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HomeMy WebLinkAboutTrussM11� MiTek' RE: 2917434 - Site Information: Customer Info: TNT BLDRS Lot/Block: . Address: TANGELO ST, . City: PORT SAINT LUCIE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: . Model: 1800 Subdivision: State: FL MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 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: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 45 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 147916644 Al 9/15/21 23 147916666 2 147916645 A2 9/15/21 24 147916667 3 147916646 A3 9/15/21 25 147916668 4 147916647 A4 9/15/21 26 147916669 5 147916648 A5 9/15/21 27 147916670 6 147916649 A6 9/15/21 28 147916671 7 147916650 A7 9/15/21 29 147916672 8 147916651 A8 9/15/21 30 147916673 9 147916652 A9 9/15/21 31 147916674 10 147916653 A10 9/15/21 32 147916675 11 147916654 All 9/15/21 33 147916676 12 147916655 Al2 9/15/21 34 147916677 13 147916656 A13 9/15/21 35 147916678 14 147916657 A14 9/15/21 36 147916679 15 147916658 B1 9/15/21 37 147916680 16 147916659 B2 9/15/21 38 147916681 17 147916660 B3 9/15/21 39 147916682 18 147916661 B4 9/15/21 40 147916683 19 147916662 Cl 9/15/21 41 147916684 20 147916663 C2 9/15/21 42 147916685 21 147916664 CJ 1 9/15/21 43 147916686 22 147916665 CJ2 9/15/21 44 147916687 Truss Name Date CJ3 9/15/21 CJ4 9/15/21 CJ5 9/15/21 CJ31 9/15/21 CJ51 9/15/21 D 1 9/15/21 EJ1 9/15/21 EJ2 9/15/21 EJ3 9/15/21 EJ7 9/15/21 EJ71 9/15/21 HJ 1 9/15/21 HJ3 9/15/21 HJ7 9/15/21 HJ71 9/15/21 V1 9/15/21 V2 9/15/21 V3 9/15/21 V4 9/15/21 V6 9/15/21 V7 9/15/21 V8 9/15/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: Johnson, Andrew My license renewal date for the state of Florida is February 28, 2023 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 ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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. �,1/11111111J�� e� JOy� -\ C E N S� s0� 8 43 0 STATE OF 0 N AL �?`` pry p{— Ja { `i�ingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 Johnson, Andrew 1 of 2 Aw , �x RE: 2917434 - Site Information: Customer Info: TNT BLDRS Project Name: . Model: 1800 Lot/Block: . Subdivision: . Address: TANGELO ST, . City: PORT SAINT LUCIE State: FL No. Seal# Truss Name Date 45 147916688 V9 9/15/21 I 2of2 Job Truss Truss Type Q?y Ply 147916644 2917434 - - - Al - - -Scissor - - - - 6 1 - - - - - - - - - - -- - - Job Reference (optional) (sunders FlrstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Aug 1 b zuct Mi I etc Industries, Inc. vied Sep 15 12:38: 15 2021 rage 1 - - - - - - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-IXNVkrCPCIKgUISQgrzzPgK3aXfcmhmPWbTygPydNvs - 11-0-q 6-1-0 11.6-0 16-11-0 22-4.0 27-9-0 1 33-10-0 - -_ 3p-10-P -o- 6-1-0 5-5-0 5-5-0 5-5-0 5-5.0 6-1-0 -0-0' - - Scale = 1:62.2 - 4x6 = - - -- - 5.00 12 6 dI 0 ST1.5x8 STP-- 6x8 v ci 1- - I� 6 --- --ST1.5x8STP= - - - 6x8 = - - 9.4-2 -i --16-1-1-0 - - - - 24-5.14 - 33-10.0 r - 9-4-2 7-6-14 7-6-14 9.4-2 Plate Offsets (X,Y)-- [2:0-5-7,Edge], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-5-7,Edge], [12:0-4-0,Edge], [14:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.51 13 >784 360 MT20 244/190 TCDL 7.0 Lumber DOL- 1.25 BC 0.87 Vert(CT) - -0.98 12-13 >408 240 - - - - BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.58 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.73 13 >547 240 Weight: 156lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-8-2 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 - REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=347(LC 11) Max Uplift 2=-816(LC 12), 10=-816(LC 12) Max Grav 2=1302(LC 1), 10=1302(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4472/3021, 3-5= 4149/2730, 5-6=-3063/2047, 6-7=-3063/2057, 7-9=-4149/2720, 9-1 0=-4441/301 1 BOT CHORD 2-14=-2712/4366, 13-14=-2298/3761, 12-13=-2277/3652, 1 0=1 2=-2693/4098 WEBS 6-13=-1231/2041, 7-13= 1007/830, 7-12= 102/506, 9-12= 355/437, 5-13=-997/830, 5-14=-102/506, 3-14==335/437 - - - NOTES- Unbalanced roof liveloads b 2) Wind: ASCE7-16; Vu0mph(3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat.Q`G,.:•JO'7'V j N S'O2 10 Pnteno8(1) 2FRS0dto ,`PaO V\G E S 16 1 t 22I11-0, 3410-1)1 zone; anfilever Ieft)and fightte posed ;C-C-for membe stand forces & MWF(RS) for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 No 8.4943 3) Building Designer/ Project engineer_ responsible for verifying applied roof live loadshow_ ncove_rs rain loading requirements specific this to the use of truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This has been designed for live load 20.opsf bottom in 3-6-0 by 2-0.0 j _5)_' truss a of on the chord all areas where a rectangle tall wide_ will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity_of bearing surface.••� Q,• • _ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 Ib uplift at joint 2 and 816 Ib uplift at �� s joint 10. �!i,`�S/ONA1-�G•�` i1n11 . - Andrew Johnson PE No.84943 - - - 160 5swill ey Ridge fl Chesterfield, MO 63017 P ��� 0 September 15,2021 _® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE II rev. 5/19/2020 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 MiT_ek' is always required.for stability andto 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, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley.Ridge Rd 'Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 91 147916645 2917434 A2 SCISSORS - 1 - _1 - - - - -- Job Reference (optional) builders Flrst50Urce (Fort Pierce), Fort Fierce, I-L - 34945, 8.43U S Aug 16 ZU21 MI I eK Industries, Inc. wed aep 1 b 1z:38:z3 2U21 rage 1 — - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-34sXQalQKCLiS.L4ylW6rkMfQYIQeeJZbMrPN7xydNvk 1-0-q 6-1-0 11-6.0 16-11-0 22-4.0 27-9-0 33-1%0 1-0-0 6-1-0 5-5-0 5-5.0 5.5-0 5.5-0 6-1-0 Scale = 1:59.7 4x6 = 5.00 12 6 0 ST1.5x8 STP = 6x8 - - - - - °-a-9 - - 2x4 II 2x4 II 3x8 = - - - - - -" - - -2x4 Il _ - -- 2x4 11 ,Edgel, [10:0-3-15,Edgel, [11:0-4-0,Edge1, [13:0-4-0,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 0.87 Vert(LL) -0.51 12 >788 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.98 11-12 >410 240 - - BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.57 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.74 12 >540 240 Weight:171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. Except: 2-13,10-11: 2x4 SP M 31, 14-15: 2x4 SP No.2 4-5-0 oc bracing: 10-11 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=344(LC 11) Max Uplift 10=-700(LC 12), 2=-822(LC 12) Max Grav 10=1233(LC 1), 2=1311(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4490/3101, 3-5=-4187/2815, 5-6=-3104/2121; 6-7=-3104/2147, 7-9=-4259/2841, 9-10=-4611/3269 BOT CHORD 2-13=-2821/4374, 12-13=-2414/3771, 11-12=-2357/3726, 10-11=-2945/4272 WEBS 6-12=-1298/2071, 7-12=-1042/853, 7=f1=-169/535,-9-11=-424/535, 5-12=-995/825, - 5-13=-101/504, 3-13=-334/437 ♦�,�I►111111�,,�, - NOTES ♦,♦ -S`JOy ��I 1) Unbalanced roof live loads have been considered for this design. ♦♦ Q;•'.• • - NS 2) ld iWEpASCE Encl.,11 GCp 0.18; MWFRS (d reod gust) iPD t onal) and CC Exterior(2E) -1 011 to 411-5,OInP6 Interior(l) 4-11 5 to 16-i0 ft 10 Exteror(2R)�,,Q•w�G E N S•��'L 16-11-0 to 22-11-0, Interior(i) 22-11-0 to 33-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for No 84943 • reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 * * o 3) Building Designer) Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconc_urrent 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 E will fit between the bottom chord and any other members. A, 6) Refer to girder(s) for -truss to truss connections.__ -Bearingparallelusing angleBuilding designerverify \ ♦, 1 O P 9 9 9 9 9 9 Y ,• capacity of bearing surface. / S) Provide_ mechanical connection (by others) of truss to bearing plate capable of withstanding 700 lb_uplift at joint 10 and 822 Ib uplift ��I j, N A' ,,`�♦� at joint 2. - - Andrew Johnson PE No.84943 _MTek USA, Inc. FL Cod 6684 16023 Swingley Ridge Road, Chesterfield, MO 63017 file: September 15,2021 ® WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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_ iTek° is always required for. stability and to prevent collapse with possiblepersonalinjury.and.property_damage..For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916646 2917434 A3 ROOF SPECIAL 1 1 Job Reference (optional) Builders FlrstSource (tort Fierce), tort Fierce, I -I_ - 3494b, d.43U s Aug 10 zun rva I eK inausmes, inc. vvea cep i o ie:Jtl:e4 eu4 I rage i - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-XGQvdwJ25WTZ38e8rEd4HaCbw9htMjSkbVBxfNydNv, t1-0-Q 6.4-14 12-0-0 16-11-0 21-10-0 27-5-2 33-10.0 1-0-0 6-4-14 5-7-2 4-11-0 4-11-0 5-7-2 6-4-14 5.00 12 3x4 4x6 19 - - - -3x6 i 4 - 3 - - - - 18 - Scale = 1:59.7 46 6 3x4 - - 7 2D - -- --- - - 4x6 -- -- - - - - - - - 8- -3x6--z�7 921 -14--- - - - 5x8 = 13 0 8x12 `r Ch - 2 - t Bx12 1 2.50 12 o - - ST1.5x8 STP = 17 - 16 - -12 - 11 3x8 = 3x8 = 5x8 = 2x4 I 2x4 II 5x8 = - 12-0-0--- 16-11-0 ----2-1-10-0- -i- - - - - 27-5-2 -- 33-10.0 - 6 4 14 5-7-2 4-11-0 4-11-0 5-7-2 6-4-14 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [4:0-3-0,Edge], [8:0-3-0,Edge], [9:0-0-0,0-0-0], [10:0-4-2,0-1-8], [11:0-3-8,0-2-8], [13:0-6-4,Edge], [14:0-4-0,0-3-4], [15:0-6-4,Edge], [17:0-3-8,0-2-8]- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.83 Vert(LL) -0.43 13-14 -->932 - 360- MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.82 13-14 >492 240 BCLL 0.0 * Rep Stress Incr YES WB 1.00 Horz(CT) 0.46 10 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix-SH Wind(LL) 0.62 13-14 >645 240 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 5-16,7-12: 2x4 SP No.3 WEBS 1 Row at midpt 15-17, 11-13 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=Mechanical Max Horz 2=342(LC 11) Max Uplift 2=-824(LC 12), 10=-702(LC 12) Max Grav 2=1314(LC 1), 10=1236(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2622/1764, 3-5= 4287/2982, 5-6=-3111/2144, 6-7=-3110/2167, 7-9=-4339/2952, 9-10=-2712/1885 BOT CHORD 2-17= 1551/2460, 5-15=-253/579, 14-15=-2608/4070, 13-14=-2548/4053, 7-13=-307/590, 10-11=-1627/2440 WEBS - 3-17— 1007/776, 15-17=-1675/2658, 3-15=-980/1560, 5-14=-1353/1038, 6-14— 1329/2083, - 7-14=-1363/1066, 11-13=-1763/2637, 9-13=-893/1505, 9-11=-992/800 ,,1►11111/��� NOTES - ,,��� �W JOy 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS_CE 7-16; Vult=170mph Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; Cat.��.'�\G. ..... ; E (V S �• �i� (3-second gust) eave=7ft; •��f P.' -� �•''. �� II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 16-11-0, Exterior(2R) �� !� 16-11-0 to 22-11-0, Interior(1) 22-11-0 to 33-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for No 8494$ •' reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �• 3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)_This has been designed for ; X Z_ truss 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 .•— IT will fit between the bottom chord and any other members. 441� 6) Refer to girder(s) for truss to truss connections._ C? 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 2 and 702 Ito uplift at ��- s • • • •.- . �� ��ONA1-��1��. joint 10. �!�i Andrew Johnson PE No.84943 M7ekU4Inc.FLCert6634 1604 Swingley Ridge Road, Chesterfield, MO 63017 Date: . September 15_,2021 _ _ A WARNING -_Verify design parameters and READ NOTES CN THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev. 5/191.2020 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 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 MiTek` .is always required for stability and to preventcollapse with.possible.personal.injury'and property damage. For general guidanceregarding the -16023 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916647 2917434 A4 Scissor 5 1 Job Reference (optional) tsunaers rlrslJOUrce (rOn rlerce), I tierce, rL - 04S40, 0.4JU s Aug 10 zUz I IVII I eK Inauslnes, Inc. uvea oep I0 IZ:Jo:zo euz I rage I - - - - - - - - ID:g2Bh3y1ztyTZWScIKWUOTwzbOtF-TeYf2cLJd7jGJSoXzfgYM?Hw5yPogfS12pd1jGydNvh - 1.0- 6-1-0 11-6-0 16-11-0 22-4-0 27-9.0 33-10.0 1-0- 6-1-0 5.5-0 5-5.0 5.5.0 5.5-0 6-1-0 Scale = 1:61.9 4x6 = 6 4x6 5.00 12 • -- 2x'4= 4 3 14 .2 - 0 ST1.5x8 STP I 3x4 7 16 4x6 —8 - 2x4. = 179 Iv 0 ST1.5x8 STP 6x8 zz - 9.4-2 16-11-0 24-5-14 -- - - 5-14 — 33-10-0- 942 7614 7 9-10 4-2 Plate Offsets (X Y)-- [2:0-5-7,Edge], [4:0-3-0,Edge], [8:0-3-0,Edge], [10:0-5-7,Edge], [11:0-4-0,Edge], [13:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.85 Vert(LL) -0.51 12 >779 360 MT20 244/190 TCDL - 7.0 Lumber DOL -- 1.25 BC 0.89 Vert(CT) --0.98 12-13 ->406 240- - BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.58 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.75 12 >534 240 Weight: 154lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD 2x4 SP-No.1 BOT CHORD Rigid ceiling directly applied or 3-5-9 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=343(LC 11) Max Uplift 10=-696(LC 12), 2=-818(LC 12) Max Grav 10=1226(LC 1), 2=1304(LC 1) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4467/3083, 3-5=-4156/2797, 5-6=-3070/2101, 6-7=-3070/2127, 7-9=-4173/2788, 9-10=-4474/3178 — BOT CHORD 2-13=-2806/4353, 12-13=-2399/3747, 11-12= 2324/3667, 10-11=-2853/4132 WEBS 7-11 =-I 45/509, 9-11=-367/491, 6-12= 1284/2046, 7-12=-1015/836, 5-12=-998/827, 5-13=-101/506, 3-13=-335/436' - NOTES- �>t1 111111/ 1) Unbalanced roof live loads have been considered for this design. ��`,�W J0Np���I�� Q �V �j 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L--60ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS �� ;•.' G E N, �•s��Af--�i� (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 16-11-0, Exterior(2R) ,�� ; 16-11-0 to 22-11-0, Interior(1) 22-11-0 to 33-6-0 zone; cantilever left and right exposed -,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 No 84943 • •�; • 3) Building Designer/ Project engineer responsible for verifying applied roof live_ load shown covers rain loading requirements_ specific -the -use * : to of this truss component. .. 