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HomeMy WebLinkAbout17-0549 000-000-000- L • ` -' .ri , .. j:. • try t ' • .. .� l � -�,. 4 '^, 1045 Twin View Blvd. t . Redding, CA 96003 } (530) 244-6335 r ullE Coin - ING. ®IVIS'® 1'. (530) 244-1890 fax, ��11� P10V TRUSS ENGINEERING PACKAGE t ICCRESEARCH REPORT NO. ESR - 1311 & ESR -1988' IN STRICT ACCORDANCE WITH U.B.0 l-B.C,1:R.C., C.B.C: ANSI NATIONAL STANDARDS, LATEST • ,'_ h r E .REVISION , INSPECTED BY: ;. ' ' ' ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC.. MITEK USA INC.. Quality Systems Management / National Testing. # 250 K.LUG CI.R P.O. Box 3426 Corona, CA 92880 ' Gillette, WY 82717-3426 `' (951) 245-9525 , Office & Fax (307) 685-633i.(95,1) 273'0040:f ax, " JOB NAME •Lr6wn Residence'! • - JOB # 171.008 ti ` • k' A LOCATION: Coroville - g$t CUSTOMER: t • John Starr f T ` _ f MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951=245-9525 Re: 171008 john stair residence I The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision. based on the parameters provided by Meeks Building Center. 1 _ Pages or sheets covered by this seal: K3623365 thru K3623433 'My license renewaVdate for the state of California is September 30, 2018. 'r 9�)OESSIO/v tu��io IM ZHgO Fyc� 4 C 70068 EXP. 9-30-2018 sT9P IVII F A ugust 31,2017 Zhao, Xiaoming IMPORTANT, NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on refe.-enced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. SuitabilityW truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. .A 'k ,4t Job Truss Truss Type Qty Plyjohn Starr residence Udefl ' Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 K3623365 171008 AID CALIFORNIA SUPPORTED 1 1 MT20 220/195 _ Lumber DOL 1.15 BC 0.25 Vert(CT) -0.00 Job Reference optional nreexs wnruer, feuautg r1-6-0, 8-2-12 12-7-4 "I_,_o 8-2-12 4-4-8 6.0111 s Aug 11 2U1 / MI I ek Industries, Inc. Thu Aug 31 11:50:52 2017 Page 1 8pftQclvS??axwtEzlnUds-xA144k5uXdspLt3Zfs5UKhg9BOZY9ox51 tOwApyiLOH 33x4-12 40-0-0 1 19-5-2 3x6 = 5x8 = 12 1314 7115 7zT6 17 7.1879 19 20 217A 22 23 oe 2577 26 27 7-!;$ 29 31 6-7-4 Scale = 1:74.5 3x6 II i II i 36 3x6 = 67 - 66 65 64 63 62 61 60 59 56 57 56 55 54 53 52 51 50 49 48 47 46 45 . 44 43 42 41 40 39 3837 3x6 = 3x10 = LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl ' Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.00 30 n/r 120 MT20 220/195 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.00 30 n/r 120 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.05 38 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -S Weight: 320 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btf G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF No. 1&Btr G BOT CHORD OTHERS 2X4 OF No. 1&Blr G REACTIONS. All bearings 40-0-0. . (lb) - Max Horz 2=203(LC 43) Max Uplift All uplift 100 Ib or less at joint(s) 53, 54, 55, 56, 60, 61, 63, 64, 65, 66, 67, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40, 62 except 37=-391 (LC 45), 2=-1153(LC 44), 57=-176(LC 39), 58=-492(LC 43), 59=-234(LC 39), 42=-128(LC 43), 41=-136(LC 45), 39=-115(LC 45), 38=-429(LC 44) Max Grav All reactions 250 Ib or less at joint(s) 53, 54, 55, 56, 57, 60, 61, 63, 64, 65, 66, 67, 51, 50, 49, 48, 47, 46, 45, 44, 43, 41, 40, 39, 62 except 37=410(LC 42), 2=1197(LC 43), 58=487(LC 28), 59=280(LC 40), 42=260(LC 71), 38=491(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/2450, 3-4=-2386/2313, 4-5=-2295/2223, 5-6=-2206/2134, 6-7=-2117/2044, 7 -8=-2026/1958,8-9=-1959/1904,9-10=-1938/1888,10-11=-1850/1846, 11 -12= -1674/1720,12-14=-1434/1543,14-15=-1382/1490,15-16=1308/1417, 16-17=-1235/1344, 17-18=-1162/1270, 18-19=-1088/1197, 19-20=-999/1114; 20-21=-933/1041, 21-22=-859/968, 22-23='-779/894, 23-25=-713/821, 25-26=-639/748, 26-27=-566/674, 27-28=-493/601, 28-29=-417/528, 29-31=-296/404, 31-32=-299/383, 34-35=-261/264, 36-37=-501/488 BOT CHORD 2-67=-2106/2129, 66-67=-2007/2024, 