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TRUSS CRITERIA AND DESIGN LOADS
4iTek' a s:A RE: M11392 MiTek SA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Wynne Dev Corp Project Name: M11392 MCA Lot/Block: Subdivision:��� Address: unknownat ley City: St. Lucie County State: FL tdllcbcba General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load: 37.0 psf door Loaa: NSA psr This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13569660 a 3/22/18 2 T13569661 al 3/22/18 3 T13569662 , a2 3/22/18 4 T13569663 a3 3/22/18 5 T13569664 a4 3/22/18 6 T13569665 a5 3/22/18 7 T13569666 ata 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22/18 10 T13569669 gra 3/22/18 11 T13569670 li 3/22/18 12 T13569671 13 3/22/18 13 T13569672 15 3/22/18 14 T13569673 117 3/22/18 15 T13569674 kj7 3/22/18 the truss drawing(s) referenced above have been prepared by �1VIiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design 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 ANSIlTPI 1, Chapter 2. ,,��111111111��, No 2283910 o 13 STATE OF �4 40 ♦ •.:.. I ♦♦��iS�0NAi1 Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 69M Parke East Blvd: Tampa Fl. 33610 March 22,2018 1 of 1 Finn, Walter Job n Truss Truss Type Qty Ply THEWINDSOR � T13569660 M11392 A HIP 1 1 Job Reference i russ, mo., run news, r� ........ .. ..._. .. __ ._ .-... _.. ..._----• -- ----. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-jR3gUsZbktWXUduXL4V5( 6.10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2.1-2 6 4x8 = 4.00 FIT 2x3 \\ 4 3 25 24 rt�1 21I�1 6 17 16 3x4 = 3x6 = Scale=1:60.5 2x3 I I 3x6 = 4x4 = 4x8 = 24 26 5 6 7 27 8 9 t2 Z: rh n2g10 11 Io 15 14 13 12 6x8 = 3x4 = 3x6 = 3x4 3x5 = 9-0-0 14-11-0 20-2-13 26-0-u so-u-u 9-0-0 5-11-0 5-3-13 5-9-3 9.0-0 Plate Of sets X,Y -- 2:0-0-14,Edge], 4:0-5-4,0-2-0 , 8:0-5-4,0-2-0 10:0-0-6,Ed e LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BOLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BGDL j 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 161 lb FT = 20% LUMB IR- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT C RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS ' III 2x4 SP No.3 REACT NS. (lb/size) 2=433/0-8-0, 15=159610-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15= 1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORC 6. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3= 639/108, 3-4= 396/0, 4-5=-967/776, 5-7= 967/776, 7-8= 454/938, 8-9= 1009/1884, 9-10=-1265/2154 BOT C ' ORD 2-17=0/652, 15-17=0/430, 14-15— 704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS,I 3-17=-372/461, 4-17= 272/451, 4-15=-1087/1002, 5-15= 336/386, 7-14=-766/399, 8-14— 580/997, 8-12— 958/447, 9-12= 358/600, 7-1 5=-1 329/2190 NOTE 1) Unb anced roof live loads have been considered for this design. 2) Wi61� ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; E� C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 30-1 -6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lum er DOL=1.60 plate grip DOL=1.60 3) Pro a adequate drainage to prevent water ponding. 4) This le has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - Th s 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 i''� between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except gt=lb) 2=2 5, 15=1439, 10=799. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® 14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 11111-7473 rev. 10/032015 BEFORE USE. -- ' De 4 gn valid for use only with MITaka connectors. Thus design Is based only Upon parameters shown, and Is for ch7 Individual binding component, not a 1' bu ss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Joing design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is g(ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fat;tication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII GualByCtBeda, DSB.89 and BCSI Bu➢ding Component 6904 Parke East Blvd. Soj btyfnionnoffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 .rob Truss Truss Type Qry i Ply THE WINDSOR � T13569661 M11392 Al SPECIAL 1 1 Job Reference (optional) nn nn.4n nn nnio aonn i L;natllbe ri-0-- Iruss,Inc., ronFierce,t- L 8-6-0 11-0-0 14-9-0 19-8-14 o. i ou s viar „20,o,.,,n us,nes ,nc. „—,.,a, y , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xWep?Q56?zYQiB 24-0-0 27-4-7 35-0-0 3--0-p I�0 0 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 1.0- i I�. Scale=1:61.3 5x6 = 2x3 11 5x6 = 4.00 F12 4 21 5 3x4 _ 6 22 7 2x3 \\ 2x3 3 8 d. 20 23 cb 01 11 11 9 10 tO 6 7x8 MT18HS = 16 6 12 13 3x6 = 3x5 = 5x8 MT18HS = 2.00 12 3x12 10-0-0 14-9-0 24-6-8 35.0-0 10-0-0 4-9-0 9-9-8 10-5-8 Plate O fsets (X Y)-- (2:0-0-2 Edqe] (9:0-1-15 Edge] LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 2441190 BCLL " 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL j 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 155 lb FT = 20% LUMBIER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD W EBS ' � 2x4 SP No.3 REACT ONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCE B. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C 2-3=-3209/2102,3-4=-3006/2024, 4-5=-3022/2080, 5-6= 3022/2080, 6-7=-4643/2994, JORD 7-8=5324/3364, 8-9=-5751/3700 BOTC ORD 2-13=1883/3007,12-13=-1591/2657,11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12= 362/617, 5-12=-269/279, 6-12= 1034/712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 Structural wood sheathing directly applied or 2-7-7 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing, 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=351t eave=5ft; Cat. AEers C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro de adequate drainage to prevent water ponding. 4) All pates are MT20 plates unless otherwise indicated. 5) This Truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` Th 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 f between the bottom chord and any other members. 7) BeaV-ng at joint(s) 9 considers parallel to grain value using ANSI/ TPI 1 angle to grain formula. Building designer should verify cap, b ity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=85, 9=825. Walter P. Finn PE No.22839 LI!Tek USA, Inc. FL Cori 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 0 ARN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. De' a t gn vaild for use only with MITel0 connectors. This design Is based only upon parameters shown, and is for an individual tw.1ding component, not �'= system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is sways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the To ,Ilcatlom storage, delivery, erection and bracing of Trusses and truss systems, socANSUIPIi Aual/Iy Criteria, DSO-69 and SCSI Building Component 6904 Parke East Blvd. So ty►ntomtallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 dob Truss Truss Type Qty Ply THEWINDSOR T13569662 M11392 A2 SPECIAL 1 1 Job Reference (optional) o 4�A nA 41 On1G hAiTelr Industries Inc Thu Mar 22 09:13:07 2018 Pane 1 l.n3mOB �i I fUSS, II1G., rVit riuiue, rL .�. ..... .. �.�..� .. �.. ... �.�� .... �...............I ..._. ..._ ...,. __ _ _.. _._. —_ . _ _� _ ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA 1-0• 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 36-0- •0-i. 8-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 •0- Scale=1:61.3 5x6 = 3x4 = 5x8 = 4.00 F12 4 21 5 22 6 2x3 \\ 2x3 3 7 12 20 23 n � m1 � 10 11 8 7x8 MT18HS = a0 3x4 ::7-6 13 12 3x4 = 5x8 = 3x12 = 3x6 = 2.00 F12 10-0-0 14-9-0 22-0-0 24-6-8 35-0-0 10-0-0 4-9-0 73-0 2-6-8 10-5-8 Plate Offsets (X Y)-- [2:0-0-6 Edge] [6:0-4-0 0-2-3] f 8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BILL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160lb FT=20% LUMBI - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REAC ONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8— 825(LC 12) it FORC S. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=5242/3250, 7-8= 5759/3665 BOT C, ORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12— 1552/2629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-1 0=-1 318/2268, 7-10=-503/530 1) Unb' lanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for men fibers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro Jde adequate drainage to prevent water ponding. 4) Al fates are MT20 plates unless otherwise indicated. 5) Thi ,truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - TN 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 between the bottom chord and any other members. 7) Be � ng at Joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Proil de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=8 5, 8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 22,2018 ® ARNlNG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK AEFERANCE PAGE MlF7473 rev. 10/03/2015 BEFORE USE. Ig7 valid for Use only vAth MITekV connectors. This design Is based only Upon parameters shown, and Is for an Individual building component, not ��' a f is. system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu ding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is tilways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the DSB�9 and BCSI Bu➢ding Component drla, Blvd. SO I ty lnformaaNaq allable from Truss Plate Institute, 2 8 Nam. Lee Street, Suite12, Mexa VA 231 4. Tampa, FL 33610 Sob Truss Truss Type Qty Ply T13569663 M11392 A3 SPECIAL 1 1 �THEWINSOR Job Reference o tional I russ, Inc., t-on coerce, I-r. 2 Plate TCLL TCDL BCLL BCDL LUMB TOP C BOT C WEBS TOP C BOT C W EBSI, 3x5 = 4.00 12 3x4 4x6 4 3 21 14 2X3 I I 5x6 = 5 13 5X6 = o. iov ocoal 11 cv io rvu,cn x7i2Sv1 HDXFw7ve3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzYQi9 4-6-8 2-9-15 4x5 = 6 5x6 7 5x6 8 11 12 7x8 MT18HS = 4X8 2.00 12 Scale = 1:62.3 3x12 Zz 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 8-6-0 6-3-0 5-3-0 4.6-8 10-5-8 is (X Y)-- [2:0-1-6 Edge] [3:0-3-0 Edge] (8:0-3-0 0-3-0] [9:0-1-15 Edge) (PSI) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT)' -0.9711-20 >432 180 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 160 lb FT = 20% BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-4=-3256/2031, 4-5= 2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 2-14=-1817/3048,13-14=-1817/3048,12-13=-1258/2274,11-12=-2935/5103, 9-11=-3302/5445 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12= 2727/1643, 7-11— 1072/1939, 8-11= 390/391 Structural wood sheathing directly applied or 2-6-15 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-12 1) Unb'�.lanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=5ft; Cat. I% E''p C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for mert�bers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Thisjlitruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Th s 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 i between the bottom chord and any other members. 