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 20.011 on the bottomchord 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(t 6) Bearing at joint(s) 10, 2 considers parallel to grain value using ANSUfP1 1 angle to grain formula. Building designer should verify t� �. • _ capacity of bearing surface. _ _ _ Provide i� • Q N��� iF'•• 0R1 �? " 7) mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 10 and 818 lb uplift at joint 2. �� s ... • • •.... Andrew Johnson PE No.84943 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE _Mll 7473 rev. 5/19/2020 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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916648 2917434 - - - - AS --- — - -- -Hip - -- - -- - - -- 1 -- -1 - - - Job Reference (optional) Cuuaers rlrsioource Iron rlerce), rorl rierce, rL - 54e40, ti.4ou s HUg 1 o zuzi Ivb I eK InaUSIDeS, Inc. vvea Sep 1b 7 z:&s:zt zuzi rage l - - -- -- - - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-xr61FyLxNQr7wcNjXMBnuCg6aMkJZEQAHTNbGiydNvg 1-0- 6-1-0 11-6-0 15-0-0 18-10-0 22-4-0 27-9.0 33.10-0 3 -10- 0- 6-1-0 5-5-0 3-6.0 3-10-0 3 6-1-0 0- Scale: 3/16°=l' = 5.00 12 5xB 5x8 = - - --- - 6 - -- --- --- - - 7 - - 5x6 W B 2x4 = 4 - 19 -- 18 3 2 - 0 ST1.5x8 STP = - - 6x8 = 3x4 i -5 i 3x4 8 5x6 WB_- g 2x4 = - —20 1-_ - 21 0 11 06 12 0 ST1.5x8 STP = - 6x8 _ -- -- --- -9-4-2 - - --- 15-0-0 - --16-11-0-18-10-0- -----24-5-14 - - - - - --- --33-10-0 - -- 9-4-2 5-7-14 1-11-0 1-11-0 5-7-14 9-4-2 Plate Offsets (X,Y)-- [2:0-5-7,Edgel, [4:0-3-0,Edge], [6:0-5-12,0-2-81, [7:0-5-12,0-2-8], [9:0-3-0 Edge], [11:0-5-7,Edgel [13:0-4-0 Edge],[ 17:0-4-0Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.52 15 >763 360 MT20 244/190 TCDL 7.0 Lumber DOL. 1.25 BC 0.94. Vert(CT) -0.96 -15 >414 240 BCLL 0.0 * Rep Stress Incr YES WB 0.29 Horz(CT) 0.60 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.75 15 >534 240 Weight: 166lb FT=20% 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 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-17,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-311(LC 10) Max Uplift2=-816(LC 12), 11=-816(LC 12) Max Grav 2=1302(LC 1), 11=1302(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-4454/3099, 3-5=-4132/2729, 5-6=-3320/2236, 6-7=-3455/2319, 7-8=-3320/2244, 8-10=-4132/2736, 10-11=-4441/3106 BOT CHORD 2-17tz 2769/4332, 16-17=-2223/3702, 15-16=-1682/3106, 14-15= 1698/3106, - 13-14= 2239/3638, 11-13=-2784/4099 WEBS 8-14=-726/601, 8-13=-129/462, 6-16=-354/540, 6-15=-435/750, 7-15=-431/859, 7-14= 354/541; 10-13=-382/466, 5-16=-719/601, 5-17=-129/462, 3-17= 363/466 ,���� 0V JQyA' NOTES- ♦�♦ ��'�\G•E N S •••-0A F 1) Unbalanced roof live loads have been considered for this design. Q',�� -V : v �� 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. ♦♦ NO 84943 110 •� • II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 15-0-0, Exterior(2E) * 15-0-0 to 18-10-0; Exterior(2R) 18-10-0 to 27-3-13, Interior(1) 27-3-13 to 34-10.11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific • to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This has �i T�•t� Q;•' truss been designed for a 1.0,0psf bottom chord live load nonconcurrent with any other live loads. *This ♦� 6) 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 �j`'s .. • •, �.. • `C? �� �I� will fit between the bottom chord and any other members. S� h 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1_angle to_grain formula. -Building designer should verify ��I��ON A, capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 Ib uplift at joint 2 and 816 lb uplift at Andrew Johnson PENo.84943 - joint 11. _ MTek USA, Inc. k Ced 6634 16023 Swinpley Ridge Road, Chesterfield, M0 63017 Date: September 15,2021 A WARNING: Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev_. 5/19/2020 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 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 MiTe_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, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916649 2917434 - - AB Hip - Job Reference (optional) Cunciers mr3l7ource trort mefce), ron rlerce, rL - J4`J4b, 0.43U S Hug 10 ZUZ I IVII I eK Ir1UUSIrIeS, Inc. Vveu aep I0 IZ:30:Z0 ZUZ I raye 1 - - - 1D:g2Bh3ylztyTZWScIKWUOTwzbOtF-Q1gQTIMZ8kz_YIyw43iORQMGOm5slagKV768c9ydNvf 11-0- 6-9-14 13-0-0 20-10.0 27-0-2 33-10-0 3p-to-p -0- 6-9-14 6-2-2 7-10-0 6-2.2 6-9-14 1.0-d - - - -- -- - - - - - - - - - -- - - - - Scale = 1:62.2 5x8 = - - - - 5x6- 4 17 18 5 ST1.5x8 STP = 14 ' 12 ` 11 1 v _ _ 3x8 =_ __-2x4_I1- 4x6 = 3x4 =- _ _ 3x8-=_ - 4z6 = 9 ST1.5x8 STP = 2x4 II - - -- - _3x8 oI Lb 13-0-0 20-10-0 27-0-2 - - -1- —33-10-0 ---i- - 6.9-14 6.2-2 7-10-0 6 2 2 6 9 14 Plate Offsets (X Y)-- [2:0-4-2,0-1-81, [4:0-5-4,0-2-41, [5:0-3-0,0-2-41, [7:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) -0.24 11-12 >999 360 MT20 244/190 TCDL 7.0 - Lumber DOL 1.25 BC 0.86 Vert(CT) -0.43 11-12 >929 240 - BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.13 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.23 11-12 >999 240 Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-11 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=272(LC 11) Max -Uplift 2=-816(LC 12), 7=-816(LC 12) Max Grav 2=1551(LC 17), 7=1546(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3020/1843, 3-4=-2276/1519, 4-5=-2070/1489, 5-6=-2261/1519, 6-7=-3009/1843 BOT CHORD 2-14=-1557/2890, 12-14=-1557/2890, 11-12=-1069/2182, 9-11=-1568/2676, 7-9==1568/2676 WEBS 3-14=0/262, 3-12=-796/540, 4-12=-153/608, 5-11=-150/543, 6-11=-798/541, 6-9=0/261 NOTES- - - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. directional) and 1;13 (0 JO,7• !,��o O-0 o20-110-0, Epxterio (2R 20-10 to 29-3-13, I terior(E 29-3-13 t 34-110-101 zone; antilevver left and right exposed ;C-C(foE) forces & MW FRS for Lumber DOL=1.60 DOL=1.60 ��,`,,,�G�'Y• • Y •'� G E N '• sO members and reactions shown; plate grip ,�� `O, S' • 2 � 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific F••• �� Q': �00 to the use of this truss component. No 84943 •� 4) Provide adequate drainage to prevent water ponding_ * * 5) This truss has been designed fora 10.0 psf bottom chord jive load nonconcurrent with any other live loads. * �_ 3 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 fit between bottom will the chord andany members., with BCDL = 10.0psf. -' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 Ib uplift at joint 2 and 816 lb uplift at, joint 7. s Andrew Johnson PE No.84943 MiTek USA, Inc. FL Cen6634 _ 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date; September 15,2021 _ _ ® WARNING -verify design parameters and READ NOTES_ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916650 2917434 A7 Hip - - 1 - - 1 - - - Job Reference o tional ounuers nrsrauurce true rierce/, run nerce, rL - 04y40, b.43u 5 Hug 10 ZUZ I Wit I eK mOUS[rle5, inc. VVeo Jep lb l Z:Jtl:'G`J'LU'Ll rage i - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF=uDDogeNBv25rAvX6enDF_dvV4ARw17HTkrrshKbydNve 11-0•Q 5-9-14 11-0-0 16-11-0 22-10-0 28.0-2 33-10-0 3p-10-p 9-0-d 5-9-14 5-2-2 5-11-0 5-11-0 5-2-2 5-9.14 0- Scale = 1:62.2 5.00 ST1.5x8 STP = 46 = 5x6 - - 2x4 11 5x6 4 17 18 5 19 20 6 12 ST1.5x8 STP = 3x4 = 3x6 = 3x8 — 3x6 = 3x4 = 4x6 — - - tl•9.6 --16-11-0— , 25.0-10--- - -33.10-0- 8.9-6 8-1-10 8-1-10 8-9.6 Plate Offsets (X,Y)-- [4:0-3-0,0-2-41,[6:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.18 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.36 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Wind(LL) 0.27 12 >999 240 Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0, 2=0-8-0 Max Horz 2=-233(LC 10) Max Uplift 8=-816(LC 12), 2=-816(LC 12) Max Grav 8=1302(LC 1), 2=1302(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2556/1887, 3-4=-2321/1698, 4-5=-2248/1753, 5-6=-2248/1753, 6-7= 2321/1698, 7-8=-2556/1887 BOT CHORD 2-14=-1605/2350, 12-14=-1180/1922, 10-12=-1191/1922, 8-10=-1616/2297 WEBS 3-14=-354/428, 4-14=-202/442, 4-12=-301/532, 5-12=-360/425, 6=12= 301/532, 6-10=-202/442, 7-10— 354/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS `%{11161111// (directional) and C-C Exterior(2E)--1-0-11 to 4-11-5-interior(l) 4-11-5 to 11-0-0, Exterior(2R) 11-0-0 19-5-13, ,���� �W J0yA/�I� NS to Interior(1) 19-5-13 to 22-10-0, Exterior(2R) 22-10-0 to 31-3-13, Interior(1) 31-3-13 to 34-10-11 zone; cantilever left �� Q� .. • • • �j� and right exposed ;C=C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� G E N S'•: Q P: �` F-.•.? 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ��� to the use of this truss component. NO 84943 •_• 4) Provide adequate drainage to prevent water ponding. -truss •• * .• 5) This has been designed for a 10A 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. - - -- — -- - - - 'fl . - - -- - - - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816 lb uplift at joint 8 and 816 lb uplift at - - - -- -+ , F joint 2. � . At, ,' ID Andrew Johnson PE ND.84943 MiTek USA, Inc. R. Ced 6634 16023 Willey Ridge Road, Chest Ald, MO 63017 Date: September 1.5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev_5119/2020 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 proped y 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, see ANSI/TPIII Quality Criteria, DSB-B9 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916651 2917434 - - A8- - HIP-- - - 1 � - 1 - - - - - - - Job Reference (optional) bunaers rirstbource (ron merce), ron vierce, rL - 34U4b, b.43U S Aug 16 zUzl MI I eK Inausme5, Inc. vvea Sep lb 1z:3d:3U zuzl rage i - - - - - - - ID:g2Bh3ylztyTZWScIKWUOTWzbOtF-MQnAuzOpgLDio36ICUkUWrSe=am7mSxdzQbFslydNvd 1-0-Q 3-0-0 5-10-8 9-0-0 13-6-0 19-2-0 24-10-0 29.0-2 33-10.0 -0- 3-0-0 2-10-8 3-1.8 4.6.0 5-8.0 5-8-0 4-2-2 4-9-14 Scale = 1:62.9 5x8 = 5.DO 12 3 -o- 5x6 = 16 ST1.5x8 STP = 2x4 11 3x6 11 2x4 11 3x4 = 5x8 — 4 1819 20 21 5 6 i zx4 II 1312 - -3x4- Il - 11 10 9 5x8 = - 3x6 = 3x4 = _ ST1.5x8 STP = _ _ 3x6_= -3-0-0-- , 5-10-8 9.0.0 - — 13-6-0 --14.Or0---19.2-0 - - -- -- 24-10-0- -- — - - ---33-10-0-- --- - Plate Offsets (X,Y)-- fl:0-1-3,0-0-0], [2:0-1-14,0-2-71 [2:0-9-9,Edge], [3:0-5-12,0-2-81, [6:0-5-12,0-2-81, [8:0-3-0 Edge] [11:0-4-0 0-1-8] rl4:0-4-12 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.37 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.68 - 13 >580 240 - BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.55 13 >711 240 Weight:181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. 1-3: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 12-14 2-16: 2x6 SP No.2, 2-14: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 8=0-8-0 - Max Horz 1=175(LC 11) Max Uplift 1=-687(LC 12), 8=-688(LC 12) Max Grav 1=1221(LC 1), 8=1218(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-672/510, 2-3=-3299/2266, 3-4= 3516/2548, 4-5=-3487/2533, 5-6=-2638/1990, &7— 2315/1661, 7=8= 2558/1888- BOT CHORD 2-15=-1922/3040, 14-15=-1935/3070, 4-14=-223/301, 11-12=-238/389, 9-11=-1315/2103, 8-9=-1636/2303 WEBS-3-15=-238/542; 3-14=-369/667, 11-14=-1515/2300,-5-14=-651/968, 5-11==783/6541 6-11=-485/735, 6-9=-85/353, 7-9=-321/380 ,�1111111//// NOTES- #, - yA, ,,.:e�•.; 1) Unbalanced roof live loads have been considered for this design. -'VS1 ej 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat_. �� �� ��' G E N SF•� II; Exp C; Encl., GCpi=0.18- MWFRS (directional) and C-C Exterior(2E) 0-8-10 to 6-8-10, Interior(1) 6-8-10 to 9-0-0, Extedor(2R) ��� P' �\f : ` �10 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 24-10-0, Exterior(2E) 24-10-0 to 33-6-0 zone; cantilever left and right exposed ;C-C for ••00 N O 84943 •� members-and members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 = * 3) Building Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding _ - - - - 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._ 1 J �i �� Q;•• `a� _ 7 Bearin ,t� Q• ♦- y� `S �'• R '; •-� at'oint s 1 considers arallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer verify 9 1 () P 9 9 9 9 9 9 y I� ....• capacity of bearing surface. 8 Provide mechanical connection -b others of truss to bearing _late ca able of withstandin 687 Ib u lift at'oint_ 1 and 688 Ib uplift at joint 8. Andrew Johnson PE No.84943 _ MiTek USA, Inc. FL Ced 8634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: _ September 15,2021 _ A WARNING_ Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev. 5/19/2020 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 MiTek' is always required.for stability,and to prevent collapse with possible personal injury_ and. property damage._ For general guidance regarding.lhe _ _ _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916652 2917434 A9 HIP GIRDER 1 2 - Job Reference (optional) Cunoers mrst jource (rOn merce), t-on coerce, M - d4`J4b, UAJU S Aug l b zuz1 mi I eK Incustrles, Inc. vveo oep 1 b 1z:Jt1:34 zuzl rage 1 3 3-0-0 4-0-0 3-7-12 2-10-4 4-5-15 4-4-3 4-5-15 7-0-0 Special _ -NAKED NAILED NAILED. NAILED NAILED NAILED.3x4.= _ Special 5.00 12 5x6 = NAILED 3x4 = NAILED 2x4 II - 3x8 = 4x6 = NAILED 5x8 = 3 -20 421 22- 5 23 24 25 6 26- 7 8 27- 28 9 - 1 2 Sx6 = 19 ST1.5x8 STP = 3x4 11 3x4 11 �,�.