65-66=-1934/1951, 64-65=-1861/1877, 63 -64= -1787/1804,62-63=-1714/1731,61-62=-1658/1675,60-61=-1641/1657, 59 -60= -1567/1584,58-59=-1494/1511,57-58=-1406/1410,56-57=-1332/1337, 55-56=-1259/1263, 54-55=-1186/1190, 53-54=-1112/1117, 51-53=-1039/1043, 50-51=-956/961, 49-50=-883/888, 48-49=-810/814, 47-48=-736/741, 46-47=-663/668, 45 -46= -590/594,44 -45=-516/521,43-44=-443/448,42-43=-370/374,41-42=-304/298 Structural wood sheathing directly applied or 4-3-1 oc purlins, except end verticals. Rigid ceiling directly applied or 4-7-14 oc bracing. WEBS 12-58=-461/521, 11-59=-254/307, 34-38=-362/419, 35-37=-766/773 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -1-6-0 to 2-6-0, Exterior(2) 2-6-0 to 13-3-7, Corner(3) 12-11-9 to 36-9-0, Exterior(2) 36-9-0 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 Q�pFESSIO& rC ZHgo 70068o *\--5:1/ / /* '-Auqust 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ll building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lwlyl is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp�ITQi'k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence K3623365 171008 AID CALIFORNIA SUPPORTED 1 1 Jab Reference (optional r meeks lumber, reddinc 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:54 2017 Page 2 I D:OoLxOT8pftOclvS??axwtEzmUds-tZQgV Q793E6 WaB DxnG8yQ6tnVggEOdiRN UBtl FiyiLOF NOTES - 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' 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 wiJ fit between the bottom chord and any other members. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 53, 54, 55, 56, 60, 61, 63, 64, 65, 66, 67, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40, 62 except Qt=1b) 37=391, 2=1153, 57=176, 58=492, 59=234, 42=128, 41=136, 39=115, 38=429. 14) This truss has been designed for a total drag load of 2200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0, 0-0-0 to 40-0-0 for 27.5 plf. 15) Hariger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 219 Ib down and 218 Ib up at 12-11-9, 136 Ib down and 149 Ib up at 16-0-0, 126 Ib down and 119 Ib up at 18-0-0, 133 Ib down and 103 Ib up at 20-0-0,134 Ib down and 88 Ib up at 22-0-0, 134 Ib down and 88 Ib up at 24-0-0, 133 Ib down and 103 Ib up at 26-0-0, 126 Ib down and 119 Ib up at 28-0-0, and 136 Ib down and 149 Ib up at 30-0-0, and 218 Ib down and 219 Ib up at 33-1-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balancedy. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-12=-60,-2-13=-60, 12-29=-60, 29-30=-60, 29-36=-60, 2-37=-20 Concentrated Loads (Ib) Vert: 12=-129 1=-70 20=-70 23=-70 27=-74 29=-129 73=-74 75=-70 76=-70 77=-70 1. • 1 ®WARNING - Verify design Faramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall A 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 M ITe IC fabrication, storage, delivery, ejection and bracing of trusses and truss systems, see .ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute, 218 N. Lee -Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 i't Job Truss Truss Type Qty Ply john slarr residence LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP K3623366 171008 A2 CALIFORNIA 1 1 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.44 11-12 >862 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) meeks lumber, redding 8.010 s Aug It 2017 MiTek Industries. Inc. Thu Aug 31 11:50:57 2017 Page 1 ID:OoLxOT8pffOclvS??axvAEzinUds-186z7R91 M9U5RfxWSPhf110w41 CKgtNgA96hrl yiLOC 1-6-0 8-2.12 15-5-13 15 1 -7 - 23-0-0 30-0-9 3 - 3 35-4-6 40-0-0 - 0 8-2-12 7-3-1 0.5-9 7-0-9 7-0-9 0-5- 4-10-3 4-7-10 5x8 \\ finny 2x4 11 5x8 = Scale = 1:72.0 1. 14 __ 13 ,... 