7) Bea Ing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify cap, i6iity of bearing surface. 8) Pro, lde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=8 5. 9=825. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A ARNl VG -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M!I-74rt rev. 10/03/2015 BEFORE USE-' gn valid fot use only with MITeMD connectors. This design is based only upon parameters shown, and is for an Individual building component, not a f[ system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b1cling Is always design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek+ systems, CAa2231417BIta, DS8�9 and SCSI Bulld(ng Component Blvd. SO tylnformallona oellloble from Tiruss Plate Inastitutte, 2 8 N. Lee Street, ae 312, Aeexandria, Tampa, FL 33610 dob II Truss Truss Type city Ply THEWINDSOR T13569664 M11392 �A4 SPECIAL 1 1 Job Reference (optional) Chambe s Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:09 2018 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-bCILKEc6o61 zzFClawal HR12naXQHF54VyeliJzYQie 1,0• 8-6-0 14-9-0 17-0-0 8-0-0 24-6-8 27-4-7 35-0-0 6-0- 0- 8-6-0 6-3-0 2-3 0 0-0 6-6-8 2-9-15 7-7-9 0- I' Scale = 1:62.3 i 4.00 12 5x6 = 4x6 = 2x3 11 6 7 5 Sxs zzz 3x6 4x6 3x4 � 8 4 9 2x3 % N 3 10 23 24 2 13 O 1112N n 14 7x8 MT18HS'- 0 16 15 3x12 = 2x3 11 3x5 = 5x8 = 3x12 = 2.00 F12 8.6-0 14-9-0 16-0-0 24-6-8 35-0-0 8-6-0 6-3-0 3-3.0 6-6-8 10-5-8 Plate O sets (X Y)-- [2:0-1-6 Edge] [9.0-3-0 Edge] (11.0-1-15 Edge] LOADH I (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -1.05 13 >400 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 172lb FT=20% LUMB �- BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT C 2x4 SPM 30 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS�JORD 2x4 SP No.3 WEBS 1 Row at micipt 8-14 REACT ONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-175(LC t 0) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCd'§. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CI ORD 2-3= 3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10= 5361/3228,10-11= 5716/3480 BOT C ORD 2-16= 1776/3045, 15-16=4776/3045, 14-15=-111712168, 13-14=-2920/5154, 11-13= 3232/5441 W EBS3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=163/427, 6-14=-309/604, 6-15= 315/409, 8-14=-3146/1901, 8-13_ 1034/1946, 10-13=-343/333 1) Unbalanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=3511; eave=5fh Cat. II; E p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for menIipIers and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) ProV de adequate drainage to prevent water pending. 4) All pates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - Th s 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 Iii between the bottom chord and any other members. 7) Beating at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify cap ,city of bearing surface. B) Pro l jde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=8 5.11=825. Walter P. Finn PE No,22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' a gn valld for use only with Milekb connectors. This design Is based only upon parameters shown, and is for an Individual building component not ss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Iding Indicated is to buckling Individual truss only. Additional temporary and bracing MiTek° bu Is always design. Bracing prevent of web and/or chord members permanent required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fal iIcotion, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Quality Ci fella, DSO-89 and BCSI Buildhig Component 6904 Parke East Blvd. So 16ty Intomratlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job lit Truss Truss Type Qty Ply THEWINDSOR T13569665 M11392 A5 SPECIAL 16 1 Job Reference (optional) TCLL TCDL BCLL BCDL TOP C BOT C WEBS TOP C, BOT C WEBS SI russ, mc•, t-OR Fierce, rL ,.,, , .. ,,, -_ . _.. - -- -- ' - - I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_tBom_Dkc01 FmzYQi7 8-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 36-0•Q 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 0-0 Scale = 1:60.3 4.00 12 6x8 II 6 2x3 I 22 5 23 2x3 I I 3x6 % 5x6 W B 3x4 % 4 7 8 2x3 3 9 21 24 12 10 11 N n 26 7x10 MT18HS = IV? 25 0 14 13 2x3 I 5x10 = 3x12 = 3x5 = 2.00 12 8-6-0 14-9-0 24-6-8 35-0-0 8-6-0 6-3-0 9-9-8 10.5-8 sets (X Y)-- [2:0-1-6 Edge] [8:0-3-0 Edge] [10:0-1-15 Edge] G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 2441190 0.0 Rep Stress Incr YES WB 0.74 HOrzi 0.36 10 n/a n/a 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT = 20% BRACING- D 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. D 2x4 SP M 30 WEBS 1 Row at midpt 6-12 2x4 SP No.3 `Except` 6-12: 2x4 SP M 30 2x4 SP No.3 3. (lb/size) 2=134910-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10= 5732/3689 D 2-14=-1865/3040, 13-14=-1865/3040, 12-13=1223/2137, 10-12= 3431/5459 3-14=01303, 3-13— 861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 1) Unbalanced roof live loads have been considered for this design. 