� 11�mmn �'��_^- ad I I "I, t0 ----P9- - - 30 31 - 6xB = NAILED 16 32 33 34 35 1§6 37 15 14 13 11 ST1.5x8 STP = THJA26 NAILED _ 8x12 5x1 = 2 NAILED 4x6 3x4 = 2x4 I I -3x6 = = = 3x4 II NAILED NAILED NAILED NAILED Special NAILED NAILED Scale = 1:62.9 3.0.0 7.0.0 - 13.6-0 14-Or0- 17-11-15 22-4-1 26-10-0 - - 33-10-0 - 3.0.0 4.0-0 6-6-0 0-6- 3-11-15 4-4-3 1 4.5-15 7-0-0 Plate Offsets (X,Y)-- [1:0-1-3,0-0-01, r2:0-0-8,0-2-7], [2:0-9-8 Edge], [3:0-3-0,0-2-41, [6:0-3-8,0-1-81, [7:0-3-0,Edge], [9:0-5-12,0-2-81, f10:0-3-0 Edgel, [18:0-3-8 0-3-01 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020ITP12014 CSI. TIC 0.85 BC 0.89 WB 0.77 Matrix-SH DEFL. in Vert(LL) -0.53 Vert(CT) -0.99 Horz(CT) 0.38 Wind(LL) 0.87 (loc) 16 -16 10 16 Udefl >747 >399 n/a >454 Ud 360 240 n/a 240 PLATES GRIP MT20 244/190 Weight: 352Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 1-3: 2x6 SP M 26 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 2-19: 2x8 SP 240OF 2.OE, 2-17: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 14-17: 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=136(LC 24) Max Uplift 1=-1560(LC 8), 10=-1501(LC 8) Max Grav 1=2574(LC 29), 10=2526(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1457/896, 2-3=-8816/5313, 3-4=-8488/5165, 4-5=-11501/6986, 5-6=-11302/6889, 6-8= 7713/4735, 8-9=-6980/4283, 9-10=-5679/3405 BOT CHORD 2-19=-172/322, 2-18=-4881/8342, 17-18=-6160/10275, 5-17=-311/337, 14-15=-560/954, 13-14=-4104/6957, 11-13=-3015/5135--10=i1= 3010/5108 WEBS 3-18=-1342/2415, 14-17=-4151/7043, 6-17=-2398/4024, 6-14= 2301/1572, 8-14=-547/940, Structural wood sheathing directly applied or 3-1-8 oc puffins. Rigid ceiling directly applied or 6-3-9 oc bracing. Except: 10-0-0 oc bracing: 15-17 8-13- 1023/809, 9-13=-1303/2261, 9-11=-111/605, 4-18=-2093/1332, 4-17=-734/1534 �11 NOTES- ��,JO ,, 1) 2-plytruss to be connected togetherwith 10d (0.131"x3") nails as follows: ,� ��.!��G E N s'•.��A�� P.•' - - Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 :_1 row at 0-7-0 oc. �� Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. No 84943 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. * T 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 (6), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. `_ 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 A, �i • Q; �� 5)_Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific •� to the use of this truss component. adequatef ,,ass/� trus chord dainage esigned orra 10.0 psfventrbottom 7) This has beene live load nonconcurrent with any_other live loads. _ _ _ _ _ * 14 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. Andrew Johnsen PE No.84943 9) Bearing at joint(s) 1 considers parallel to grain.value using ANSI/TPI 1 angle to grain formula. Building designer should verify MTekUK Inc.Fl. 6634 capacity of bearing surface. 16023 Swingley Ridge Road, Chesterfield, MO 63017 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1560 lb uplift at joint 1 and 1501 lb Date: uplift at joint 10. _ _ September 15,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT-EK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 Is . always required for stability and to prevent collapse with -possible personal injury-and.property.damage. For.general guidance regarding the _MiT_ek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply 147916652 2917434 - - -- - A9 _ -HIP GIRDER - - -- - - - -1 2 - - - --- - - -- Job Reference (optional) timaers rlrsilource (rori rlerce), ron rlerce, rL - 34y4D, 6.4Au s Hug 10 LVL 1 IVII I tlK nluubulub, II lu. vv Cu oup I a 1 G 00- LUG 1 rayc c - - - - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-EB1hjLRKkaj8GgP3RKpQghcl7B8niHZCu2ZS9oydNvZ - NOTES- 11) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 12) Fill-all'nail-holes where hanger is in contact wit1flumber. - - - - 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 353 lb down and 337 lb up at 7-0-0, and 348 lb down and 384 lb up at 26-10-0 on top chord, -and 340 lb down and 174 lb up at 26-9-4 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) Lurnberincrease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3=-54, 3-9=-54, 9-10=-54, 1-19=-20, 2-17=-20, 15-16=-20, 10-15=-20 Concentrated Loads (lb) Vert: 3=-156(B) 7=-107(B) 9— 157(B) 18=-356(B) 11=-325(13)20=-93(B) 21=-93(B) 22= 93(B) 23=-107(B) 25=-107(B) 26=-107(B) 27=-107(B) 28— 107(B) 29=-73(B) 30=-73(B)-31=_73(B) 32=-56(B) 33=-56(B) 34=-56(B) 35= 56(B) 36=-56(B) 37=_56(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. D'esign 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 MiTek' _ is always required for stability and to prevent .collapse -with .possible -personal .injury and property damage. For general guidance regardingthe- _ _ _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-69 andBCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply 147916653 2917434 A16 Hip Job Reference (optional) "��_� �«+��tv„ ���1, ��- otia•�o, 0.40U 5 Aug 10 ZUe I IVII I eR Inausines, Inc. vvea bep l b I Z:Etl:l b 2U21 rage 1 ID:g2Bh3ylztyTZW ScI KW UOTwzbOtF-mjxtyBDl z2Sh6vl-cNYUCyusD2w_4V5iZIFCVNrydNvr 1-0-q 8-0.0 15-0.0 16-8-0 18-1%0 21-8-0 25-10-0 33-10-0 -: 8-0-0 7-0.0 1-8-0 2-2-0 2-10-0 4-2-0 8.0-0 Scale = 1:62.1 5.00 12 5x6 = 5x6 = - 4 5 ST1.5x8 STP = 17 ' ° 15 14 10 9 / 3x8 = 4x6 = 46 = 3x6 = 2x4 II 2x4 11 5x8 = 2x4 II -- --- - -- - - - - - - - - 8.0-0- - 15-0.0 -- --,--16-8-0 18-1%0 , 21-8-0 -,---25-10-0 33-10.0 - 8 0 0 7-0-0 1-8-0 2-2-0 2-10-0 4-2-0 6 0 0 Plate Offsets (X,Y)--[3:0-4-0,0-3-01,[4:0-3-0,0-2-4],[5:0-3-0,0-2-4],[7:0-4-0,0-3-01,[8:0-4-2,0-1-81,[9:0-3-8,0-2-81,[11:0-5-12,0-2-81,[13:0-2-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.25 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT)-0.48-11-12 >828 240. BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 8 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Wind(LL) 0.36 11-12 >999 240 Weight: 184lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-5,1-3: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 13 12-14,6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 13-17: 2x4 SP M 31 REACTIONS. (size) 2=0-8-0, B=Mechanical Max Horz 2=305(LC 11) Max Uplift 2= 824(LC 12), 8=-702(LC 12) Max Grav 2=1314(LC 1), 8=1236(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2561/1774, 3-4=-2628/1826, 4-5=-2404/1798, 5-6=-3389/2479, 6-7=-3412/2382, 7-8=-2610/1788 BOT CHORD 2-17=-1527/2360, 12-13=-1326/2371, 11-12=-1356/2372, 8-9=-1531/2333 WEBS 3-17= 460/469, 13-15=0/301, 4-13=-389/715, 9-11=-1698/2598; 7-11=-348/814, 7-9=-982/791, 5-13=-191/296, 5-11=-956/1337, 13-17=-1560/2431, 3-13=-157/273 NOTES- - -- ,,,1111111111j�,, � EVq JOiy - 401 NS �j� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft Cat_. �� Q� •. • • • E N 0 1 (3-second gust) eave=7ft; ��� .�V g'•. P.' F I. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C=C Exterior(2E)-1-0-11 to 4-11-5, 1nterior(1) 4-11-5 to-15-0-0, Exterior(2E) �� 15-0-0 to 18-10-0, Exterior(2R) 18-10-0 to 27-3-13, Interior(1) 27-3-13 to 33-9-4 zone; cantilever left and right exposed ;C-C for No 84943 •� members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 * • * 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific •� to the use of this truss component. 4) Provide adequate drainage to prevent water ponding.__ 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 �i �•A, • will fit between the bottom chord and any other members. 7) Refer to for truss to truss ��� �i�FS1 0 R girder(s) connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 2 and 702 lb uplift at ` s/0111111. I' N A�- joint 8. - I 0- �11- Andrew Johnson PE No.84943 MiTek U§A, Inc. FL Ceft6634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 ® WARNING - Verify deslgn.parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev._ 5/19/2020 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 is always required for -stability and to prevent collapse with possible personal Injury and property damage. For general.guidance regarding the - _MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916654 2917434 A11 Hip -- - 1 - 1 - - - - -- Job Reference (optional) bunaers rirsrbource iron riercej, ron rierce, rL. - 04U40, C.4JU 5 Hag 10 4U41 IVII ILK Inou5ale5, Inc. vveu oep I o I e;om to eue I rage I - - - -- ID:g2Bh3ylztyTZWScIKWUOTwzbOtF--i63eMtEHVgiPLDB?VzWgiJybVkhiz?asCZhcRkydNvp tt-0- 6-9-14 13-0-0 118.0 20-10-0 21-8-p 27-5-2 33-10-0 -0-0 6-9-14 6-2-2 3-8-0 4-2-0 10- 5-9-2 6-4-14 -- Scale = 1:60.9 - 5x8 = _ 2x4 11 - 5x6 = 2x4 - - -- - - II 4 20 5 21 6 7 m ST1.5x8 STP = 17 15 14 11 10 3x6 = 4x6 2x4 11 46_= 5x8 = - 2x4 II " 2x4 11 - 5x12 =" - - 6-2-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) -0.28 12-13 >999 360 MT20 244/190 TCDL -7.0 Lumber DOL -1.25 BC 0.78 Vert(CT) -0.54 12-13 >747 - 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.23 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.41 12-13 >983 240 Weight: 187lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. 5-14,7-11: 2x4 SP No.3 WEBS 1 Row at midpt 10-12 WEBS 2x4 SP No.3 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=267(LC 11) Max Uplift 9=-702(LC 12), 2=-824(LC 12) Max Grav 9=1236(LC 1), 2=1314(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2612/1881, 3-4=-2015/1547, 4-5=-2971/2250, 5-6=-2998/2267, 6-7— 3408/2582, 7-8=-3439/2466, 8-9=-2714/1936 BOT CHORD 2=17=-1639/2396, 15-17==1639/2396, 5-13=-220/263, 12-13=1757/2830, 7-12=-245/307, - 9-10=-1692/2443 WEBS 3-17=0/278, 3-15=-713/560, 4-15=-683/467, 13-15=-1258/2022, 4-13= 1092/1677, - 6-13==193/374, 6-12= 842/1144, 10-12=-1762/2535, 8-12= 303/741, 8-10=-706/643- NOTES- �/111111/1/ 1) Unbalanced roof -live loads have been considered for this design. ,,-W JDy 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh B=45ft L=60ft; eave=7ft; Cat. ♦� -•'. • •: •. • •N S (directional) 113 OXO to 20-110-0, Epxterior(2R) 20R10-0 to 29-3-13a Interior(l) ) 29'3r19Et 33-9 4 zone; cantlileve�left andlright exposedEC-C for ♦♦♦♦♦P?�_ �N G E IV SS'0� �,,_ members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 NO 84943 - 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. As - _ 7) Refer to girder(s) for truss to truss connections. �i ��• Q;� ♦� p R 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 9 and 824 lb uplift at �j S C'? ♦- joint 2. Andrew Johnson PE No.84943 Mirek USA, Inc. FL Ce1t6634 16023 Swingley Ridge Road, Chesterfield, Mo 63017 Date: September 15,2021 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 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, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916655 2917434 - Al2 - Hip - - 1 1 - - - -- - - - Job Reference (optional) o Vlluel5 rllbLouulue trVrr rreruef, runt rlerce, rL - J'ie'40, 71-0-0 5-9.14 11-0.0 nnnFi—q- ST1.5x8 STP = 4x6 = 5x6 = 4 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 15 12:38:19 2021 Page 1 ID:g2Bh3ylztyTZW Sel KW UOTwzbOtF-AIdOaD FwGzgGzNmB3g2vaW UoOB?IicZ?RD RAzAydNvo 16-11-0 22-10-0 28-0-2 , 33-10.0 5-11.0 ' 9 -11.0 5-2-2 5-9.14 Scale = 1:59.7 - -- - -2x4 11 5x6-= 16 17 5 18 19 6 20 IJ IG 11 IV � 3x4 = 3x6 = 3x8 — 3x6 = 3x4 = - 8-9.6 ---16-11-0 25.0-10 - - - - - - - - - - 33.10.0 - - - -- 8-9-6 8 1 10 B.1-10 8.9-6 Plate Offsets (X,Y)-- [4:0-3-0,0-2-41,f6:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) -0.19 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.38 11-13 >999 240 - BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.28 11 >999 240 Weight: 159lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-7 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 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=228(LC 11) Max Uplift 8=-702(LC 12), 2=-824(LC 12) Max Grav 8=1236(LC 1), 2=1314(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---2584/1921, 3-4=-2350/1732, 4-5=-2289/1802, 5-6=-2289/1802, 6-7=-2411/1763, 7-8=-2683/1982 BOT CHORD 2-13=-1681/2358, 11-13=-1257/1948, 9-11=-1260/1979, 8-9=-1740/2434 WEBS- 3-13=-353/427, 4-13=-202/442, 4-11=-315/550, 5-11=-361/426, 6-11=-277/519, 6-9=-243/499, 7-9= 424/483 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-CExterior(2E)-1-0-11 to 4-11=5, Interior(1) 4-11-5 to 1-1-0-0, Exterior(2R) ' 11-0-0 to 19-5-13, Interior(1) 19.5-13 to 22-10-0, Exterior(2R) 22-10-0 to 31-3-13, Interior(1) 31-3-13 to 33-9-4 zone; cantilever left ♦♦ •.- • e •. • VS+ •' �i� and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,♦� �� •��G E N S 0A P.•• F•�•.2 3) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific �� '�� to the use of this truss component. 4* NO 84943 �.. 4) Provide adequate drainage to prevent water ponding. * �• 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) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 702 lb uplift at joint 8 and 824 lb uplift at i� joint 2. - - - • �i .. . R V .- Andrew Johnson PE No.84943 M1ek USA, Inc. R Ced 6634 16M Swingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 WARNm ING - Verify design paraeters"and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 is always required. for stability and to prevent collapse with possible personal Injury and property damage._For.general.guidance regarding the. _MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS9TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply 147916656 _ 2917434 _ A13 Half Hip 1 1 - - Job Reference o tional k1 run narcc, F, - o4v40, t5.4ou s Aug l o zuei mi I eK Inousines, Inc. vvea Jep l b 12:36:2U ZU21 rage 1 - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-fVBOnZGY1Hy7bXLNcOZ86kizCYMgR-B8gtAjWcydNvn - 1-0-q 4-9-14 9.0.0 15-3-6 21-5-0 27-6-10 33-10-0 1-0-0 4-9-14 4-2.2 6.3.6 6-1-10 6-1-10 6-3.6 Scale = 1:60.0 5.00 12 ST1.5x8.STP = 4x6 = -4x6 = - 3x8 = 4 17 5 18 19 2x4 11 4x6 = 5x8 = 2x4 II 6 7 8 PO 9 15 .14. 