12 11 3x6 2x4 II 5x8 = 5xB = 4x4 = 4x6 = 8-2-12 15-5-13 f 23-0-0 30-6-3 40-0-0 } 1 8-2-12 7-3-1 7-6--3 7-6-3 9-5-13 Plate Offsets (X,Y)-- 14:0-3-8,Edge1. [7:0-4-0,0-1-71,113:0-4-0,0-3-01, fl4:0-4-0 0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL' 1.15 TC 0.70 Vert(LL) -0.14 11-12 >999 240 MT20 220/195 10) BCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.44 11-12 >862 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=302/0-5-8,15=1765/0-5-8, 11=1250/Mechanical Max Horz 2=217(LC 13) Max Uplift 2=-133(LC 54), 15=-249(LC 14), 11=-182(LC 14) Max Grav 2=348(LC 31), 15=2170(LC 31), 11=1574(LC 65) FORCES. (lb) - Max. Comp./Max..Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-110/368, 3-4=-1284/312, 4-6=-1738/450, 6-7=-1738/450, 7-9=-1597/381 BOT CHORD 2-15=-304/81, 14-15=-250/70, 13-14=-177/1165, 12-13=-238/1421, 11-12=-234/1101 WEBS 3-15=-1966/461, 3-14=-214/1490,4-14=-589/186,4-13=-141/887, 6-13=-843/211, 7-13=-77/502, 9-12=-20/613, 9-11=-1590/335 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 15-11-7, Exterior(2) 15-7-9 to 35-5-10, Interior(1) 35-5-10 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FESS/Co)Nq 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 ZH4 C�G1 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �QQ �, M 2 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to for truss to truss = 2 girder(s) connections. U 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) C 70068 2=133,15=249,11=182. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum EXP. 9.30-2018f sheetrock be applied directly to the bottom chord. * 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 107 Ib up at 15-7-9, 91 Ib down 55 Ib 18-0-0, 111 Ib down rs (- and up at and 69 Ib up at 20-0-0, 101 Ib down and 69 Ib up a. 22-0-0, 101 Ib down and 69 Ib up at 24-0-0, 111 Ib down and 69 lb up at 26-0-0, and 91 Ib down and 55 lb up at 28-0-0, and 220 Ib down and 107 Ib -OF up at 30-4-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job .Truss QtyPly john Starr residence rTisType A2 IFORNIA meeKS lumber, fettaing - - LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 477=-60, 7-8=-60, 7-10=-60, 11-16=-20 • K3623366 1 1 Job Reference (optional) 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:57 2017 Page 2 ID:OoLxOT8pftQdvS??axwtEzmuds-186z7R91 M9U5RfxWSPhf110wt 1 C KglNgA96hrl yiLOC ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with tAiTek® 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 i•�` builcling design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTpi'k' is al ays 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Plate Offsets (X.Y)-- 14:0-3-12,0-3-01,(5:0-4-0 0-1-71 [8:0-4-0.0-1-71, 111:Edge,0-1-121,115:0-4-0 0-3-01 john Starr residence LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. ]Ply PLATES GRIP K3623367 171008 A3 CALIFORNIA 1 1 1Plate Lumber DOL .15 BC 0.52 Vert(CT) -0.46 16-17 >818 180 10) TCDL 10.0 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) meeks lumber, redoing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:00 2017 Page 1 ID:OoLxOT8pftQclvS??axwtEzmUds-ijn5inTBwe4lgl6g57XFN(NOTbFC71 MfGt7KLSLyiLO9 1-6 8-2-12 13-1-0 18-1-13 1 7 7 23-0-0 27-4.9 27 1 -3 34-0-6 40-0-0 1 6-0 8-2-12 4-10-4 5-0-13 0-5-9 4-4-9 4 4-9 0-5- 6-2.3 5-t1-10 M d1 Scale = 1:72.0 6.00 12 5x8 = - 2x4 II 95x8 = 3x6 6x12 = 4x4 = 5x8 = 4x4 = 4X6 = 2.5X5 II 8-2-12 18-1-13 23-0-0 27-10-3 4-0-6 40 0 0 8-2-12 9-11-1 4-10-3 4-10-3 6-2-3 5-11-10 Plate Offsets (X.Y)-- 14:0-3-12,0-3-01,(5:0-4-0 0-1-71 [8:0-4-0.0-1-71, 111:Edge,0-1-121,115:0-4-0 0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Grip DOL 1.15 TC 0.48 Vert(LL) -0.21 16-17 >999 240 MT20 220/195 1Plate Lumber DOL .15 BC 0.52 Vert(CT) -0.46 16-17 >818 180 10) TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -AS Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 4-17, 5-16, 7-15, 8-15, 8-14.10-14 REACTIONS. (Ib/size) 2=308/0-5-8, 17=1829/0-5-8, 12=1300/Mechanical Max Horz 2=243(LC 13) Max Uplift 2=-100(LC 54), 17=-315(LC 14), 12=-226(LC 14) Max Grav 2=316(LC 19), 17=2372(LC 31), 12=1738(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. TOP CHORD 2-3=-114/372, 3-4=-80/308, 4-5=-1436/389, 5-7=-1372/480, 7-8=-1372/480, 