2) Win,y: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=5ft Cat. II; EX C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 tc 2-6-0, Interici 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21U0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pates are MT20 plates unless otherwise indicated. 4) This ',russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Th ' 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 t between the bottom chord and any other members, with BCD = 10.Opsf. 6) Bea 1ng at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap city of bearing surface. 7) Prop de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=1b) 2=825, 10=825, Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®' ARN/NG -Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. De' gn vaild for use only W(th MITe'c0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a i M system.Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is 4q{ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatyficailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/lPlf Gual9yCdferlo, DSB-89 and BCSI BuIldli Component 6904 Parke East Blvd. sofety Infomtatbruvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ajexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply i T13569666 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) , ru55, Inc., ran r,erce, rL �.i.w ,v,m i �.. i.. i.u, �,. ���....,,.��..., �..... ........... ........... __... ... _. ID:_kfiGCA6bx7j2Sy1 ZFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOlOH61FeNyG7rnCzYQi6 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 -0-0 it 4.00 12 4x4 = 6 2x3 II 25 26 27 28 2x3 II 3x6 % 5 7 3x6 Zzz 3x4 % 4 8 3x4 3 9 24 1 O 17 16 15 30 31 14 t3 12 2x3 II 4x6 =' 3x8 = 2x3 II 3x6 _ 3x8 = 4x6 = 26-8-0 29 Scale=1:59.5 10 11 1O jo 3x6 = '' 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 Plate Ol(Isets (X Y)-- [2:0-0-2 Edge] [10:0-0-2 Edge] LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL ! 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166lb FT=0% LUMBE BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT C', ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACT ONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2= 179(LC 10) Max Uplift 2=-775(LC 12), 10= 775(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C I ORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7= 2801/1739, 7-9=-2807/1637, 9-10= 3404/1963 BOT CFIORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14= 1739/3188, 10-12= 1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES i 1) Unbalanced roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=6ft; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0 D zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100. lb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This ;6' ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Thip" 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 fill between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= ,5, 10=775. Walter P. Finn PE No.12839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®� AAN/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valld for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tr system. Before use, the bullding designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall bul ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MOW Is a Ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa 'nation, storage, delivery, erection and bracing of trusses and Truss systems, seeANSWif CualRyCdledo, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Sa ty InfomlaBolfavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 dob Truss Truss Type Qty Ply THEWINDSOR T13569667 M11392 B COMMON 2 1 Job Reference (optional) i russ, Inc., rori Fierce, rL . ,.— .. — - ,.,, , — ,,, , ,,., .... - - - I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?n_UyFf_41 PYgixtG28ku4wc?ohoUiFW BwtPJezYQi5 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 3Q 8-3-5 5-8-11 3.6-0 3-6-0 5-8-11 8-3-5 16-0- -0-0 Scale = 1:59.3 4.00 12 3x6 6 2x3 II 2x3 11 5 7 3x6 3x6 3x4 4 8 3x4 3 9 24 25 nt 10 11I� r� 6 o 17 16 15 14 13 12 2x3 I I 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 8-3.5 14-0.0 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Of sets X Y -- 2:0-2-6,Ed e , 6:0-3-O,Ed e , 10:0-2-6,Ed e LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in 'or) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP C l ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT Cf ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS j 2x4 SP No.3 REACT DNS, All bearings 0-8-0, (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2= 371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCE S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C I ORD 2-3=-945/572, 5-6=-181/256, 6-7= 181/258, 9-10=-945/574 BOT C ORD 2-17=-407/878, 15-17= 407/878, 12-14= 393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15= 819/591, 5-15= 277/325, 7-14=-277/326, 9-14— 819/592, 9-12— 5/301 1) Unbjanced roof live loads have been considered for this design. 