13 _ 12 -11 _ - 10 3x8 = 4x6 2x4 11 5x8 = 2x4 II 6x8 = = - 9-0-0 -i --15-3-6- - 21-5.0 27-6-10- --33-10-0 9.0-0 6-3-6 6-1-10 6.1-10 6-3.6 Plate Offsets (X,Y)-- [7:0-3-0,Edgel, [12:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.87 Vert(CT) -0.41 12-13 >987 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-SH Wind(LL) 0.32 12-13 >999 240 Weight: 177lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-7 oc bracing. WEBS 1 Row at micipt 8-10 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=267(LC 12) Max Uplift 10=-713(LC 12), 2=-809(LC 12) Max Grav 10=1233(LC 1), 2=1311(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP -CHORD 2-3=-2572/1760, 3-4=-2344/1576, 4-5=-2145/1518, 5-6=-2568/1724, 6-8=-2568/1724 BOT CHORD 2-15=-1802/2312, 13-15=-1927/2733, 12-13=-1927/2733, 11-12=-1122/1691, 10-11=-1122/1691 WEBS 3-15=-297/367, 4-15=-290/614, 5-15=-692/481, 6-12= 316/316, 8-12= 724/1032, 8-11=0/262, 8-10=-1958/1296 NOTES- 1) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 9-0-0, Exterior(2R) -C-C - ,,'V%11111111/11�, 9=0-0 to 17-5-13, Interior(1) 17-5-13 to 33-8-4 zone; cantilever left and right 6posed for members and forces & MWFRS for Lumber �� W JQ /I �� - ��✓ reactions shown; DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific - ��� i ,�� aOt•��Ci-ENS ••:S� ��� - _=_ �_.•.Itj to the use of this truss component. `� Q�,-. __ �� 3) Provide adequate drainage to prevent water ponding. • No $4943 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • * :� * r 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 713 lb uplift at joint 10 and 809 lb uplift '• $T at joint 2. - �QF.V_d_,-- 01.1 Andrew Johnson PE No.84943 MitekUSA, Inc. Fl.Ced6634 16023 Swingle y Ridge Road, Chesterfield, MU 63017 Date: September 15,2021 - A WARNING _Verity design parameters and READ NOTES ON THIS AND INCLUDED M_ITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 At a truss system. Before use, the building designer must verify 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 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, see ANSI/TPI1 Quality Criteria, DSB-69 and SCSI Building Component 16023 Swrngley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 147916657 2917434 A14 HALF HIP GIRDER 1 1 -- - - -- Job Reference (optional) t:sunaers rlrsiJOUrce Iron t-ierce), rort coerce, rL - d4bi4b, U.40U s Aug I b ZULI mi I eK maustries, Inc. vvea bep I b IZ:dtS:ZZ ZUZI rage I - - IDtg2Bh3ylztyTZW ScIKW UOTwzbOtF-btl8CEloZuCrggVmkpbcB96GyL91vqSR7BfqaVydNvl - 11-0-q 12-2.4 17-6-4 22-10.4 28-2-4 33.10-0 1-0.0 12-2-4 5-7-12 Scale = 1:60.2 5.00 F12 0 ST1.5x8 NAILED Special _NAILED NAILED_ _ _ _ NAILED NAILED_ NAILED_ 3x4 = NAILED NAILED _ -_ NAILED 5x6 = 3x6 = 3x4 = 8x10 WB= 5x6 = 6x8 = NAILED NAILED NAILED NAILED __ 3- 18 19_4 _20 21_ _22_ _ 523 24- 25 6_ __ 7_ _ 26__-_ 27_ 8 _28__ —29 -309 STP = 17 31 32 16 33 34 15 14 35 36 37 13 12 38 39 11 40 41 4210 46 = NAILED NAILm4x6 = 7x14 MT20HS = NAILED NAILED --5x6-= 7x10 = NAILED 4x12 = NAILED 4x12 Special NAILED NAILED 46 = NAILED NAILED NAILED NAILED - - - NAILED - - - - — -- - - 7-0-0 12-2-4 - -- 17-6-4 - 22-10-4 - 28-2-4- 33-10-0- - - - 7 0 0 5 2 4 5-4-0 5-4-0 5-4-0 5-7-12 Plate Offsets (X,Y)-- [2:0-5-2,0-1-111, [6:0-5-0,0-5-31, [9:0-3-12,0-3-01, [11:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.40 14 >998 360 MT20 244/190 TCDL- 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.75 14-16 >534 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.64 14-16 >624 240 Weight: 244lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins, 1-3: 2x4 SP M 31 except end verticals. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 9-11, 4-17 9-10: 2x6 SP No.2, 9-11,4-17,8-13,5-16,7-14: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=217(LC 8) Max Uplift 10=-1596(LC 8), 2=-1583(LC 8) Max Gram 10=2743(LC 29), 2=2603(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5910/3412, 3-4=-5340/3178, 4-5=-7664/4520, 5-7=-8272/4848, 7=8=-7211/4212, 8-9=-4509/2627, 9-10= 2527/1598 BOT CHORD 2-17= 3216/5428, 16-17=-4520/7664, 14-16=-4848/8272, 13-14=-4212/7211, - - 11-13=-26274509 - - ---- - - - -- WEBS 3-17=-763/1711, 9-11=-2829/4872, 4-17=-2692/1509, 8-11= 1982/1444, 4-16= 67/652, 8-13=-1779/3034, 5-16=-712/394, 7-13=-1119/913, 5-14= 291/445, 7-14=-715/1191 NOTES- ,,`�11111111l���, ,��- EW _ ' Q.._.•:.:..; 1) Unbalanced roof live loads have been considered for this design. �� - -w <i ,�� �G E N S+ •� s��f �i� - 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; T0DL=4.2p§f; BC5L=5.Opsf; h=15ft; B=45ft; L=(0ft; eave=7ff; Cat. �� P.' `F••';`v �� 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 = �J O 84943 •�� 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific - .• to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been desi ned for a live load of 20 0 sf o th b tt h 1 ' 11 h I II b 1 g . p n e o om c or In a areas w ere a rectang e 3 6 0 to y 2-0-0 wide will fit between the bottom chord and any other members. _ _ .0.- � Q;•• �� 8) Refer to girder(s) for truss to truss connections. _ • L -0 �'• �� IFS--•.•;• R�•• ` ♦• 9) uplift at joint mechanical connection (by others) of truss to bearing plate capable of withstanding 1596 lb uplift at joint 10 and 1583 lb �sr� N p►' -- - 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 348 lb down and 384 Ib up at Andrew Johnson PENo.84943 7-0-0 on top chord, and 340lb down and 174lb_up at 7>0-0 on bottom chord. The design/selection of such connection device(s) is MTekUSA, Inc. FL Cart 6834 the responsibility of others. 18023S_wi Og ilidg_eAoad,fhesterfie_ld,M063017 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Dot@: - - I -_ - _ - September_.15.2021 - & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev.. 6/19/2020 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 is always required for stability. and to -prevent collapse with possiblepersonalinjury- and. property damage.- For general guidance regarding the _ _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Duality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 MiTek° _ 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job T Fuss Truss Type Oty Ply 147916657 2917434 _ _ _ _ A14 HALF HIP GIRDER l 1 - - - - - Job Reference (optional) tsuuders I-irstbource tron Fierce), t-on Fierce, 1-t- - 34U4b, 6.43U s Aug 1 b 2U21 Mi I eK Industries, Inc. Wed Sep 15 12:38:22 2021 Page 2 - --ID:g2Bh3yiztyTZWSc1KWUOTwzbOtF-btlBCEIoZuCrggVmkpbcB96GyL91vqSR7BfqaVydNvl LOAD CASE(S) Standard 1) Dead + Roof five (balanced): Lumber-Increase=1.25, Plate Increase=1.25 - - Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 2-10=-20 Concentrated Loads (lb) - - - Vert:3=-157(F) 6=-107(F) 17=-325(F) 13=-56(F) 7— 107(F) 18=-107(F) 19=-107(F) 20— 107(F) 22=-107(F) 23=-107(F) 25=-107(F) 26=-107(F) 27=-107(F) 28=-107(F) 29=-107(F) 30— 119(F) 31=-56(F) 32=-56(F) 33=-56(F) 34=-56(F) 35=-56(F) 36=-56(F) 37=-56(F) 38=-56(F) 39= 56(F) 40=-56(F) 41=-56(F) 42=-60(F) A. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 'D'esign valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is far 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, see ANSI/TPI1 Quality Criteria, DSB-99 and SCSI Building Component 16023 EMn-gley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916658 2917434 - - - - - B1 - -- - - - - -- Common Girder - -- - - 1 - - - 2 - - - - - - - - -- Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 15 12:38:37 2021 Page 1 - - - _ - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-fmipMNTC1V5j788e6SM71JEghOEsvflfaOo7c7ydNvvl 1-0-0 1 7-0-12 1 3-1-4 4x6 11 4 - aI1 0 ST1.5x8 STP = _ 5x8 = Scale = 1:36.1 ------3z6 11 7xT0 LUS26 - - HTU26 - - ST1.5x8 STP =_ = 6x8 = 3x8 II 5x8 = Special HTU26 HTU26 HTU26 HTU26 - , - ---7.0-12- - - - -10-2 0- - 13-4-1- - - 16.6--£ 7-0-12 3-1-4 3-2-1 3-2-1 Plate Offsets (X,Y)-- [2:0-4-0 Edge), [7:0-2-9,Edgel, [9:0-3-8 0-4-01, r10:0-5-0,0-4-81, [11:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.28 10-11 >839 240 TCDL 7.0 Lumber DOL- 1.25 -BC 0.54 Vert(CT) -0.34 9-10 - >703 240 BCLL 0.0 * Rep Stress Incr NO WB 0.73 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER- BRACING- eu-4-U - 3-9.14 PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20 TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins. 4-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-10 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 4-10:-2x4 SP No.2 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=21 O(LC 7) - Max Uplift 7=-3954(LC 8), 2=-2877(LC 8) Max Grav 7=6730(LC 1), 2=4720(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11046/6536, 3-4=-8652/5205, 4-5=-8641/5194, 5-6=-11225/6657, 6-7=-13414/7885 BOT CHORD - 2-11= 5899/10074; 10-11=-5899/10074, 9-10=-6012/10346, 8-9=-7161/12241, 7-8=-7161/12241 WEBS 3-11=-1557/2756, 3-10=-2903/1804, 4-10=-3842/6430, 5-10=-3217/1931, 5-9=-1685/2980, 6-9=-2126/1277, 6-8=-1043/1875 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"z3") nails as follows: ,j1111111//j. Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows 0-4-0 e�' Q�' •: • • • • •; ' VS ♦j♦ G E I�/ ••�. �A staggered at oc. �� Q' ••� V� SF-�• 2-♦♦� 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 No 84943 i ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. _ * �• * �. 3) Unbalanced roof jive loads have been considered for this design. ± - 4) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II_Exp C; Encl., GCpi=0.18;_MWFRS left DOL=1.60 DOL=1.60 (directional); cantilever and right exposed _Lumber plate grip _ -� 9 1 9 P verifying PP 9 q P 5 Building[Designer/ ner/ Pro'ect engineer res risible forverif in applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads, 7) * This truss has been designed for live load 20.Opsf bottom in ♦_i �_ P ♦♦ • < Q R 1'� a of on the chord all areas where a rectangle 3-6-0 tall b 2-0-0 wide l fit tween the bottom chord and any o . ,mebers.'�s`Isj� 8) Pe mechanical con ect o-n (by. others)tof trussf o bearing, plate capable of withstandirig 3954 lb uplift at joint 7 and 2877 lb uplift_ N A' - at joint 2. • - 9) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent at 9-0-12 from the left end to Andrew Johnson PENo.84943 connect truss(es) to back face of bottom chord. MiTek USA, Inc. FLCelt6634 10) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 14-1Odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. 16023 Swingley Ridge Road, Chesterfield, MO 63017 starting at 11-0-12 from the left end to 19-0-12 to connect truss(es) to back face of bottom chord. Date:" 11) Fill all nail holeswherehanger is in -contact with lumber. _ _ September 15,2021 ® WARNING yerify_designparameters, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev. 5/19/2020 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 vedfy the applicability of design parameters and property incorporate thisdesign 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 p p T ,y'�Tek° 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, see ANSI/TPlt Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916658 2917434-- - -- -' - B1 - - - ----- ---- --- -- Common Girder - - ---' 1 _ 2 _ Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 15 12:38:37 2021 Page 2 - - - -- - - - - -- --ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-fmipMNTClV5j788e6SM71JEghOEsvflfaOo7c7ydNVW - - NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2632 lb down and 1615 lb up at 7-0-12 on bottom chord. The -- - - - - - -- - --- - - - - ---- --- - - - design/selection-of-such connection devioe(s)-is the 7esponsibility of others.-- - -- LOAD CASE(S) Standard 1) Dead+Roof-Live (balanced): Lurnberincrease=125, Plate Increase=1.25 -- - - - - - - - - - - - - Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 2-7=-20 Concentrated Loads (Ib�- Vert:11=-2632(B) 9=-1216(B) 12=-1213(B) 13=-1216(B) 14=-1216(B) 15=-1216(B) 16=-1213(B) _ ®WARNING. Verify design parameters and REAP NOTES ON THIS AND INCLUDED -- REFERENCE PAGE MII-7-1 -rev. 5/19/2020 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 designparameters 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, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916659 2917434 B2 Common 2 1 Job Reference (optional) binders t•IrsiJource (t-ori coerce), t-ori vierce, t-L - 64`J4b, t1.46U s Aug 16 zuzi MI I eK mausines, Inc. W ea bep l b 1z:dt1:6v zuzi ID:g2Bh3ylztyTZW ScIKW UOTwzbOtF=b9gan2VTZ6MQNSII EtPbNkJEfCvnNejxl KHDt 14-3-7 20-4.0 2 -1-7 6-0-9 4x6 = 4 u Scale = 1:36.5 ST1.5x8 STP = 3x6 —_ ST1.5x8 STP = 3x4 = 3x4 = 4x6 = 46 = 6.0-9 -14-3-7 - 20.4-0 - - 8213 - -- --- 609 - - -- 17 a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud-- PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.11 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.25 8-10 >956 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.08 .6-8 >999 240 Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=217(LC 11) Max Uplift 2=-531(LC 12), 6=-531(LC 12) Max Grav 2=803(LC 1), 6=803(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1397/1158, 3-4=-1373/1362, 4-5=-1373/1362, 5-6=-1397/1158 BOT CHORD 2-10=-923/1286, 8-10=-520/817, 6-8=-927/1220 WEBS 4-8— 587/693, 5-8=-331/481, 4-10=-587/693, 3-10=-330/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. -11; Exp C;-Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Intedwr(1) 4-11-5"to 10-2-0,-Exterior(2R) 10-2-0 to 16-2-0, Interior(1) 16-2-0 to 21-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,,���11 ' 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,�� \N JOH I4le NS ��� to the use of this truss component.� 4) This truss has been designed for 10.0 bottom live load live loads. ,. •E: N S �•. a psf chord nonconcurrent with any other ' ,�� .