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HomeMy WebLinkAboutTRUSS® Lumber design yalues ,are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.MiTeks ,Wl ICE: 74971 - 3170-80 Morningdew MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T FL 33610-4115 "'Customer Info: Edwards Landing LLC Project Name: 3170-80 Morningdew Lane �'�'�el: Lot/Block: Subdivision: Address: 3170-80 Morningdew Lane City: lFort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: John M Foster -Architect License #: AR0008511 Address: 11205 Ridge Ave City: Fort Pierce State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 10 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date 1 ! IT132690761A 1 2/19/18 12 I T13269077 J Al 1 2/19/18 3 I T13269078 1 B 1 2/19/18 14 f T132690791 G EA 1 2/19/18 15 1 T13269080 1 VA 1 2/19/18 16 1 T13269081 1 VB 1 2/19/18 17 1 T13269082 1 VC 1 2/19/18 1 18 I T13269083 1 VD 1 2/19/18 1 [9 1 T13269084 1 VE 1 2/19/18 1 110 I T13269085 1 VGE 1 2/19/18 1 REC FEB 2 12018 ST. Lucle County, Permitting The,truss drawing(s) referenced above have been prepared by MiTek ♦♦♦♦ $I FC�c ��,� USA, Inc. under my direct supervision based on the parameters �.` �PQ. • •.. • provided by Chambers Truss. .•�,� E N SF•.? �,�� Truss Design Engineer's Name: Velez, Joaquin :;� 68182 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 licensed .' = t TATE OF ' �U that the engineer named is in the jurisdiction(s) identified and that the 0,1.1..0 • �� designs comply with ANSI/TPI 1. These designs are based upon parameters (e.g., loads, dimensions, design • ��� ••,• P'•\��� shown supports, shapes and codes), which were 0 R � given to MiTek. Any project specific information included is for MiTek's customers file �i�f �S% "• • •'O'��% e` N A1- reference purpose only, and was not taken into account in the preparation of ���� these designs. MiTek has not independently verified the applicability of the design t t I I ll<<♦♦ parameters or the designs for any particular building. Before use, the building designer sfiould verify applicability of design parameters and properly incorporate these designs . Joaqui Velez P No.68182 MiTek U A, Inca L Cert 6634 into the overall building design per ANSI/TPI 1,. Chapter 2. 6904 Pa o Ea Blvd. Tampa FL 33610 Date: February 19,2018 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 3170-80 Morningdew T13269076 74971 A SPECIAL ` 24 1 Job Reference (optional) unamoers I cuss, Inc., ror deuce, r-L , -2-0-0 6-10-0 11-0-1 2-0-0 ' 6-10-0 4-2-0 0 O."' ' "V IJ oyc ID:1 rBy73sLN6PTgDg3xFgX2KypcYO-EmkLZBYBOedfdOV?Oz4?YM_?lb6B1vm1 6wssBVzjd4m 16-11-9 22-8-0 28-4-7 34-4-0 38-6-0 45-4-0 47-4-0 5-11-9 5-8-7 5-8-7 5-11-9 4.2-0 6-10.0 2-0-0 Scale = 1:80.7 I I 4.00 F12 5x6 6 18 17 4.00 12 13 124x8 _ 3x4 II 5xi2 MT18HS = 5x12 MT18HS — 3x4 II 4x8 � I 6-10-0 11-0-0 16-11 ^9 22^8-0 28^4'7 34-4-0 38^6^0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.67 15 >817 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -1.24 14-15 >439 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.50 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.85 15 >640 240 Weight: 226lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. -130T CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-10 oc bracing. WEBS 1 2x4 SP No.3 *Except* 6-15,8-13,4-17: 2x4 SP M 30 -REACTIONS. (lb/size) 2=1788/0-8-0, 10=1788/0-8-0 Max Harz 2=-273(LC 10) - Max Uplift 2= 1040(LC 12), 10=-1040(LC 12) FORCES., (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4497/2652, 3-4=-4027/2460, 4-5=-5162/3092, 5-6=-5477/3229, 6-7=-5477/3209, 7-8=-5162/3114, 8-9= 4027/2460, 9-10— 4497/2652 BOT CHORD 2-18=-2368/4218, 17-18=-2368/4218, 16-17= 2203/4003, 15-16= 2751/5125, 14-15= 2813/5125, 13-14= 2244/4002, 12-13=-2406/4218, 10-12= 2406/4218 WEBS 6-15— 172613150, 7-15=199/528, 7-14=-527/372, 8-14=-559/1115, 8-13=-926/578, 9-13=-533/314, 5-15=-67/517, 5-16=-527/359, 4-16=-537/1115, 4-17— 927/577, 3-17=-531/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 2-8-10, Intedor(1) 2-8-10 to 22-8-0, Exterior(2) 22-8-0 to 27-5-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 tail 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 Qt=lb) 2=1040, 10=1040. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 ®'WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev- 1010312015 BEFORE USE. ' Design valid for use only with Mrlek® connectors. This design Is based only upon parameters shown, and is for an Individual [wilding 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fat,rlcation, 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 Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 7/ Job Truss Truss Type Qty Ply 3170-80 Morningdew T13269077 74971 Al _ SPECIAL 18 1 Job Reference (optional) CnamoerS I ryss, Inc., rOrt Fierce, I-L a. 1 ow b oep ra cu i r rvu 1 en uwuau tea, rvwu — , a c. ,v rasc ID:1 rBy73sLN6PTgDg3xFgX2KypcYO-A8r6_gZSwFuNshf0806Tdn3OaOplVlpJyELzDNzjd4k 2-0-0 6-10-0 11-0-0 16-11-9 22-8-0 28-4-7 34-4-0 38-6-0 45-4-0 2-0-0 6-10-6 4-2-0 5-11-9 5 8-7 5-8-7 5-11-9 4-2-0 6-10 0 Scale=1:79.5 di 0 4.00 12 5x6 = 6 17 16 IG 4x6 = M11 5x8 = 4.00 12 5x8 = 3x6 11 4x6 = 6-10-0 22-8-0 38-6-0 6 m 10 [m 0 LOADING_(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL I7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.63 14-15 >730 240 RCLL 10.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.29 11 n/a n/a q BCDL 110.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.43 14-15 >999 240 Weight: 223 lb FT = 20% LUMBER-1 BRACING - TOP CHORb 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. ,EOT CHORb 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1493/0-8-0, 11=1972/0-8-0 Max Horz 2=270(LC 11) M U lift 2- 886 LC 12 11--1042(LC 121 ax p = ( ), - FORCES. �(lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3590/1973, 3-4=-3102/1787, 4-5=-3737/2073, 5-6=-3569/1899, 6-7=-3569/1880, 7-8=-2780/1467, 8-9=-1177/661, 9-10= 10871690 BOT CHORD 2-17=-1793/3385, 16-17=-1793/3385, 15-16=-1586/3080, 14-15=-1797/3701, 13-14=-1206/2744, 12-13=-479/1147, 11-12=-595/1102, 10-11=-595/1102 WEBS 6-14=-908/1948, 7-14=-398/889, 7-13— 827/598, 8-13— 955/1628, 8-12— 1188/761, 9-12=-1312/1866, 9-11= 1788/1444, 5-14=-354/391, 4-15= 206/620, 4-16=-629/374, 1 3-16= 549/330 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 2-8-10, Interior(1) 2-8-10 to 22-8-0, Exterior(2) 22-8-0 to 27-5-3 zone; cantilever 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 tn{ss 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 echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=886, 11=1042. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 1010312015 BEFORE USE. Design vaild for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Irusssystem. Before use, the building designer must verify the applfcablllty of design parameters and properly Incorporate this design Into the overall lwilding design. &acing lndk ated Is to prevent buckling of Individual buss web and/or chord members only. AddfBonal temporary and permanent bracing MiT®ktl is always required for stability and to prevent collapse w41h possa>te personal Injury and property damage. For general gWdance regarding the fatxlaatlorL storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 6luality Crifeda, DSB-89 and BCSI Build(ng Component 6904 Parke East Blvd. Safety Infoimallon available from Tnrss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply 3170-80 Morningdew T13269080 74971 VA VALLEY * 6 1 `t Job Reference (optional) Gnambers I fuss, Inc., Tort meree, FL 0.1su 5 OLP r o zv r r iwi i eK uruusures, urc. rviun reu ru uu.uo.0 r cv r o rdye r ID:mxt3zUUQIcPw?thmwC9HWgzwlOu-6XzsPW biSt855?omFp9xjC8liCe9zpLcPYg3HGzjd4i 6-8-0 i _ 13-4-0 6-8-0 6-8-0 Scale=1:22.4 4x4 = 3 8 7 6 3x4 i 2x3 11 2x3 II y3 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 10.