2) Win `I ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=701t L=35ft; eave=5ft; Cat. II; E>ip C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0II0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This::russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` Thi- 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 I�i� between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provjde mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® Y%ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Imo'[Ing 11 Valid for use only with MilekQ) connectors. This design Is based only upon parameters shown, and Is for a7 Individual building component, not .. system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall but design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing damage. For the MiTek"Is ays tat required for stability and to prevent collapse with possible personal Injury and property general guidance regarding Ication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/lpll GualByCrlleft DSB•89 and SCSI Butld/ng Component 6904 Parke East Blvd. San ity Infonnaflattavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T73569668 M11392 BHA BOSTON HIP 1 1 Job Reference optional) 11 nn1 a RAM L, In,1„efrino Inn Th.. Aar 22 09:1'3.1'a onln pane 1 Chambe I russ, mc., rarr rlerce, rL �. i w o ,v�a� c.. �.. ,.,, , n �.......�..,.,, �..... ........-. __ __.. _.. _ __ . _ . _._ . ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kDB9gQacyr5zYQi4 15-6-0 21-6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 23-0-0 35-0.0 6.0• 1.0-0 7.0-0 2-6-0 2-0-0 2-0-0 -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 Scale=1:62.4 4.00 FIT 4x4 = 57 15 58 17 56 12 59 3x6 55 9 20 54 g 60 22 3x6 5x12 %53 4 6 x6 = 3x4 2461 5x12 26 3 11 16 19 1 2 627 jjj 63 14 52 r i 2 28 29j� N 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-0-0 14-0-0 21.0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets X,Y -- 32:0-3-8,0-3-0 LOADI (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 208 lb FT = 0% LUMBE!; - BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-3-13 oc purlins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-565(LC 8), 33=-1269(LC 8), 32= 1017(LC 8), 28- 434(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C DRD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514, 10-11=-436/514, 11-13_ 436/514, 13-16=-436/514, 16-18=-436/514, 18-19= 436/514, 19-21=-382/412, 21-23= 382/412, 23-25= 382/412, 25-27= 387/418 BOT C ORD 2-35= 939/1572, 33-35= 909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33- 810/782, 19-32= 772/745, 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 1) Unbalanced roof live loads have been considered for this design. 2) Winc�;�ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Ex C. Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Prove a adequate drainage to prevent water ponding. 4) All pl kes are 2x3 MT20 unless otherwise indicated. 5) This I Cuss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - Thf I 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 fi (between the bottom chord and any other members. 7) Prov �e mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint) 3, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Grap 1ca1 puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Han Pr ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-04 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb dowt and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 25-1 -4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb do Nn at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb do n at 19-1 -4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom cord. The esign/selection of such connection device(s) is the responsibility of others. 10) In t p LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. ' De LA�RNING 4n veld for use only with MITekO cohneclots. This design Is based only upon Poldrneters shown, and Is for on Individual building component, not a Ir, bull system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T Mi Aek• Is cl ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tab So6irintormaflonavallable Icatiom storage, delivery, erection and bracing of Trusses and truss systems, seeANSW11 Gua/HyCrBerla, DSB-89 and BCS! Building Component from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply SOR T13569668 M11392 BHA BOSTON HIP 1 1 �THEWIN Job Reference (optional) i russ, inc., [-on HIM% FL D. IOU s Mal 1 1 LV I o Iv11 I wN II luuoLl ICJ, Illu. I f lu IY1.1 . L,.uu� < ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzYQi3 LOAD CSE(S) Standard 1) Dead if Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) j Vert: 36-39— 20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29= 54 Conc( ntrated Loads (lb) Vert: 35=-373(F) 30_ 23(F) 42= 23(F) 43=-23(F) 44=-23(F) 45= 23(F) 46= 23(F) 47— 23(F) 48= 23(F) 49— 23(F) 50= 23(F) 51=-23(F) 52=-169(F) 53=-118(F) j 54=-118(F) 55=-118(F) 56=-118(F) 57-118(F) 58=-118(F) 59=-118(F) 60— 118(F) 61=-118(F) 62= 118(F) 63=118(F) ®' ARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. De gn VGId for use only wtrh MITekrJ connectors. lFvs design Is based DrSy upon parameters shown, and Is far an individual building component riot a t ss system. Before use, the building designer must verify the appllcablliy of design parameters and properly Incorporate this design into the overall buI ing design. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always required for stabllfty and To prevenT collapse wtlh possitNe personal Infury and property damage. for general guidance regarding the GA gl rBerfa, DS8 89 and SCSI Building Component Blvd. Tampa, So lY fn/oRnalbmvallable from Truss PlaTe Inns Iltugte, 218 N. Lee STreeT, 5 Te 312, Al a of 4 FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference (optional) TCLL TCDL BCLL BCDL' LUMBE TOP Cl BOT CI W EBSI TOP BOT i Fuss, mc., run r,erce, rL 7-0-0 7-11-0 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRW.iY_m?eChzGytu53wzzYQi2 -5-2 28-0-0 35-0-0 36-i 6-2 6-6-14 7-0-0 -0-0' Scale = 1:60.3 5x8 MT18HS = 4.00 12 3x5 II 3x6 = 4x8 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N t` 8 9 N 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 I 3x6 = 5x12 = 3x4 = 4x6 = 2x3 13x5 = 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 sets (X Y)-- [3:0-5-4 0-2-8] [6:0-3-8 0-2-0] [7:0-5-4 0-2-4] [13:0-2-0 0-3-0] G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.94 Veri 0.30 10-21 >792 240 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a 10.0 Code FB02017fTP12014 Matti Weight: 153lb FT=20% BRACING- D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. 2x4 SP No.3 `Except` WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 S. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Harz 2= 78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3= 1534f729, 3-4= 1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8— 2978/2565 D 2-15=-586/1423, 13-15=596/1464,12-13= 1710/1946,10-12=-2359/2830, 8-10=-2329/2789 3-15=-159/733, 3-13=-2917/1869, 4-13= 848/801, 6-13� 3504/3050, 6-12= 430/666, 7-12=-940f/31, 7-1 O= 489/690 1) Unbi lanced roof live loads have been considered for this design. 2) WinASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov de adequate drainage to prevent water ponding. 4) All pates are MT20 plates unless otherwise indicated. 5) This Erss 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 i� between the bottom chord and any other members. 7) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint13 and 1159 lb uplift at joint 8. 8) Ha • er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0 I , 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 7 55 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4; 90 lb down and 155 lb up at 19- 17 -4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203, J down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 Ito do I and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17- 12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 Ib; up at 23-11-4, and 63 Ib down and 3 Ib up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The des bn/selection of such connection device(s) is the responsibility of others. 9) In lit 'le LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 22,2018 ® ARN/NG - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mff-7473 rev, 1010312015 BEFORE USE. ' IN I a bu Is < fa U�lgn vaild for use only with MiTekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not iss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design into the overall rang design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing tways required for delivery,and bracing of Plate Institute, 28 trusses an truss 3 systems, s Alexandria, A 2� �� B-89 and BCSI Bugding Component . c b storage,ry, erection MiTek` 6904 Park East Blvd. Job I Truss Truss Type Qty Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference o tional Truss, Inc., Fort Pierce, FL "" JU 5 Ivitir 1 1 LU 1 o Ivll 1 ell muu5U 1e5, mu. 1 I lu Ivldl cc ue. I o. I o cv 1 o rage c I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRW iY_m?eChzGytu53wzzYQi2 LOAD C' SE(S) Standard 1) Dead I Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) r L Vert: 1-3=-54, 3-7=-54, 7-9= 54, 16-19=-20 Conc' trated Loads (lb) Vert: 3=-147(B) 7= 147(B) 15=-452(B) 13=-40(B) 4= 90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24= 90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37= 40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41= 40(B) ® ARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. ' De I gn vaild for use only with MlTeiti9 cohnectors. This desigh fs based only upoh pdrameters shown, and Is fw ah Indfvidud! txliiding component, hot a t �Iss system. Before use, the building designer must verify the appllcabllity of design parameters and property Incorporate this design Into the overall bu ding design. Bracing Indicated is to prevent buckling of Indlvlduai truss web and/or chord members only. Additional temporary and permanent bracing T M! Is (ways required for stability and To prevent collapse with possible personal InJury and property damage, for general guidance regarding the lek° fa 'IcaTion, storage, delivery, erection and bracing of Trusses and truss systems, seeAMS 11 GDa1wCrBerla, DSB-09 and BCSI Buading Component 6904 Parke East BNd. Sal„ ty!nlormallomvallable from Truss PIaTe Institute, 216 N. Lee SireeT, Sulie 312, Alexandtla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR T13569670 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) s i russ, inc., rort rrerce, rL I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX "QMfcaHhsWi n7hAfSxBhRW iYAk?oOhCgytu53wzzYQi2 -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = LOAD[ ' G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMB BRACING - TOP C ORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD � REAC 'IONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2= 140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORC4,p. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = O% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Winn: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=6ft; Cat. II; bip C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shoi� n; Lumber DOL=1.60 plate grip DOL=1.60 2) This is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - Th s 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 t between the bottom chord and any other members. 4) Ref, t to girder(s) for truss to truss connections. 5) Pro lde mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A IWARN/NG -Verity design parameters and READ NOTES ON TNlS AND INCLUDED MrrEK REFERANCE PAGE M111f-7473 rev. 10/03/20f5 BEFORE USE. f� vaild for use only with hAiTek®cohnectors. This design Is based only upOh parametets shown, and {s fa an Indlvloual buading component, nai a system. Before use, The building designer must verity the appllcabalty of design parameters and properly Incorporate this design Into the overall b ding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��' MiTek' is Iways required for stability and to prevent collapse with possitNe personal Injury and property damage. For general guidance regarding the fa�?ricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUlP/I CualByCrBeda, DSB-09 and BCS/ BuUd/ng Component ScEfefr fnlormofbrpvailable from Truss Plate Ins0lute, 216 N. Lee Street, SulTe 312, Nexand la. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 glob � Truss Truss Type Qty Ply T13569671 M11392 J3 MONO TRUSS 8 1 �TIIEWINDSOR Job Reference (optional) i russ, Inc., ron Tierce, rL- ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiV8FvzJJEeVuCg3w5LNP6_Qf466YrcSPzYQi1 1.0-0 3-0-0 1-0-0 3-0-0 3x4 = LOAD[ G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPf2014 Matrix -MP TOP BOT R 1) W II; 2) Thi 3)'T will 4) Re' 5) Prc 2a 2x4 SP No.3 2x4 SP No.3 (Ib/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3_ 54(LC 12), 2= 147(LC 12), 4= 4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft L=35ft; eave=6ft; Cat. p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for hers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Eruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. to girder(s) for truss to truss connections. tle mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 14 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® 1 ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ml1--7473 rev. 10/03MIS BEFORE USE. ' De �`gn valid for use only with lviiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a f system. Before use, the building designer must verity The appllcabllty of design parameters and properly Incorporate this design into the overall Jing bu design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek" Is 9�tI mays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the erection6904 ���� D58-09 and BCSI BuOd/ng Component Parke East Blvd. So(ofylnformalloriavo lable from Truss Plate Institute, 2 8 Nam. Lee Street, Suit 312, AlexaAlexandria VA 22314. Tampa, FL 33610 9 Job Truss Truss Type Qty Ply �THEWINDSOR T13569672 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambe 's Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-MknN?zj7vZl gwTpg2cjvb7dNcpKF96KFLCaA_szYQiO 1-0.0 5-0-0 1-0-0 5-0-0 3x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL I 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP TOP CHORD 2x4 SP No.3 BOT C I� ORD 2x4 SP No.3 REAC'f'II11ONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCRIS. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; E� C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' Th 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 willbetween the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Pro% a mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint . and 9 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®� ARNING - Verity desfgn parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. f0/03/20f5 BEFORE USE. Design valid for use only wllh }SlTetr®conneciots. this desfgn fs based only upon parameters shown, cnd Is for ah 6`3dlviduG betiding ca'nponsnt, not �� system. Before use, the building designer must verify the appllcabllily of design parameters and properly Incorporate ih&design Into the overall ding design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Addillonal temporary and permanent bracing MOWOways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The }Ication, storage, delivery, erection and bracing of trusses and truss systems, seeAN,^I/IP1I CUa1flyCrBeda, DSB-89 and BCSI BuQdfng Component 6904 Parke East Blvd. so. Ufolmallorravallablefiom Truss Plate Institute, 218 N. Lee Street, SulTe 312, A exandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THEWINDSOR • T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) I ra55, rnC., rUR rlerGe, rL 3x4 = .