•��G P: • V F ��� 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� :2 will fit between the bottom chord and any other members. No 84943 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 2 and 531 lb uplift at - - - joint 6. r ORI Andrew Johnson PE No.84W MiTeklJSA Inc.FLCert6634 16023 Swing(ey Ridge Road, Chesterfield, MO 63017 Date: September 15,2021_ 0 WARNING - verify design parameters -and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE.Wit _ -'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 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 M_ iTek' Is . always.required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916660-- 2917434 - B3 -Hip - 1 1 - - - Job Reference (optional) 0 trail ricwc/, run rierce, ram- 04ava, 0.43U 5 'Lug it)ZUZI MI I eK InaUS1neS, Inc. We0 Sep 15 12:36:4U 2U21 t'age 1 - - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF3LOy_OW5KQUH_btDnbwgwysOncE169y5G_OnDSydNvT 1.0-0 5-8.11 9-0-0 11.4-0 14-7-5 20-4.0 21-4-0 1-0-0 5-8-11 3-3-5 2-4-0 3-3-5 5-8-11 1-0-0 Scale = 1:37.2 46 = 46 = - - -4 -5 S_T1.5x8 STP = . - - _ ST1.5x8 STP = 4x6 = 3x4 = 5x6 = 4x6 = - 9-0-0 -2_40- -- - 900 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.15 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.32 2-10 >730 240 - BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.11 2-10 >999 240 Weight: 89lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=195(LC 11) Max Uplift 2= 531(LC 12), 7=-531(LC 12) Max Grav 2=803(LC 1), 7=803(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1326/1127, 3-4=-1069/894, 4-5=-952/861, 5-6=-1069/894, 6-7=-1326/1127 BOT CHORD 2-10=-904/1227, 9-10=-526/952, 7-9=-902/1175 WEBS 3-10=-379/461, 4-10— 184/285, 5-9=-184/285, 6-9= 380/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. -2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL=5.-Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 9-0-0, Exterior(2E) 9-0-0 to 11-4-0, Exterior(2R) 11-4-0 to 20-0-0, Interior(1) 20-0-0 to 21-4-11 zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions showri; Lumber DOL=1.60 plate grip DOL=1.60 JO/y 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �% Q� •...:':;, to the use of this truss component. ,�� �•t••�Ci E N•5' �• -0 Q'; V F•'•.?- 4) Provide adequate drainage to prevent water ponding. �� �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 84943 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-O.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 531 lb uplift at joint 2 and 531 lb uplift at joint 7. Andrew Johnson PE No.84943 MTek USA, Inc. FI.Cet SM 16g23Sw ngleyFdgoad, Cherfield, MO 63017A Date: - September 15,2021 _ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTekO 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, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916661 2917434 B4 Hip Girder 1 1 - Job Reference- (optional) r-04 0.4ou s Muy 10 cue i wu i eK inausines, inc. vveu aep Ib 1z:.7t5:4J zuzl rage i 0.4- 7-0-0 6-4-0 7-0.0 Scale = 1:37.4 Special 5x8 = Special NAILED NAILED NAILED 5x8 = - 3 _ 10 11 12 - 4 ST1.5x8 STP = 2x4 11 NAILED NAILED 46 = 3x4 - ST1.5x8 STP = 3x6 = _ Special- - NAILED Special - _ 3x6 =_ 7-0.0 7-0.0 - 20.4.0 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.18 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.78 Vert(CT) -0.28 7-9 >843 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 83lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N6.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. 3-4: 2x4 SP M 31 - BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4SPNo.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=156(LC 7) Max Uplift 2=-1025(LC 8), 5= 1025(LC 8) Max Grav 2=1595(LC 29), 5=1595(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3230/1926, 3-4=-2960/1844, 4-5= 3232/1926 BOT CHORD 2-9- 1625/2988, 7-9- 1627/3017, 5-7=-1625/2893 WEBS 3-9=-59/712, 4-7=-66/713 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 %%{illi I q 111 1 111� ���j� "�W 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,���� JOy' NS �j� to the use of this truss component. equate drainage to prevent water ponding. 4) Provide a-has-been �� Q� .'. • • •' ,�� .•'�C E N S+'•: Aice' ' '•.`v 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� Q'; - .� 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 = O 84943 •� will fit between the bottom chord and any other members. * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1025 lb uplift at joint 2 and 1025 Ib uplift at joint 5. S) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe nails per NDS guidlines_ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 348 lb down and 384 lb up at T 7-0-0, and 348 lb down and 384 lb up at 13-4-0 on top chord, and 340 lb down and 174 lb up at 7-0-0, and 340 lb down and 174 lb 13-3-4 bottom The design/selection �i �•• Q' •' up at on chord. of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) loads face C? section, applied to the of the truss are noted as front (F) or back (B). �� s �� '!!IONA111�111��� LOADCASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Andrew Johnson PEND.94943 Vert: 1-3=-54, 3-4=-54, 4-6=-541 2-5=-20 _ MTekUSA Inc.RCert6634 Concentrated Loads (lb) 16023SwmgleyAidgeftoad,Chest rfield,MO63017 Vert: 3=-157(F) 4=-157(F) 9= 325(F) 7= 325(F) 10= 107(F) 11- 107(F) 12= 107(fl 13=56(F) 14=-56(F) 15=-56(F) Date: - - September 15,2021 �. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 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 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 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, see ANSI7rPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 147916662 2917434 C1 Hip Girder 1 1 Job Reference (optional) timciers tlrsr5ource tt-on tierce), ton tierce, rL - J4U40, o.You s'uy .. cuu ,w, i cn u,uuau,ca, r —P , aWc - - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF=y6dTgmZbNfJTDA_OR-m4o1AODji2_IhBc?_MDydNvP -1-0.0 3-0-0 5-4.0 8-4-0 , 9-4-0 11i-1 3-0-0 2-4-0 3-0-0 1-0-0 Special 4x6 = Special NAILED 4x6 = - - - - -- - 3 -9 - 4 - cnn ST1.5x8 STP = 'Ay I I — I I ST1.5x8 STP = _2x4 - _ Special Special _2x4 - - - - --3-0-0 5-4-0 - 8-4-0 3-0.0 2-4-0 3-0-0 - LOADING_(psf) SPACING- _ _ 2-0-0 CSI.- DEFL. in- (loc) I/defl -- Ud ___ -PLATES _ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPf2014 Matrix-SH Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-79(LC 6) Max Uplift 2=-288(LC 8), 5=-288(LC 8) Max Grav 2=450(LC 29), 5=450(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-614/221, 3-4=-528/204, 4-5=-614/220 BOT CHORD 2-8=-218/624, 7-8=-211/633, 5-7=-217/624 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B--45ft; L=60f; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. - '�NJ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ����� J0�fIl f NS1 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 fit between bottom �� -•'.: • • ; E N will the chord and any other members. Q': �- �\--SF•�•:'v ��� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2 and 288 lb uplift of ��� joints. •� No 84943 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25) toenails per NDS guidiines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 245 lb down and 178 lb up at 3-0-0, and 245 lb down and 178 lb up at 5-4-0 on top chord, and 40 lb down at 3-0-0, and 40 lb down at 5-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) 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) bead Roof Live + (balanced):s Plate Increase=1.25 '���;,S�O Uniform (3If,54I e54, 201.25, N Vert: 3 4 4-6 2 5 it Concentrated Loads (lb) I 1111,100 Vert: 3=-2(F) 4=-2(F) 8_ 16(F) 7=-16(F) 10=-6(F) Andrew Johnson PENo.84943 MiTek USA, Inc. R Cert 6634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE _Mll-7473_rev. 5/19/2020 BEFORE USE -Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is foran 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. properly damage.. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component _ - 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916663 2917434 C2 Common Job Reference (optional) nunaers rlrslJOUrce trot[ rlerce), ron rlerce, M - J4V40, b.43U S Aug 16 ZUZ1 MI I eK Industries, Inc. Wed Sep 1b 12:38:4b ZU21 I'age-I ID:g2Bh3ylztyTZW ScIKW UOTwzbOtF-QIBr16ZD8y6a5NIBa8V?d?ZHXd3UnQJgQGkYugydNvO- 1-0.0 4-2-0 8-4-0 9.4-0 1-0-0 4-2-0 4-2-0 1-0-0 Scale = 1:19.5 4x4 = 3 ST1.5x8 STP = ST1.5x8 STP = 4x4 _ - - 4x4 = - - 4-2-0 - - I - - - - - 8-4-0-- — - - Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber-DOL 1.25 BC 0.17 Vert(CT) -0.01 -2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.01 2-6 >999 240 Weight: 32lb 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 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=101(LC 11) Max Uplift 2= 278(LC 12), 4=-278(LC 12) Max Grav 2=359(LC 1), 4=359(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/508, 3-4=438/529 BOT CHORD 2-6=-296/358, 4-6= 296/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (di(ectional) and C-C Exterior(2E) zone; cantilever 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific � jJ11 111 111 111Itt to the use of this truss component: P.�........ 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 - - ,� �Cj E N_S �•. 0 ♦♦ Q': • ` _ F ••./L- ♦♦ will fit between the bottom chord and any other members. �� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 2 and 278 lb uplift at = No 84943 joint 4. r r N Andrew Johnson PE No.84943 MiTek USA, Inc. k Cert 6834 16023 Sxingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 A WARNING- Verify design parameters_ and READ NOTES_ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev _5/19/2020 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 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, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916664 2917434 - CA- - -Corner Jack - 14 1- - - - - - - - Job Reference (optional) ouuuers nrstauurce Iron nerve/, run r erce, rL- 04e40, t1.43U S Aug I ZUZI mi I eK InauSines, Inc. We❑ Sep lb 12:38:4b'ZU21 Nage 1 - I D:g2Bh3ylzlyTZW ScIKW UOTwzbOtF-QI Br16ZDBy6a5NI Ba8V?d?ZLOd53nRKgQGkYugydNvO -1-0-0 1-0-0 1.0-0 1-0-0 Scale = 1:6.5 2x4 = ST1.5x8 STP = 1-0.0- 100 Plate Offsets (X,Y)-- [2:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 **** 240 Weight: 5lb FT=20% 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. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=65(LC 12) Max Uplift 3=-12(LC 1), 2=-173(LC 12) Max Grav 3=35(LC 12), 2=135(LC 17), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=4511; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. -to ,�Il� �, 5) Refer to girder(s) for truss truss connections. w Niys ��j� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3 and 173 lb uplift at 2. ��� QQ`` . • • • •. a • DENS' . O �� joint . No 84943 1It = N A1, O Andrew Johnson PE No.84943 MPRUSA,Inc. RCed6634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 A WARNING: Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 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, see ANSWTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss PlateInstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916665 2917434 CJ2 - - Comer Jack - 1 - 1 - - - - - --- - Job Reference (optional) IIUC, JIJVIll l.O trVl l t-ICII:G), t-Vll rICII.C, rL - J4.`14J, 2x4 = _ _ $T1.5x8 STP = o'4JU 5 Hug 10 LUL I IVII I eK Inausines, Inc. vvea Aep I5 I'G::Re:4b LULI rage I I D:g2Bh3ylztyTZW ScIKW UOTwzbOtF--uVI DFSasvG ERi W KN8r1EAD6VdOQFW uazewU5R6ydNvN 3-0-0 3-0-0 Rnato — 1-in A Plate Offsets (X,Y)-- f1:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL -7.0 - Lumber DOL 1.25 BC 0.08 Vert(CT)- -0.01 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 1 "" 240 Weight: 9lb FT=20% 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. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=76(LC 12) Max Uplift 1=-37(LC 12), 2=-86(LC 12) Max Grav 1=102(LC 17), 2=88(LC 17), 3=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. 11"" 5) Refer to girders) for truss to truss connections:�W JOy NS► �j, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37lb uplift at joint 1 and 86 lb uplift at 2. `�� Q�,,. •Ei •:,� joint No 84943 100 Andrew Johnson PE No.84943 MTek USA, Inc. FL Cert 6634 16023 Swingley Ridge Road, Chestefield, MO 68017 Date: September 15,2021 A WARNING _Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII_7473, rev. 6/19/2020 BEFORE USE. • —Design valid for use only with MITekO 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 vedfy the applicability of design parameters and propedy 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916666 2917434 CJ3 Corner Jack - - 7 1 - - - - Job Reference (optional) tFUI, Flu—/1 f V t t-Itll ' t L - agw4u, n.4aU s Hug 10 ZUZ I IVII I eK mUUSmes, Inc. W ea Jep lb l z:&3:4/ 2Uzl rage l - - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-MhJbSnbUgaMlKgvZiZYTiQfgHQmUFLg7taDezYydNvM- 1.0-0 3.0-0 1-0-0 3.0-0 Scale = 1:10.8 7 o r - 3x8 - - - - y4T1.5X8 STP_- - -3-0-0 - ---- - - - - - 3-0-0 Plate Offsets (X,Y)-- [2:0-8-0,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ibc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 2 '* 240 Weight:11 lb FT=20% 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. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=114(LC 12) Max Uplift 3=-52(LC 12), 2=-188(LC 12) Max Grav 3=67(LC 17), 2=198(LC 17), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft B=45ft L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss -has-been designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -- 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,,,I . , 5) Refer to girders) for truss to truss connections:Joy' �j� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 188 lb uplift at �� Q�,.. • • NS joint 2. ��PCN.'�'�G E N S• �02 �i No 84943 All V-7 �. Andrew Johnson PENo.84W _ Miielf USA, Inc. K Ced 6634 16023 Swing10 Wdge Road, Chesterfield, M0 63.017 Date: _ September_ 15,2021 WARNING _Verify desiggparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473- rev. 5/19/2020_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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance.regarding.the _ _MiTek� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 147916667 2917434 _ CJ4 -- Comer -Jack _ _ 1- 1 - - - - - - Job Reference (optional) o 1u... tr Vl l rICIGC), rUrl rmiuu, rL - 84V40, 2x4 = --ST1.5x8 STP = 0.431.1 5 HUg Ib ZUZI MI I eK Inauslrles, Inc. We0 Jep lb 1Z:3t3:4d 2U21 vage 1 I D:g2Bh3ylztyTZW ScI KW UOTwzbOtF-gtLf7c6RtU9ygUmFG3i FeBi Eg3q—o4G6EzCV—ydNvL 5-0.0 5.0-0 Scale: 3/4"=1' Plate Offsets (X,Y)-- [1:0-1-14,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.03 1-3 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 1 "" 240 Weight: 16lb FT=20% 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. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=127(LC 12) Max Uplift 1=-68(LC 12), 2=-149(LC 12) Max Grav 1=182(LC 17), 2=154(LC 17), 3=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and - forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60- 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed -fora 10.0 psf bottom chordlive load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.'' 5) Refer to girder(s) for truss to truss connections. I NS �j' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 1 and 149 lb uplift at joint2. `�� Q�:.'• •! •.: a..•�GENS•.`0 4* ,� No 849.43 - - - - - - - - - - - -- - -- - - - --- -�-#; -- ;fit ------- - -T 44 4-.e_ oRx � A1- �% Andrew Johnson PE No.ili 43 - M7ek USA, Inc. PL Cert 6634 160x! 5lv ngleyAdefod,Chtfild, MO 63017 Date: _ September 15,2021 - A WARNING =Verity clesignparameters and READ NOTES ON THIS AND INCLUDEDWTEK REFERENCE PAGE Mll-7473 rev, 5/19/2020 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 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 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, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type tiunaers mrsibource Iron merce), von rlerce, rL - 14U40, 1.0-0 Plate Offsets (X,Y)-- f2:0 3x8 = --ST1.5x8 STP = - )1 Qty Ply 147916668 -- - - - - - ----- - - --- - - - 1 - Job Reference optional) 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 15 12:38:49 2021 Page 1 - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF=14RMtTckCBcOZ-13yp=axrirkvpEO3jFKQKuiliRydNvK - - 5-0-0 5-0-0 - Scale: 3/4"=1' r N Q' _ N s-n-n - — - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 --BC 0.26 Vert(CT) -0.05 2-4 >999 240 - - BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 * * 240 Weight: 17lb FT=20% 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. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=164(LC 12) Max Uplift 3=-129(LC 12), 2=-205(LC 12) Max Grav 3=142(LC 17), 2=269(LC 17), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. ,`II{I118,11 5) Refer to girder(s) for truss to truss connections. - - ,��- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3 and 205 lb uplift at �N ��. �� joint 2. -.ice - No $4943 Andrew Johnson PE No.84943 Welt UK Inc. Fl. Cert 6634 16023 Sw1hgley R dge Road, Chesterfield, MO 63017 Elite:' September 15,2021 _ & WARNING -Verifydesign parameters and READ Ny OTES ON THIS AND_INCLUDED MITEK. REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. _ `_ 1' - _ - _ _ Design valid for use onlwith 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 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 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, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building. Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Andrew Johnson PE No.84943 Welt UK Inc. Fl. Cert 6634 16023 Sw1hgley R dge Road, Chesterfield, MO 63017 Elite:' September 15,2021 _ & WARNING -Verifydesign parameters and READ Ny OTES ON THIS AND_INCLUDED MITEK. REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. _ `_ 1' - _ - _ _ Design valid for use onlwith 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 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 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, see ANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building. Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916669 2917434 CJ31 Corner Jack 2 1 - - Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 15 12:38:47 2021 Page 1 - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-MhJbSnbUgaMlKgvZiZYTiQfgHQngFLY7taDezYydNvM- 1-0-0 L 3-0-0 1-0D 3-0-0 Scale = 1:10.8 n co 0 3x4 — — — y4T1.5x8 STP = 3-0-0 Plate Offsets (X,Y)-- [2:0-0-2,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 2 '' 240 Weight: 12lb FT=20% 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. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 3=Mechanical Max Horz 2=109(LC 12) Max Uplift 2= 187(LC 12), 3=-33(LC 9) Max Grav 2=192(LC 17), 3=83(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to -the use of this truss component. 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 ,�� `J111111 111 J.. will fit between the bottom chord and any other members. -*I� NS 5) Refer to girder(s) for truss to truss connections. 6) Provide truss to bearing 187 lb 2 33 lb �� QQ` •". • • •:, G E N '• mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at ,�� .'�� S' A�� joint 3. do No 84943 •�� ,�,. 10(l P ,. O R 1 ON AVr AndrewJohnson PE No.84943 USA Inc.FLCert6634 _MiTek 16023 S rigley Ridge Road, Chelifi ld, MO 63017 Date: September 15,2021 & WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMll-7473 rev. 5/19/2020 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 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 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, see ANSVrPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916670- 2917434 _ CJ51_ Corner Jack 2 1 - -- - - - Job Reference (optional) ouuuurs rnatouurue trurt rrerue/, rurt nerve, rr-- d4e9o, mgou s Hug 1b ZUzi ivn I eK Inausines, Inc. Wea bep lb 1z:Jt1:4v zuzl rage i -I D:g2Bh3ylztyTZW SelKW UOTwzbOtF=14RMtTckCBcOZ=3yp_axnrkxFEMUjFKQKuil1 RydNvK -1-0-0 3-0-0 5-0.0 1-0-0 ' 3-0-0 2-0-0 Scale: 3/4"=1' n _ v 0 o_ CV O 3x8 = ST1.5x8 STP = - - - - 3-0.0 - - - 5.0.0 -- - - 3-0-0 2-0-0 Plate Offsets (X,Y)-- (2:0-8-0,0-0-101, (3:0-0-11,0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.08 6 >726 240 - BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(CT) -0.05 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-R Wind(LU 0.12 6 >476 240 Weiaht:19lb FT=20% 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 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=164(LC 12) Max Uplift 4=-86(LC 12), 2=-202(LC 12), 5=-17(LC 12) Max Grav 4=117(LC 17), 2=274(LC 17), 5=80(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS -(directional) and C-C Exterior(2E)zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. - 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 -chord will fit between the bottom and any other members. ��W JO 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ito uplift at joint 4, 202 lb uplift at joint ��% O�E a•.••'C E 2 and 17 lb upat joint 5. - - — ,�` �� P.� - ` F :2 0 ,lift No 84943 •XZ �• JOLA.-A -0RXOP fill Andrew,lohnstin PE No.84943 M7ek USA, Inc. Fl. Celt 6634 1608 Singlet' -Ridge Road, Chesterfield, MO 63017 Date: _ September 15,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M-ITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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!Tek' 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, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply . 147916671 2917434 - D1 Hip Girder - - 1 1 -- "- - - -- - - Job Reference (optional) •-���•� �•����� �• �•• =r, �• �- •+ o.yOu s nuy io cuc 1 rve I arc muusures, inc. vvea oep IO ie:.imou euz I rage 1 - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-mG?k4pdMzVktB8e8Nh5AK2HBuemtSiFZZYSJatydNvJ 1-2-8 5-3-8 6.6-0 1-2-8 4-1.0 1-2-8 Scale=1:12.4 5.00 12 Special 5x6 NAILED_NAI_LED_ 7 8 Special 5x6 0 6 I 2x4 = ST1.5x8 STP = - ST1.5x8 STP = 2x4 = Plate Offsets (X,Y)-- 11 LOADING (psf) TCLL 20.0 TCDL 7.0 - BCLL 0.0 BCDL 10.0 - - - - - 6.6-0 - t28 - - -- -14,0-0-101,f2:0-4-4,0-1-81,f3:0-4-4,0-1-81 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.25 TIC 0.22 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 5-6 >999- 240 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 4 n/a n/a Code FBC2020/TP12014 Matrix-SH Wind(LL) -0.01 5-6 >999 240 Weight:21 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 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (size) 1=0-8-0, 4=0-8-0 Max Horz 1=25(LC 31) Max Uplift 1= 78(LC 8), 4=-78(LC 8) Max Grav 1=229(LC 36), 4=229(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-463/153, 2-3= 423/148, 3-4=-462/152 BOT CHORD 1-6=-146/411, 5-6=-127/431, 4-5=-146/415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. -11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live lead shown covers rain loading requirements specific to the use of this truss component. -prevent �II� 4) Provide adequate drainage to water ponding. �� �W J0 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 live load 20.Opsf the bottom in 3-6-0 by 2-0-0 ♦♦♦ O� • � E ifs • • ••. a of on chord all areas where a rectangle tall wide - ♦ G P.� •�\ S'� • ado will fit between the bottom chord and any other members. �♦♦ ;2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 1 and 78 lb uplift at = No 8494300 joint 4. -- - - - - -- 8) 'NAILED" indicates 3-10d (0.148"x3') or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. *-; - •;* 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 68 lb up at 1-2-8, and 200 lb down and 68 I- up _at 5-3-8 on top chord, -and 3 lb down at 1-2-8, and 3 Ib down at 5-2-12 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard ij`s '• 0 R I 1) Dead + Live(balanced):,Lumber Increase=1.25, Plate Increase=1.25 .• `� ♦♦♦ Roof N A Unifo Vert: 1-2=-54, 2-3=-54, 3-4=5411-4=-20 Concentrated Loads (lb) Andrew Johnson PENoijk Vert: 2=19(F) 3=19(F) M1ekU5A Inc.FLCeltM 16M Swingley Ridge Road, Chestefield, MU 63017 Date: September 15,2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MIITEK REFERENCE PAGE MII-7473 rev_. 5/19/2020 BEFORE USE. -Design valid for use only with MiTek(g) 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 iv�iTek' 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, see ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Jab Truss Truss Type Oty Ply 147916672 2917434 EJi — - — Jack -Open 4 - 1 - - - - - - -- - - - - - Job Reference (optional) nuuaers rtrsizjource tron Fierce),, ron Fierce, rt_ - J4H4b, ts.4,Ju s Aug i b zuz I tvu t eK inousmes, inc. vvea aep i o t e:eo:o I eue i rage i ` - — - - -- - - - — ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-ESY619e_kosjplDLxPcPtGpNX18PB9pioCBs6JydNvl- -1-0.0 1-2-8 1-0-0 1-2-8 - - - -- - - - _ - - - - - - - - Scale = 1:7.0 3 5.00 F12 2 0 6 1 Qo 4 A. 2x4 - - ST1.5x8 STP = _ _ _ _ - __ _ - 1.2_R. LOADING (psf) TCLL 20.0 TCDL - 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL -1.25 Rep Stress ]nor YES Code FBC2020/TPl2014 CS]. TIC 0.16 BC 0.01 -- WB 0.00 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2 >999 240 Horz(CT) 0.00 3 n/a n/a Wind(LL) 0.00 2 i **** 240 PLATES GRIP MT20 244/190 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=70(LC 12) Max Uplift 3=-10(LC 9), 2=-164(LC 12) Max Grav 3=19(LC 8), 2=136(LC 17), 4=23(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. NOTES= 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 - 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. - ,it1 11/� 4F'rj- 0 -�W 5) Refer to girder(s) for truss to truss connections. J0 NS �j� , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3 and 164 lb uplift at 2. �� .. _ • •.. �• joint �� C�O No 84943 RI J#QN A`��� - - - - - - - - Andrew Johnson PE No.84943 — --- ---- -- - - - Mi fek USA, Inc. FL 6A 6634 16023 Suingley Ridge Road, Chesterfield, MO 63017 Date_: September 15,2021 & WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE. PAGE Mll-7473 rev. 5/19/2020 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 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 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, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Informationavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916673 2917434 EJ2 Monopitch - - 2 - 1 _ _ - - - - - Job Reference (optional) 6.43U S Hug 10 ZUZ I IVII I eK Inausmes, Inc. vvea bep l b l Z:CR7:bZ Zuzi rage i -ID:g2Bh3ylztyTZW ScIKW UOTwzbOtF=jf6UVVfcV6—aQRnXU67ePTMYGRUDwc3sl rxPemydNvH 2.0.0 2-0.0 Scale = 1:8.7 2x4= ST1.5x8 STP = O O LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 240 - BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 **** 240 Weight: 8 lb FT = 20% 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. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=90(LC 12) Max Uplift 2=-155(LC 12), 3=-34(LC 9) Max Grav 2=155(LC 17), 4=38(LC 3), 3=46(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific' to the use of this truss component. 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. `,`CIO � 1 I1111111I _ 5) Refer to girder(s) for truss to truss connections. � Ew J�H I�P 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2 and 34 lb uplift at �� Q� NS joint 3. - — ��,,,P�•°V\Ci E N S�••02�;i No 84943 A% Andrew Johnson PE No.84943 MiTek USA, Inc. Fl. Cott6634 16023 Swingley Ridge Road, Chessteerkld, MO 63017 Date: September 15,2021 Q WARNING - Verify.design parameters and READ NOTES ON THIS AND INCLUDED MITE_K REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 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 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, see ANSVrPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916674 2917434 _ EJ3 Jack -Open ___3 _ 3 1 ___ _ _ _ _ _ Job Reference (optional) t3Ullaers rlrslbource Iron rlerce), rOn r fierce, rL - 34`J4b, b.4JU S Aug 16 ZUzI mi I eK InausineS, Inc. vvea bep lb 1 z:Jtl:bz zurt rage 1 - I D:g2Bh3ylztyTZW ScIKW UOTwzbOtF-jf6U VVfcV6=aQRnXU67ePTMXO RTfwc3s1 rxPemydNvH-- -1-0-0 3.0.0 1-0-0 3-0.0 gala - �•�n a 3x8 = — __ _ V.5x8_STP=--3-0-0 — Mate Uttsets (X,Y)-- 12:U-8-U,U-U-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 "* 240 Weight: 11Ib FT=20% 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. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=114(LC 12) Max Uplift 3=-52(LC 12), 2=-188(LC 12) Max Grav 3=67(LC 17), 2=198(LC 17), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord -live load noriconcurrent 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. �� �NJ .JO/� �II� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 188 lb uplift at �� Q� -•: • • �.' • .NS _ �j� joint 2. E N S�;'•��i .0 `,���P•'��C No 84943 Andrew Johnson PE No.84943 M7iekUSA, Inc. R 6d 6634 1t1023 Swjngley Ridge Road, Chesterfield, MO 63017 Date: - September 15,2021 _ A WARNING - Verify design parameters and. READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 Mi_Tek` 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, see ANSVTP11 Quality Criteria, DSB-e9 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916675 2917434 EJ7 _ Jack -Open 26 1 - - Job Reference (optional) ouucers r1fs1'=rce iron rlerce), rOn rlerce, rL - 34e4b, 6.43U s Aug 16 ZUZ1 MI I eK Industries, Inc. wed Sep 1 b I?:;Jd:b3 2021 Nage 1 - — - - ID:g2Bh3ylztyTZWSelKWUOTwzbOtF-BrgtjrgFGQ6R2bMj2pftyhvYArfaf3J7FVgzACydNvG 1-0-0 7-0-0 1.0-0 7-0.0 Scale=1:21.1 1 4x6 = ST1.5x8 STP = 4 - - -- - --- --- -- - -- - --- - 700 Plate Offsets (X,Y)-- [2:0-0-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.08 2-4 >998 360 MT20 244/190 TCDL 7.0 Lumber DOL- 1.25 -BC 0.74 Vert(CT) -0.18 2-4 >446 240- BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.16 2-4 >500 240 Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 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 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=215(LC 12) Max Uplift 3=-174(LC 12), 2= 230(LC 12) Max Grav 3=198(LC 17), 2=345(LC 17), 4=120(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 /411'j� Will fit between the bottom chord and any other members.,,,'EW JQy" NS 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3 and 230 lb uplift at QRI .: • • • •:. �j� ,�� C�••'•�Ci E N S't.�� i� Qom; -V = F' joint 2. . •��/ �i �� No 84943 do - -- - - - - - - - -- - -- - -- - - - - • �-#-;' - ----- - - - -fir • �, �• A, Andrew Johnson PE No.64943 INTekuSA InCACert6634 16023 Ungley Ridge Road, Chesterfield, MU 63017 Date: - September 15,2021 _ 0 WARNING= Verify design parameters and READ NOTES CN THISAND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 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 is always required for stability and-topreventcollapse with possible personal Injury and property damage. For general guidance regarding the _MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type City Ply 147916676 2917434 - _ EJ71 - Jack -Open - 4 1- - - - Job Reference (optional) +���� uawvw ti i w/, vn rve,cc, !'L' JYDYJ, n.43U smug I b ZUZ I ivn I eK Inausines, Inc. vvea bep l b 1Z:3a:b4 ZUZ1 rage 1 - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-f1EFwBgtljElglxvcXA6UuRmIF?AOWZ9U9QWjeydNvF - 1-0.0 3-0-0 7-0-0 1-0-0 3-0-0 4-0-0 Scale = 1:21.1 N O O N _ O 46 = Lx4 11 ST1.5xB STP = - - 3-0-0 ----7-0-0 3-0-0 4-0-0 Plate Offsets (X,Y)--[2:0-0-14,Edgel,[3:0-7-13,0-3-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.11 6 >706 360 MT20 244/190 TCDL 7.0 Lumber DOL - -1.25 BC 0.71 Vert(CT) -0.22 - 6 >354 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 5 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-R Wind(LL) 0.32 6 >247 240 Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=215(LC 12) Max Uplift 4=-143(LC 12), 2=-227(LC 12), 5=-20(LC 12) Max Gram 4=178(LC 17), 2=352(LC 17), 5=116(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to-6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers -rain loading requirements -specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. gill I I I I III/" -% 'frII♦♦ 4) * This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2:0-0 wide EW J0N' NS will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. �� Q� ..'• • •.; ♦♦ �� a .. • 0 E IN - s.�"• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4, 227 lb uplift at�\ :2-♦.0 joint 2 and 20 lb uplift at joint 5. No 84943 Andrew Johnson PE No.84W Mifek USA, Inc. R Cert 6634 16023 SingleyRidgeRoad,Chesterfield,MO63017 Date: September 15,2021 _ Q WARNING _Verify desiign.parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not wt a truss system. Before use, the building designer must verify 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 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, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 1602iSwfngley Ridge Rd Safety Information available from Truss Plate Institute, 2670'Grain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916677 2917434 - - HJ1 - - Jack -Open - - 2 - 1- - - - - - -- - Job Reference o tional a I Il a,aavulUc tl Utl�, Ull rICIUtl, f L' JY'YJ, L -1- 1-! 8.4dU s Aug 10 ZUZ t IVII I IRK Inauslnes, Inc. vvea bep I b 1Z:dt$:b4 ZUZI rage 1 ID:g2Bh3ylztyTZWScIKW UOTwzbOtF-f1 EFwBgtljElglxvcXA6UuRrrFAyOWZ9U9QWjeydNvF 1-7-0 1-7-0 - 46 = — - -1-7-0 Scale = 1:6.8 LOADING (psf) SPACING- 2-0-0_ _ CSI. -_ _ DEFL. in (loc) -1/defl Ud PLATES . GRIP_ TCLL 20.0 Plate Grip DOL 1.25 TIC 0.35 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 -3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 **** 240 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc puflins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=66(LC 12) Max Uplift 3=-9(LC 9), 2= 229(LC 12) Max Grav 3=29(LC 12), 2=182(LC 1), 4=30(LC 3) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members arid forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. Refer to truss to truss 6) Provide meehanicalrconnection(by-others)tlof truss to bearing late capable of withstanding 9 lb uplift at joint 3 and 229 lb Uplift at ���,,,,"„"I I joint 2. 9 P P 9 P 1 P 'S tr.E....... . ,'I No 84943 Ail- j.,- . Andrew Johnson PE No.84943 _ MfiekUK Inc. R. Cert6634 1923 Slvinpiey Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020�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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916676 2917434 _ HJ3 Diagonal Hip Girder_ 2 -- 1 - . . . Job Reference (optional) -1-5-0 1-5.0 m43u s Hug i o zuz i Ivu t eK mauslnes, Inc. vveo bep 1b 1 Z:3t1:bb Zun rage i 1 D:g2Bh3ylztyTZW SelKW UOTwzbOtF-7Eod7XhVn1 N9HvW 69EhL16-?AfUc7zpljp94F4ydNvE 4-2-3 4-2-3 = 1:10.8 2x4 = _ _ _ _ _ _ _ - — - - - - - - - - 4-2-3- - - LOADING (psf) _ _ SPACING- 2-0-0 CSI. __ _ _ _ DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO -WB 0.00 Horz(CT) -0.00 - 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 **** 240 Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=112(LC 8) Max Uplift 3=-82(LC 8), 2=-277(LC 8) Max Grav 3=66(LC 1), 2=227(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements specific to the use of this truss component. - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 277 lb uplift at ,,��►�� I �I��', joint 2. �*% 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. �% - - 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��P_. ?ACi E N &- 0, i i LOAD CASE(S) Standard No 84943 1 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 2-4= 20 ?k _ Concentrated Loads (lb)_ Vert: 5=46(F=23, B=23) - - - - - Andrew Johnson PE No.84W MiTek USA, Inc. R Cert 6M4 16623 Sw ngley Ridge Road, Chest afield, MO 63017 1.Date: September 15,2021 WARNING -Verify design parameters and -READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916679 2917434 HJ7 Diagonal Hip Girder 4 - 1 - - - Job Reference (optional) ouuucia nlalauulUe trurt rielUe/, run r1U1UU, rL - 04140, 6.40U S AUg lb ZUZI mi I eK Inaustnes, Inc. 1NeciJep lb 12:38:56 2U21 rage 1 - - - - - ID:g2Bh3yWyTZWScIKWUOTwzbOtF-bQM?Lsi7YLVOv351jyCaaJX8721GsLISxTvdnXydNvD 1-5-0 5-2-9 9-10-1 1-5-0 5-2-9 4-7.8 Scale = 1:21.5 3x4 = - ---- - ---- 2x4 11 --- 5 NAILED NAILED NAILED 3x6 — - -5-2.9 - - - - 9-10-1 - - - 5-2-9 4-7-8 Plate Offsets (X,Y)-- [2:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.42 - Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) -0.04 2-7 >999 240 Weight:41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=213(LC 24) Max Uplift 4=-144(LC 8), 2=-403(LC 8), 6=-158(LC 8) Max Grav 4=136(LC 28), 2m447(LC 1), 6=322(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854/400 BOT CHORD 2-7=-506r/66, 6-7=-506/766 WEBS 3-7=0/267, 3-6=-811/536 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. -any 3)-This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with other live loads. ' �% AN JO NNS; �•,� 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 fit between the bottom ��.� pPE a E ICI S '•.` � �� will chord and any other members. ,� .•'� G 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 4, 403 lb uplift at = No 84943 •�� joint 2 and 158 lb uplift at joint 6. - "NAILED" ` * .� 7) indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 00 '�,[•�°• P Uniform Loads (plf) _ Vert: 1-4=-54, 2-5=-20 �i ` �• 0 R � D.. "* ConcentrateLoads (lb) ,Iit Verta8=46(F=23, B=23) 10=-85(F— 37, B=-48) 13=-36(F— 18, B=-18) !11 All Andrew Johnson PE No.84943 MTekUSA, Inc. R. Ceft6634 16M Svpngley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021_ _ A WARNING= Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916680 __ 2917434 HJ71 Diagonal Hip_ Girder _ 1- - 1 - - - - Job Reference (optional) ouuucia nrarouuice true nGwe/, run nerve, rL- 04a40, 0.40u s Aug 10 zuz r rvn r eK ineusmes, Inc. vvee aep io-tcats:oi zuzl rage 1 - - 1D:g2Bh3ylztyTZWScIKWUOTwzbOtF-3cwNYCjlJedtXDgUHfjp6X3DQS60bsFbA7eAJzydNvC 1-5.0 4.2-3 5-10-1 6-10-5 7-10-12 9.10-1 1-5.0 4-2-3 1-7-14 1-0-4 1-0-7 1-11-4 Scale = 1:23.0 c2 N O _ O - -4x12 2x4 11 - - -- - -- -- - - - - - - - - NAILED NAILED NAILED NAILED - - — - - - 4-2-3 - 5-10-1--- --6-10-5 - 7-1-0-710-12 -- ,---9-10-1- -- - - 4-2-3 1-7-14 1-0-4 1-11.4 Plate Offsets (X,Y)-- f2:0-6-0,0-2-21, [3:0-3-8,0-1-151, [3:1-1-11,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.22 3-7 >525 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC - 0.38 Vert(CT) - -0.38 3-7 >301 240 - BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.12 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.36 3-7 >312 240 Weight: 44lb 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 No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8: 2x4 SP No.3, 3-6: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=213(LC 8) Max Uplift 5=-129(LC 8), 2=-446(LC 8), 6=-186(LC 8) Max Grav 5=153(LC 28), 2=496(LC 1), 6=342(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/63 WEBS 4-7=-253/230 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. -II; Exp C- Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 5, 446 lb uplift at joint 2 and 186 lb uplift at joint 6. 7j n/a 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9)_ In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)_or back 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, 2-8=-20, 3-6— 20 Concentrated Loads (lb) Vert: 8=-78(F= 39, B= 39) 9=46(F=23, B=23) 1 0=-41 (F=-21, B=-21) 12=-78(F=-39, B=-39) No 84943 ib N Aft���, Andrew Johnson PE No.84943 M17ekMk Inc. FL Cert6634 16023 swing_ley Ridge Road, Cheslerfield, MO 63017 Date: September. 15,2021 & WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED -MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916681 2917434 V1 Valley - - - - 1 - 1 - - - - - - --- - - - -- -- Job Reference (optional) uuu , ovww k—, nercc/, run rieice, rL - ovavD, t1.43U s Hug 1 b zuzl MI I eK Inaustnes, Inc. Wea Sep 1b 12:3b:b6 2U21 rage 1 ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-XoUlmYjN4ylk8MFhrNE2fkcXTsUtKlrkPnOksPydNvB - 8-3-8 8-3-8 2x4 I I Scale = 1:22.6 3 n T oa 6 2x4 i 2x4 II 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) Vdefl Ud ----PLATES _ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB - 0.17 Horz(CT) -0.00 4 n/a - n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 30 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 No.3 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. (size) 1=8-2-14, 4=8-2-14, 5=8-2-14 Max Horz 1=187(LC 12) Max Uplift 4=-87(LC 12), 5=-235(LC 12) Max Grav 1=95(LC 1), 4=142(LC 17), 5=385(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-318/127 WEBS 2-5=-304/584 NOTES- 1) Wind: ASCE 7-16; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. . 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-9-1 to 6-9-1, Interior(1) 6-9-1 to 8-1-12 zone; cantilever left and right exposed ;GC for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 - 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ,kill, 3) Gable requires continuous bottom chard bearing..W' J0H',I�� N ♦j 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 live load 20.Opsf the bottom in 3-6-0 by 2-0-0 !- O ♦♦ E N a of on chord all areas where a rectangle tall wide ,� `_ C & Q'; • V will fit between the bottom chord and any other members. �� 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify No 84943 capacity of bearing surface. _ * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 4 and 235 lb uplift at �• joint 5. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Andrew Johnson PE No.84943 Mt7ek U§A, Inc. FL 6d 6634 16M Sxinglq Ridge Road, Chesterfield, MU 63W Date: _ - September 15,2021 A WARNING -_Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Hlghw,tay, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916682 2917434 V2 Valley _ 1 _ 1 - _ _ _ _ _ - Job Reference (optional) ouuuers nrsrOUurce (run rMi-ce/, run rierce, r-L-.54y40, b.4JU S Aug I b ZUZI MI I eK Inausines, Inc. W e0 Sep I b 12:3b:b9 zLizi rage 1 ID:g2Bh3yWyTZW ScIKW UOTwzbOtF-?? 