8-10=-1674/447, 10-11=-16891353,11-12=-1680/330 BOT CHORD 2-17=-2611102,16-17=-183/93i, 15-16=-217/1253, 14-15=-255/1377, 13-14=-260/1410 WEBS 3-17=-636/190, 4-17=-1848/389, 4-16=-63/650, 5-16=-306/133, 5-15=-120/484, 7-15=-554/175, 8-15=-159/255, 8-14=-63/332,10-13=-602/184, 11-13=-249/1532 NOTES- - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 18-7-7, Exterior(2) 18-3-9 to 33-0-7, Interior(1) 33-0-7 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) , 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 �oESS10&4 ZH C�c will fit between the bottom chord and any other members, with BCDL = 10.Opsf. !` N1 q y 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for truss to truss Z�Oe 2 girder(s) connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=lb) U C 70068 ;0 17=315,12=226. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and %' gypsum 9-30-2018 sheetrock be applied directly to the bottom chord. * 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 126 Ib up at 18-3-9, 71 Ib down and 59 Ib up at 20-0-0, 127 Ib down and 107 Ib up at 22-0-0, 127 Ib down and 107 Ib up at 24-0-0, and 71 Ib down and 59 Ib up at 26-0-0, and 71 Ib down and 126 Ib up at 27-8-7 on top chord. The design/selection of such connection A`�F device(s) is the respons'.bilily of others. Auqust 31,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111-7473re, 10/03/2015 BEFORE USE. Design valid for use only will, MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type . Qty Ply john start residence r K3623367 171008 A3 CALIFORNIA 1 1 meeks lumber, redding.- t LOAD CASE(S) Standard 1) Dead + Snow (balanced;: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-60, 5-8=-60, 8-9=-60, 8-11=-60, 12-18=-20 Concentrated Loads (lb) Vert: 25=-60 31=-60 t s- t Job Reference (optional) 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:00 2017 Page 2 ID:OoLxOT8pftQclvS??axwlEzmUds-ijn5mTBwe4ig16g57XFNfNOTbFC71 M(Gl7KLSLyiL09 1 ®WARNING -Verity desigrrparamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •' a truss system. Before use, We building designer must verify the applicability of design parameters and properly incorporate this design into the overall � � Lao' design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' M iTe k• + ' is aways 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 ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle ? - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 f ` •r • t r ®WARNING -Verity desigrrparamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •' a truss system. Before use, We building designer must verify the applicability of design parameters and properly incorporate this design into the overall � � Lao' design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' M iTe k• + ' is aways 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 ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle ? - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 fA Job - 8-2-12 Truss Type Qty Ply john Starr residence T'T'-,u 32-8-6 40-0-0 Rigid ceiling directly applied. 8-2-12 6-2-4 K3623368 171008 CALIFORNIA 2 1 5) Provide adequate drainage to prevent water ponding. Max Uplift 2=-91 (LC 54), 16=-337(LC 14), 11=-259(LC 14) 114:0-4-0,0-3-01 [15:0-4-0.0-3-01 LOADING (psf) Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:02 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEznlUds-e5vsB9DAAi7OYQgUFyHrko5nF2xyVDbZKRpSX EyiL07 rt$ -0, 8-2-12 14-5-0 20-9-13 21r3r7 24-8-9 2�2r3 32-8$ 40-0-0 1-6-0 8-2-12 6-2-4 6-'t 0-5-9 3-5-2 0-5-9 7-6-3 7-3-10 Scale = 1:71.7 5x8 = 6.00 Fl2 - NAILED 8 5x8 6 lb 15 - 14 -- 13 -- 12 11 3x6 2.5x5 II 5x8 = 5x8 = 3x10 = 3x10 = 4x4 II = LUMBER- 8-2-12 14-5-0 TOP CHORD 20-9-13 25-2-3 BOT CHORD 32-8-6 40-0-0 Rigid ceiling directly applied. 8-2-12 6-2-4 1 Row at midpt 5-14, 7-13, 9-13 6-4-13 4-4-5 1 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs 7-3-10 Plate Offsets (X.Y)-- 15:0-4-0.0-1-71.