-. — ..— __ __.. _�_ . ID:_kfiGCA6bx7j2Sy1 HDXFwKX 7ye3-MknN?zj7vZ1 gwTpg2cjvb7dRbp0696KFLCaA_szYQiO LOADI "G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP TOP BOT 1) yt II; 2) This 3) ' Th will 1 4) Refg 5) Pro% joint 2x4 SP M 30 2X4SPM30 (Ib/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Harz 2=161(LC 12) Max Uplift 3— 153(LC 12), 2= 211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4°=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. If ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=6ft; Cat. p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for bets and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 (russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. > 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 t between the bottom chord and any other members. to girder(s) for truss to truss connections. de mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 Ito uplift at and 12 lb uplift at joint 4. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A; WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 10/0=015 BEFORE USE. -- ° DeVgn vdid for use only with MlTekt9 connectors. This design Is based only upon parameters shown, and is for an Individual buading component, not a t lrss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bri ding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is [ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa flcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSlf1Pll QualifyCdeda, DSO-09 and SCSI BUgdIng Component 6904 Parke East Blvd. S i fylnformaflonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 M11392 Ply KJ7 I MONO TRUSS . 14 I 1 T13569674 It Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:18 , I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-gxLl Dlj Igt9hYdOl cJE88LAgbCnNuW qF 1-5.0 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 3x4 = 3x4 - Scale=1:20.6 6-8-12 3-1-5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38lb FT=0% LUMB 'R- BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT C ',i ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBSI'l 2x4 SP No.3 REACT IONS. (Ib/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Harz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2= 262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-838/366 BOT �HORD 2-7--4 87/798, 6-7=-487/798 WEB I 3-7=0/307.3-6=-920/561 1) Wi & ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; ° C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Thi ltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Tt s 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 t between the bottom chord and any other members. 4) Ref r to girder(s) for truss to truss connections. 5) Pro' ide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at join 2 and 238 lb uplift at joint 5. 6) In III ie LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ICASE(S) Standard 1) De tl + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uni orm Loads (plf) Vert: 1-2=-54 idal ds (pli Tr fezoVert: 2a0(FP27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=1 0)-to-5=-49(F=-1 5, B= 15) Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE ' ign valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not I uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall individual truss members only. Additional temporary and permanent bracing MiTek' ding design. Bracing Indicated Is to prevent buckling of web and/or chord (ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. f9bricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPI► Quality Wei DSB-89 and BCSI Buffi Component Tampa, FL 33610 Solely Mforma/lonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y 1 /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer, For truss themselves N Q WEBS C 4 wide spacing, individual lateral braces may require bracing, or alternative Tor I Ocp 1 q p CLI bracing should be considered. = a �'� 3. Never exceed the design loading shown and never inadequately braced trusses. stack materials on a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� 3 cs� cs 6 BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-1114' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT 7. Design assumes trusses will be suitably protected from "Plate location detatis available in MrTek20/20 CHORDSAND WESSARE IDENTIFIED BYEND JOINT the environment In accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS , 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10, Camber Is a non-structural consideration and is the width measured perpendicular 4 X 4 ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at �rll output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g y 14. Bottom chords require lateral bracing10spacing, or less, if no ceiling is installed, unless otherwise e noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIIIIIIIIIIIIIN � 18. Use of green or heated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards., ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. _ __BwLdlnQ _COmporlent S.afetyInformation - -- �BC�I:_ -- -- _— f NX 20, Design assumes manufacture in accordance with Guide to Good Practice or an In Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015