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 48 lb FT = 20 LUMBER - TOP CHORD 2x4 SP NO.3 BOT CHORD 2x4 SP M 30 VFHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-.4-0. (lb) - Max Horz 1= 130(LC 10) Max Uplift All uplift 100lb or less atjoint(s) 1, 5 except 6=-196(LC 12), 8=-196(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=324(LC 18), 8=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-241/336, 2-8= 242/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 5-4-10, Interior(1) 5-4-10 to 6-8-0, Exterior(2) 6-8-0 to 11-5-3 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, 5 except Qt=lb) 6=196, 8=196. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 0 CVARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1--7473 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 *buildln`g 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 fabicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3170-80 Morningdew T73269081 74971 VB GABLE 6 i __00 Job Reference (optional) cnamoers truss, Inc., t-on: coerce, r-L 8.130 s Sep 15 2017 MI I eK Industries, Inc. Mon Feb la va:aa:az 20 IS r I D:mxt3zU UQIcPw?thmwC9H W gzwlOu-ajXEcrcKDAGyj9NzpXgAFPhrPcvPiGbmeBZdl 10-8-0 4x5 = 2 5-4-0 Scale=1:18.4 4 3x4 -- 2x3 11 3x4 10-8-0 LOADING (psf) SPACING- 2-0-0 TCLL , 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL , 0.0 Rep Stress incr YES BCDL 10.0 Code FBC2017ITP12014 CSI. DEFL. in (loc) Udefl Ud TC 0.60 Vert(LL) n/a n/a 999 BC 0.37 Vert(CT) rl/a n/a 999 WB 0.10 Horz(CT) 0.00 3 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OYHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=157/10-8-0, 3=157/10-8-0, 4=383/10-8-0 Max Horz 1=-101(LC 10) Max Uplift 1=-98(LC 12), 3= 98(LC 12), 4=-174(LC 12) Max Grav 1=161(LC 17), 3=176(LC 18), 4=383(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-247/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. 11; 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 psi 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=174. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 ® WARNING- Verify design pammetere and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 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 tru Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall gystem. '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 Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 3170-80 Morningdew T13269082 74971 VC VALLEY 6 1 Job Reference o tional Talr Indrrctriaq Inn _ Mnn Feb 19 09:08:03 2018 Paoe 1 L,namoers muss, urc., I- I D:mxt3Z000ICPw?thm WC9H W gzwl0u-3w5dgBcy_UOpLJy9NEBPodE2g? HJ Rj HvtrJAM8zjd4g 8-0-0 4-0-0 Scale = 1:15.1 2 4x4 = 4 3x4 2x3 [I 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP • TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a Weight: 25 lb FT = 20% PCDL 10.0 Code FBC2017/TPI2014 Matrix-P BRACING- LUMBER - 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=125/8-0-0, 3=125/8-0-0, 4=250/8-0.0 Max Harz 1— 73(LC 10) Max Uplift 1= 85(LC 12), 3= 85(LC 12), 4=-96(LC 12) Max Grav 1=126(LC 17), 3=137(LC 18), 4=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=9511t; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) 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 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, 4. i Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EN REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE �� Design valid for use only with MfrekO 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. Additlonal temporary and permanent bracing 1T W MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fahsicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TfusS Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply 3170-80 Morningdew T13269083 74971 VD VALLEY j 6 1 „ Job Reference o tional L.namoers I russ, Inc., ton tierce, M 3x4 V.1 JV J JGII I V LV I l l ayo ID:mxt3z000IcPw?thmwC9H W gzwlOu-3w5dgBcy_UOpLJy9NE BPodE7a?J ERkfvtrJAM8zjd4g 2-8-0 5-4-0 J 2-a-0 2-8-0 2x3 II 2 4 4x4 = 3x4 Scale=1:11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 - TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 16 lb FT = 20 LUMBER- BRACING- , TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=76/5-4-0, 3=76/5-4-0, 4=151/5-4-0 Max Harz 1=-44(LC 10) Max Uplift 1=-51(LC 12), 3= 51(LC 12), 4=-58(LC 12) Max Grav 1=76(LC 17), 3=83(LC 18), 