18zuk?rGtbmW gtO4mHBy8j LGrG31 NueR7HOsydNvA 4.0.10 6-3-8 4-0-10 2.2-14 2x4 I I Scale = 1:17.2 3 V o O 5 4 2x4 2x4 II 2x4 = I` rC N _ I- -- - - - - - - -- - - - - - - - LOADING (psf) SPACING- - 2-0-0 _ _ CSI. DEFL. in (loc)- I/defl - Ud - - PLATES.- GRIP_ _ TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 n/a n/a BCDL 10.0 Cade FBC2020[TP12014 Matrix-P Weight: 23Ib 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 No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-2-14, 4=6-2-14, 5=6-2-14 Max Horz 1=137(LC 12) Max Uplift 1=-13(LC 12), 4=-29(LC 12), 5=-185(LC 12) Max Grav 1=99(LC 1), 4=48(LC 17), 5=302(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5— 269/522 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific -to the use of this truss component. - - - 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. * �kJJ1I I llill/,, 5) This truss has-been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide!!W !?NS ,�j� will fit between the bottom chord and any other members. 6) Bearing at joint(s) 4 considers parallel to grain_ value using ANSI/TPI 1 angle_ to grain formula._ Building designer should verify ��, Q�` • • •' • • �•.••�G ENS ••. 0 capacity of bearing surface. ,�� 40 Q': F :? 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 29 lb uplift at joint 4 = N O 84943 •� and 185 lb uplift at joint 5. _ 2 * 8) Gap between inside of top chord bearing and first diagcnal or vertical web shall not exceed 0.500in. Andrew Johnson PE No.34943 MTek USA, Inc. R Ced M 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: _ September 15,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 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, see ANSVTP11 Duality Criteria, DSB-e9 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916683- 2917434 V3 Valley 1 - 1 - - -- Job Reference (optional) v v„vc,v , „o,vvu,vv 1, v, , ,c, vc/, , , , lerce, c - 0.40U 5 MUIJ 16 4OZ I IVu I eK If1UU5ir1e5, Inc. yVed Sep I5 I2:39:00 2021 rage 1 - I D:g2Bh3ylztyTZW ScI KW UOTwzbOtF-UBbW BElecZ?SOgP3yoH W k9hragA9oE21 s5tgwlydNv9 4-3-8 4-3-8 Scale = 1:11.7 2 3 2x4 — 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) _ I/deft-. Ud _ PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-2-14, 3=4-2-14 Max Horz 1=86(LC 12) Max Uplift 1=-53(LC 12), 3=-90(LC 12) Max Grav 1=135(LC 17), 3=146(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-136/264 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this -truss component. - 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3=6-0 tall by-2-0-0 wide fit between ♦��♦� EW J O� Q` N will the bottom chord and an other members. 6) Bearing at joint(s) 3 to ANSIlTPI 1 to formula. Building designer ♦ ,.'• • �.; considers parallel grain value using angle grain should verify 1♦`P���G capacity of bearing surface. % 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 ib uplift at joint 1 and 90 lb uplift at No 84943 joint 3.All �. •<0R10 Andrew Johnson PE N8.64943 MiTek USA, Inc. FL Ced 6634 16023 Swingley Ridge road, Chesterfield, M0 6917 Date: September 15,2021. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII_7473 rev. 5/19/2020 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 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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916684 2917434 V4 Valley 1 1 Job Reference (optional) bunaers tlfst6ource (tort vierce), tort Fierce, tL - 3494b, 8.43U S Aug 15 2U21 MI I eK Industries, Inc. Wed Sep 15 12:39:UU 2021 Vage 1 ID:g2Bh3yWyTZW ScIKW UOTwzbOtF-UBbW BEIecZ?SOgP3pH W k9hwggD4oE21 s5tgwlydNv9 2-3-8 2-3-8 Scale = 1:7.5 5.00 12 2 a 2X4 i 3 - - - - - - I - — - LOADING_(psf) SPACING- 2-0-0 CSI. DEFL. _ in (loc) Well Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 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 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-2-14, 2=2-2-14, 3=2-2-14 Max Horz 1=39(LC 12) Max Uplift 1=-24(LC 12), 2=-48(LC 12) Max Grav 1=61(LC 17), 2=51(LC 17), 3=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible -for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 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. %%IIII I I I 1111J, #��j� 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ���� EW JOti capacity of bearing surface. 7) Provide mechanical connection'(by others) of truss to -bearing plate capable of withstanding 24 Ib uplift at joint 1 and 48 Ib uplift at -'�� �%,Qp` -. • • • • • • --:I-.•��G E N S ••. O �� Q`� • �; F '. 2 — joint 2. i� No 84943 �t Andrew Johnsen PE N6.84W M7ekUSA, Inc. R Celt 6W 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 A WARNING -Verify-design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE. Mll-7473 rev. 5/19/2020 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 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916685 2917434 V6 Valley 1 1 - — - - - Job Reference (optional) ouuucia 1--uwc trurr newer/, ruir rieice, ru - 04V40, 0.43U s mug 10 ZUZ I NII I ex Inauslnes, Inc. vvea Jep l0 7z:J`J�:UI zuz1 rage 1 - — ID:g2Bh3yWyTZWScIKWUOTwzbOtF-yN9uQamGNt7JOgzGWVoIHNE143WFXg6B5IcOSkydNv8 -1-1-0 4-1.0 B-2.0 1-1-0 ' 4-1-0 4-1-0 46 = Scale = 1:22.6 _7 3x6 11 2x4 11 3x6 11 B-2-0 B-2-0 _ N _ LOADING-(psf) SPACING- 2-0-0 CSI. -DEFL. _ -in--(loc)._ Weill _ Ud- PLATES__ GRIP _ TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.G8 HOrz(CT) 0.00 6 n/a n/a - - BCDL 10.0 Code FBC2020/TPI2014 Matrix-R Weight: 361b 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 No.3 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. (size) 8=8-2-0, 6=8-2-0, 7=8-2-0 Max Horz 8=101(LC 11) Max Uplift 8=-249(LC 12), 6=-249(LC 12), 7= 50(LC 12) Max Grav 8=233(LC 17), 6=234(LC 18), 7=259(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-235/55012-3=-124/260, 3-4=-125/284, 4-6=-236/536 WEBS 3-7=-169/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II;-Exp C; Encl., GCpi=0.18; MWFRS-(directional) and C-C Ezterior(2E) zone; cantilever left and right exposed ;C-C-for members and - forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific -the ,��I� to use of this truss component. ,�% EW J0 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦! ...... ♦ �.�• � . �C E N S'•:•0A-�� 6) * This truss has been designed for live load 20.0psf the bottom chord in all a 3-6-0 tall by 2-0-0 ♦♦ Q',' - F '•: v �� a of on areas where rectangle wide will fit between the bottom chord and an other members. y ♦♦ �• No 84943 �; 7) Provide mechanical connection (by others)--of-truss to bearing plate capable of f withstanding 249 lb uplift at joint 8, 2.49 Ib uplift at * �• Joint 6 and 50 lb uplift at joint 7. .,ASS �•�•.: •''�C?�� Andrew Johnson PE No.84943 _ MTekUSA Inc. A.6ft6634 16023 Swingley Ridge Road, Chesletf0d,MO63017 Date: _ September 15,2021 _ WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITE_K_REFERENCE PAGE MII.7473 rev. 5/19/2020 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 MiTek Is always required for stability and to prevent. collapse with possible personal injury and. properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingiey Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1479166B6 6 _ _ _ 2917434 V7 Valley 1 1 - -(optional) Job_ Reference o tional DUIIve15 ril5t000rce trvrl nerve), rvrl tierce, rL-,34a4D, C.43u s Hug 113 ZUe I IVII I eK Ineusmes, Inc. vve0 bep I lz:ijv:uz zuzl rage i - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-QajGbwnu8BFAd_YS4CJ-pamGgTtFG7YKKPMx?AydNv7 2-0.0 4.0-0 2-0-0 2-0-0 3x6 = Scale = 1:7.4 5.00 12 2 - - - - - - 3 - 1 v v d o 2x4 i 2x4_ 0 P �0 -4-0-0 -- - 0-110 3-11-6 Plate Offsets (X,Y)-- [2:0-3-0,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Iec) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 10 lb FT = 20 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-10-13, 3=3-10-13 Max Horz 1=-25(LC 10) Max Uplift 1=-52(LC 12), 3=-52(LC 12) Max Grav 1=92(LC 1), 3=92(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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific - to the use of this truss component. - - - 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 ,%Y JO�j will fit between the bottom chord and any other members. �� ` -. • . • • NS �i P 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1 and 52 lb uplift at ,�� `� •!XG E N S �'.�0 joint 3. ; F • 2 - -- - - -- - � .0 No 84943 Andrew Johnson PE No.84943 MiTek USA, Inc. Fl. Celt6634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 15,2021 _A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 miss systems, see ANSIrrPlt Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916687 2917434 V8 Valley 1 1 Job Reference (optional) Bunciers Hlrstbource (tort I fierce), 1-ort tierce, t-L - 3494b, LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 t$.43U S Aug 10 ZUZI mi I eK urousi 1eS, Inc. vvea bep it) lz:ov:uz zUZI rage I - I D:g2Bh3ylztyTZW Scl KW UOTwzbOtF-Qaj GbwnuBBFAd_YS4CJ_pamEjTp9G6uKKPMx?AydNv7 8.0-0 4-0-0 Scale = 1:14.7 4x6 = 2 3x4 i 2x4 II 3x4 SPACING- _ -2-0-0- - --CSI. --_ Plate Grip DOL 1.25 TC 0.23 Lumber DOL 1.25 BC 0.32 Rep Stress Incr YES WB 0.11 Code FBC2020/TP12014 Matrix-SH 8-0-0 .DEFL.. - in (loc) _ I/defl _ _ Ud - -PLATES GRIP - Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 24 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=7-10-13, 3=7-10-13, 4=7-10-13 Max Horz 1=-63(LC 10) Max Uplift 1=-68(LC 12), 3= 68(LC 12), 4=-138(LC 12) Max Grav 1=111(LC 17), 3=119(LC 18), 4=273(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-182/359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5:Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C'for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying appliedroof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. ,,`-{-----( 5) This truss has been designed fora 10.0 psf bottom chord live load-nonconcurrentwith any other live loads. �04 EW JQti_ 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. .%.`•! �:. 'VS .•��Ci E �/ S' •'• Q 7) Provide of truss to bearing plate capable 68 lb uplift joint 1, 68 lb uplift at joint 3 `�� Q'.•� V' " F •'. �� mechanical connection (by others) of withstanding at �� and 138 lb uplift at joint 4. No 84943 A Andrew Johnson PE No.84943 Milk USA, Inc_R Ced 6634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date_: _ September 15,2021 - _A WARNING_ Verity design parameters and READ NOTES ON THIS AND INCLUDED MI_TEK _REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 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, see ANSUTP11 Duality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 147916688 2917434 V9 Valley 1 t Job Reference (optional) tsuuaers rirsiaource Iron rierce/, rare rleree, rL - 34U40, 0.4J0 S Ally 10 "0 1 "'tl II1u "172 11 1". Y vu OCI 10 1 .00.w cuc 1 raye 1 - - - ID:g2Bh3ylztyTZWScIKWUOTwzbOtF-umHepGnWvUNOF87edwgDMoJNTtBc?agUY35VXdydNv6 1-1-0 4-1-0 8-2-0 1-1-0 4-1-0 4-1-0 - - -- - - - - - - - - - - -- - - -- - Scale = 1:19.9 4x6 = 3 8 3x8 -7- 2x4 11 8-2-0 - - - 820 -- - - of 6 rlate UIISetS (A T1-- t4:GUye V-3-8J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL - - -1.25 BC 0.24 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-R Weight: 33lb 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 No.3 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. (size) 8=8-2-0, 6=8-2-0, 7=8-2-0 Max Horz 8=101(LC 11) Max Uplift 8=-248(LC 12), 6=-248(LC 12), 7=-52(LC 12) Max Grav 8=253(LC 17), 6=257(LC 18), 7=228(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-267/575, 2-3=-199/316, 3-4=-203/338, 4-6=-268/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C-ExteriC or(2E) zone; cantilever left and right exposed ;C-for members and - forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3 BuildingDesigner/ ner/ Project engineer responsible forverif 'n applied roof live load shown covers rain loading requirements specific 9 1 9 P verifying PP 9 q P - J�111111//// ,���- //I _ to the use of this truss component. % EW JQH p` NS 4) Gable requires continuous bottom chord bearing. live loads. %� . • _ • • • '�• G E �V �•: �A-��� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other �� C�� S+ 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. No 84943 10 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb_ uplift at joint 8, 248 lb uplift at * joint 6 and 52 lb uplift at joint 7. • ' Andrew Johnson PE No.84943 1P21Swingley Ridge Road, Chestefield, MO 630.17 Date: September 15,2021 _ WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev. 5/19/2020 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 MiTe_ 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf; MD 20601 Chesterfield, MO 63017 Symbols PLATE LOCATION AND' ORIENTATION 1 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 i and fully embed teeth. i ^T , For 4 x 2 orientation, locate plates 0-'/,s' from outside edge of truss. ' i 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. i I i 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: AN8I/TP11: 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) 1 2 3 TOP CHORDS 0 Ir O U 0- O F- 0 cr O 2 U 0- O I — BOTTOM 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 ]CC -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. i © 2012 MiTek® All Rights Reserved ; MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 �. General Safety Notes Failure to FollowlCould 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 l 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 ANSvrini 1.' 7. Design,assumes trusses will be suitably protected from 'the environment in accord with;ANSI/TPI 1. 8. Unless otherwi§e noted, moisture content of lumber shall not exceed 19 % 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.,Conne6tions 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/rPl 1 Quality Criteria. , 21.The design does not take into account any dynamic or other loads other than those expressly stated.