-5670/10742, 7-8= 5670/10742, 6-7=-5670/10743, 5-6= 5670/10743 WEBS 3-7=-2629/5003, 4-7_ 3374/1825, 4-6= 1191/2393, 2-7=-3372/1825, 2-8=-1191/2392 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=11ft; B=26ft; L=16ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=2699, 5=2699. 8) Girder carries tie-in span(s): 28-0-0 from 0-0-0 to 16-0-0 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 1-5=-496(B=-476) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type -__7� AdditionT11746644 74533 V4 VALLEY �Qtyp�yHutchinson ob Reference o tional e A.ITeL Indnddee inn wed aun n 15.9R•da 9n17 Pane 1 Chambers Truss, Fort Pierce, FL'-""""--"' Wed D:dail sCCz5wx9s5ooKwlxgwz30A= 3FIgl NQCW f Uil Ruj 5LNYw2psAv55zgfpcaKfKvyrsS5 2-0-0 4-0-0 2.0.0 .316 = 2-0-0 Scale = 1:7.7 4.00 F12 3x4 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n1a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP NO.3 REACTIONS. (lb/size) 1=82/4-0-0, 3=82/4-0-0 Max Horz1= 9(LC 10) Max Upliftl= 47(LC 12), 3=-47(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=11ft; B=26ft; L=16ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES OAF THIS AND tNCLUDED M/TEK REFERANCE PAGE MIF7473 rev. 10/03,2015 BEFORE USE. Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Qty Ply Hutchinson Add tk T11746645 74533 VALLEY 4-0-0 4.00 12 4x4 = 2 1 I 1 I Job Reference( 7.640 s Apr 19 2016 M ID:dail sCCz5wx9s5ooKwlxgwz2lW 8-M 4.0-0 4 3X4 2x3 11 3x4 8-0-0 2017 Scale = 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a nla 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=110/6-0-0, 3=110/8-0-0, 4=239/8-0-0 Max Harz 1= 25(LC 10) Max Upliftl=-75(LC 12), 3= 75(LC 12), 4=-114(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-162/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=11ft; B=26ft; L=1611; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=114. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and is for an Individual building component, roll . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Wooing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nA T @tl9f eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Hutchinson Addition T11746646 74533 V12 GABLE 1 1 Job Reference o tional MT k i d fI We d Au 02 15:26:46 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 4X5 = 7.640 S Apr 19 2016 i e n us rtes, no. 9 U ID:dailsCCz5wx9s5ooKwlxgwz30A_ 3FIg1NQcWfUilRuj5LNYw2pinv0_zpOpcaKfKvyrsS5 12-0-0 6-0-0 Scale = 1:19.4 4 3x4 % 2X3 11 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=161/12-0-0, 3=161/12-0-0, 4=434/12-0-0 Max Harz 1=42(LC 11) Max Upliftl=-103(LC 12), 3=-103(LC 12), 4=-230(LC 12) Max Gravl=167(LC 21), 3=167(LC 22), 4=434(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-288/356 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1111; B=2611; L=1611; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 6-0-0, Extedor(2) 6-0-0 to 9-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=103, 3=103, 4=230. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must vedty the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss, This symbol indicates the required direction of slots in connector plates. ` Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing ell if indicated, Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 C O U a O 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, E8R-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSlfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%attime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.