4=151(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-4-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft L=48ft eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) 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 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, 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE MI1-7473 rev. f0/032015 BEFORE USE� Design valid for use only with MfTekO 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 -bulldir>,q 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/TPI l 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 Qry Ply 3170-80 Morningdew T13269084 74971 VE VALLEY 6 1 Job Reference o tional Gnamoers I russ, mc., tort rl@rce, rL —P , `^I` • I D:mxt3z000IcPw?thmwC9H W gzwlOu-X6f? I Xdalo W fzTXl�ofieKgmKfPf_ABe26V2kubzjd4f 1.4.0 2-8-0 1-4-0 1-4.0 0 6.00 F12 2 4x6 3x4 3 Scale =1:6.0 Plate Offsets (X Y)-- f1:0-3-B 0-1-121 f1:0-1-12 Edgel f2:0-0-14 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 .BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 100T CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=53/2-8-0, 3=53/2-8-0 Max Horz 1=15(LC 11) Max Uplift 1=-28(LC 12), 3=-28(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 ® WARNfNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE ° Design valid for use only with MITekb 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 property 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the falaricatlon, 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 0ty Ply 3170-80 Morningdew T13269085 74971 VGE GABLE 3 1 Job Reference (optional) Lmamoers I russ, Inc., rorT rterce, rL e. rov � —P — —,, -, ­ --u—, aa= ID:mxt3z000IcPw?thmwC9HWgzwlOu-?IDNFteCW5eWac6YUfDtt2JSRp;Zv 8K9. R1zjd4e 7-10-11 15-9-5 7-10-11 7-10-11 Scale=1:26.0 44 = 4 3x4 �-' 12 11 10 9 8 3x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL , 20.0 Plate Grip DOL 1.25 TO 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-S Weight: 64 lb FT = 20% 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 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �OiHERS 2x4 SP No.3 REACTIONS. All bearings 15-9-5. i(lb) - Max Horz 1=-156(LC 10) Max Uplift All uplift 100 lb or Tess at joints) 1, 7, 11, 9 except 12= 175(LC 12), 8=-175(LC 12) Max Grav All reactions 250 lb or less at Joint(s) 1, 7, 10, 11, 9 except 12=288(LC 17), 8=288(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-12=-210/291, 6-8=-210/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=13ft; B=95ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 5-4-10, Interior(1) 5-4-10 to 7-10-11, Exterior(2) 7-10-11 to 12-7-14 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherwise indicated. 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) ` 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) 1, 7, 11, 9 except Qt=lb) 12=175, 8=175. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 19,2018 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED Mrl-EK REFERANCE PAGE M11-7473 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 verily 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 faWcatlon, 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 336110 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 dr For 4 x 2 orientation, locate plates 0-1r,d' 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 if indicated. BEARING 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: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89=- Design -Stand ard-for-Bracing-- BCSI: Building Component Safety Information, Guide td Good Practice for Handling, • • Insfalling & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 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, ESR-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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved "-M-iTek MITek Engineering Reference Sheet: M117473 rev. 10/03/2015 A 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 atjoint 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 190/. at time 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. • '