[7:0-3-0.0-2-81.110:0-3-0.0-1-81.111:Edge.0-3-81.112:0-3-8.0-1-81 5) Provide adequate drainage to prevent water ponding. Max Uplift 2=-91 (LC 54), 16=-337(LC 14), 11=-259(LC 14) 114:0-4-0,0-3-01 [15:0-4-0.0-3-01 LOADING (psf) ZH !V �1 J y FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for truss TOP CHORD 2-3=120/380, 3-4=-1518/312, 4-5=-1699/432, 5-7=-1485/487, 7-9=-1843/472, U C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (Jt=lb) 9-10=-1975/385,10-11=-1761/342 16=337,11=259. TCLL 20.0 SPACING- 2-0-0 WEBS CSI. 12) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 August 31,2017 TC 0.60 Vert(LL) -0.09 12-13 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.29 16-19 >345 180 10) TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.04. 11 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 233 Ib FT = 20% LUMBER- BRACING - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G WEBS 1 Row at midpt 5-14, 7-13, 9-13 REACTIONS. (Ib/size) 2=309/0-5-8, 16=1924/0-5-8, 11=1417/Mechanical 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs Max Horz 2=269(LC 53) 5) Provide adequate drainage to prevent water ponding. Max Uplift 2=-91 (LC 54), 16=-337(LC 14), 11=-259(LC 14) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�OFESSIOl/yq Max Grav 2=319(LC 19), 16=2462(LC 31), 11=1830(LC 31) ZH !V �1 J y FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for truss TOP CHORD 2-3=120/380, 3-4=-1518/312, 4-5=-1699/432, 5-7=-1485/487, 7-9=-1843/472, U C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (Jt=lb) 9-10=-1975/385,10-11=-1761/342 16=337,11=259. BOT CHORD 2-16=-273/80, 15-16=-273/80, 14-15=-219/1268, 13-14=-235/1400, 12-13=-278/1676 9.30-2018 WEBS 3-16=-2268/465, 3-15=-274/1715, 4-15=-872/221, 4-14=-98/348, 5-13=-67/350, 12) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 7-13=-70/311, 9-13=-417/148,9-12=-543/183,10-12=-254/1748 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 21-3-7, Exteri6r(2) 20-11-9 to 25-2-3 Interior(1) 30-4-7 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�OFESSIOl/yq 7) ' 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 ZH !V �1 J y will chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to for truss ��OQ i girder(s) truss to connections. U C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (Jt=lb) 16=337,11=259. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum 9.30-2018 sheetrock be applied directly to the bottom chord. * 12) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 Ib down and 40 Ib up at 22-0-12, and 64 Ib down and 42 Ib up at 24-0-12, and 252 Ib down and 243 Ib up at 25-2-3 on top chord. The design/selection of ALF such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). August 31,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Sol 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 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIITPIl quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 S A Qty Ply .john start residence K3623368 2 1 t. Job ReferenceOptional)- 8.010 s Aug 11 2017 MiTek Industries. Inc. Thu Aug 31 11:51:02 2017 Page 2 ID:OoLxOTBpftQclvS??axwtEzmUds-e5vsB9DAAi7OYQgUFyHrko5nF2xyV DbZKRpSX EyiL07 1 f r I Job Truss Truss Type 1 e r t 171008 A4, CALIFORNIA meeks lumber, redding LOAD CASE(S) Standard ,. 1) Dead + Snow (balanced,: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-60, 5-7=-60, 7-8=-60, 7-10=-60,11-17=-20 Concentrated Loads (lb) Vert: 5=-44(B) 7=-164 25=-55 27=-60 1 • ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �e Design valid for use only with MiTek® connectors. This design is based only. upon parameters shown, and is for an individual building component, not ��y�• a fuss system. Before use, :he building designer must verify the applicability of design parameters and properly incorporate this design into the overall �-�•YY bu Iding 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 ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avaitab'e from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 e r t ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �e Design valid for use only with MiTek® connectors. This design is based only. upon parameters shown, and is for an individual building component, not ��y�• a fuss system. Before use, :he building designer must verify the applicability of design parameters and properly incorporate this design into the overall �-�•YY bu Iding 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 ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avaitab'e from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t1 Job Truss Truss Type Qty Ply john starr residence BOT CHORD 2X4 DF No.1 &Btr G TCLL 20.0 SPACING- 2-0-0 CSI. K3623369 171008 A5 PIGGYBACK BASE 10 1 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.09 11-12 >999 240 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:04 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzlnUds-aU I cbrEQiJN6nj_sMNJJpDA9Ssdrz9NsnllYb7yiLO5 . -1-6-0, 8-2-12 13-9-3 19-3-11 26-8-5 33-4-3 40-0-0 X1-6-0 6.2-12 5-6-7 5-6-7 7-4-10 6-7-13 6-7-13 6.00 12. 6x8 = 5x8 = 21 22 23 24 6 Scale = 1:70.8 3x6 2x4 II 4X6 = 5X8 = 6x12 = 4x6 = 2.5x5 II = 8-2-1213-9-3 19-3-11 �6-8-5 33-4-3 40-0-0 6-2-12 5-6-7 5-6-7 7-4-10 6-7-13 6-7-13 LOADING (psf) TOP CHORD 2X4 DF No.1 &Btr G `Except' 5-6: 2X6 DF No.1 G BOT CHORD 2X4 DF No.1 &Btr G TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/fiefl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.09 11-12 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.28 14-17 >347 180 10) BCLL 0.0 TCLL 10.0 Rep Stress Incr .YES WB 0.48 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 232 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1 &Btr G `Except' 5-6: 2X6 DF No.1 G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No.t&Btr G REACTIONS. (Ib/size) 2=330/0-5-8, 14=1709/0-5-8, 9=1240/Mechanical Max Horz 2=250(LC 13) Max Uplift 2=-89(LC 14), 14=-209(LC 14), 9=-159(LC 14) Max Grav 2=342(LC 33), 14=2186(LC 31), 9=1628(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-12, 5-11, 6-11, 7-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-98/333, 3-4=-1209/262, 4-5=-1323/339, 5-6=-1191/367, 6-7=-1485/351, 7-8=1639/291, 8-9=-1562/272 BOT CHORD 12-13=-165/1012, 11-12=-156/1122, 10-11=-204/1359 WEBS 3-14=-19861380, 3-13=-188/1334,4-13=-732/165,4-12=0/366, 5-11=-57/312, 7-11=-250/106, 7-10=-485/148, 8-10=-179/1426 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 2-6-0, Interior(1) 2-6-0 to 19-3-11, Exterior(2) 19-3-11 to 32-4-3, Interior(1) 32-4-3 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (jt=1b) 14=209,9=159. 11) This truss design requires_ that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. Q'pFESSIO& O �M ZHq14 � C 70068 /�10 *\ l / J /* August 31,2017 ®WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-74 73 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 1�.• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe'R• 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, seeANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available -rom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r Job Truss Truss Type Qty Plyjohn Starr residence I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K3623370 171008 46 Piggyback Base 8 1 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 Job Reference (optional) meeks lumber, redoing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:06 2017 Page 1 I D:OoLxOT8pftOclvS??axwiEzlnUds-XS8NO WGhEwdp018F UoLnveGTvgl RR3MBF3nfg?yiLO3 7-3-11 14-8-5 - 21-4-3 1 28-0-0 7.3-11 7-4-10 6-7-13 - 6-7-13 Scale = '1:49.6 5x8 0 d 6x8 = 5x8 = 6.00 F1 —2 2 12 13 14 15 16 3 10 9 8 1 6 2.5x5 II 4x4 = 5x8 = 3x10 = 4x4 11 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (Io) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Verl(LL) -0.09 8-9 >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.34 Vert(CT) -0.23 8-9 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -AS Weight: 160 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2X4 DF No.1 &Btr G 'Except' 2-3: 2X6 DF No.t G BOT CHORD 2X4 DF No..1 &Btr G WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 10=1108/0-5-8,6=1108/0-5-8 Max Horz 10=-206(LC 12) Max Uplift 10=-142(LC 14), 6=-139(LC 14) Max Grav 10=1369(LC 30), 6=1461(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly app:ied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1180/255, 2-3=1210/312, 3-4=-1523/307, 4-5=-2054/294, 1-10=-1302/266, 5-6=-1391J236 BOT CHORD 8-9=-97/9.12, 7-8=-211/1726, 6-7=-62/264 WEBS 2-9=-343/164, 2-8=-94/410, 3-8=0/254, 4-8=-6171128,1-9=-162/976, 5-7=-156/1484 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-3-11, Exterior(2) 7-3-11 to 18-11-4, Interior(1) 18-11-4 to 27-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 botton chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction d 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=142,6=139. 9) This truss design require> that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and %" gypsum sheetrock be applied directly to the bottom chord. Q�pFESSIONq� ��0 �M ZHAO `4:1, C 70068 * �9-30X18 August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. � Design valid for use only wilt MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not om�a�y�1 a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing incicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stabili:y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver), erection and bracing of trusses and truss systems, see ANSIRPIl Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 lip Job Truss Type Qty Ply john starr residence I ]Truss WEBS TCLL 20.0 SPACING- 2-0-0 K3623371 171008 A6D PIGGYBACK BASE 1 1 PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.10 Job Reference (optional) meeks lumber, reading 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:08 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-TFG7RCI xmYtXGLHebDOF_3LpPT_nvxERiNGmkuyiL01 t 7-3-11 14-8-5 21-4-3 28-0-0 -7311 7410 6713 6713 i Scale = 1:49.6 6x8 = 5x8 = 6.00 12 2 12 13 14 15 16 3 5x8 0 d ab 20 Ia 10 a d 1 6 3x6 II 4x6 = 5x8 = 5x8 = 8x16 II 7-3-11 l 14-8-5 21-4-3 i I 8-0-0 7-3-11 7-4-10 6-7-13 6-7-13 0 C6 ob LOADING (psf) TOP CHORD 2X4 DF No.1&Btr G 'Except' 2-3: 2X6 DF No.1 G BOT CHORD 2X4 DF No.1&Btf G WEBS TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.10 8-9 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.24 8-9 >999 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -AS Weight: 160 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G 'Except' 2-3: 2X6 DF No.1 G BOT CHORD 2X4 DF No.1&Btf G WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 10=1108/0-5-8,6=1108/0-5-8 Max Horz 10=-206(LC 40) Max Uplift 10=-1380(LC 43), 6=-1891(LC 44) Max Grav 10=1986(LC 60), 6=2359(LC 57) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-8, 1-9, 5-7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1947/1499, 2-3=-1545/1038, 3-4=-2944/2376, 4-5=-3947/3178, 1-10=-1930/1470, 5-6=-2424/1976 BOT CHORD 9-10=-131411380,8-9=-1469/1901, 7-8=-1695/2387, 6-7=-1087/1170 WEBS 2-9=-775/788, 2-8=-914/1118, 3-8=-341/507, 4-8=-747/593, 4-7=-449/537, 1-9=1407/1880, 5-7=-2696/3314 NOTES - 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=28111; eave=4h; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-3-11, Exterior(2) 7,3-11 to 18-11-4, Interior(1) 18-11-4 to 27-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 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, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 10=1380,6=1891. 9) This truss has been designed for a total drag load of 4800 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-0-0, 0-0-0 to 28-0-0 for 85.7 plf. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. Q�ypFESS/0 ZHA0 �4, m C 70068 EXP. 9-30-2018 CIVIL F CAUFp� August 31,2017 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with hliTekO 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 Sol 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, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available .-rom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty. Ply john Starr residence k • t _ K362:3372 1710081 47 Piggyback Base 1 1 5x819 1 ' • Job Reference (option./) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries. Inc.. Thu Aug 31 11:51:09 2017 Page 1 r ID:ooLxOT8pftQclvS??axwlEzmUds-xRgVfYIZXr?OtVsg9wvUWHu_9tK8eQ6bx10JGKyiLL•0 i 7-3-11 14-8-5 21-4-3 28-0-0 , 7-3-11 7-4-10 - 6-7-13 , - 6-7-13 t • + - Scale = 1:49.6 _ 6x8 = -. r 5x8 = , I 6 00 12 2 12 13 14 15 16 3 - - ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��y�• a truss system. Before use,thebuilding designer must verify the applicability of design parameters and property incorporate this design into the overall Ma , building design. Bracing indicated is to prevent buckling of individual truss web andfor 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/TPI11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availa�le from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Corona, CA 92880 . 11 5x8 17 18t4X4 r .f e . o 5x819 1 ' 20 5 l I¢ 70 9 211 8 7- 6 2.5x5 II + 4x4 = 5x8 = 3110 = 4x4 I I 7-3-11' 14-8-5 + 21-0-3 28-0-0 1, 7-3-11 7-4-10 6-7-13 6-7-13 Plate Offsets (X.Y)-- fl:E•Jge,0-1-121. f2:0-4-12,0-2-41, f3:0-4-0,0-1-151, f5:Edge,0-1-121. f6:Edge,0-3-81. f7:0-3-8.0-1-81. f8:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.15 TC 0.62 Vert(LL) 8-9 >999 240 MT20 220/195. (Roof Snow=20.0) Lumber DOL 1.15 BC 0.34 ,-0.09 Vert(CT) -0.23 8-9 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.04 6 n/a n/a BCLL 1 0.0 Code IBC2015/TPI2014 Matrix -AS Weight' 160 Ib FT = 20% BCDL 10.0 LUMBER- BRACING- I {� t TOP CHORD 2X4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. - 2-3: 2X6 DF No.1.G BOT CHORD Rigid ceiling directly applied. BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No.1&Blr G i REACTIONS. (Ib/size) 10=1108/0-5-8, 6=1108/0-5-8 Max Horz 10=-206(LC 12)' f Max Uplift 10=-142(LC 14), 6=-139(LC 14) t Max Grav 10=1369(LC 30), 6=1461(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ` ' TOP CHORD 1-2=-1180/255; 2-3=-1210/312, 3-4=-1523/307, 4-5=-2054/294, 1-10=-1302/266, 15-6=-1391 /236 BOT CHORD 8-9=-97/942, 7-8=-211/1726, 6-7=-62/264 fWEBS 2-9=-343/164, 2-8=-94/410, 3-8=0/254, 4-8=-617/128, 1-9=-162/976, 5-7=-156/1484 t NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.6psf; h=25ft; B=45ft; L=28ft; eave=oft; Cat. E Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 7-3-11, Exterior(2) 7-3-11 to 1. r 18-1.1-4, Interior(1) 18-1'-4 to 27-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 • 3) Unbalanced snow toads have been considered for this design. 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, with BCDL = 10.Opsf. -SS10N 7) A plate rating reduction of 20% has been applied for the green lumber members. �pF . OQ ZH ,F AO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) � �M 2Z 10=142,6=139. - 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum V m C 70068 sheetrock be applied directly to the bottom chord. J ;)a 9-30- t a 0 \F ` August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��y�• a truss system. Before use,thebuilding designer must verify the applicability of design parameters and property incorporate this design into the overall Ma , building design. Bracing indicated is to prevent buckling of individual truss web andfor 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/TPI11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availa�le from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - - Corona, CA 92880 Job Truss Truss Type Qty Ply john start residence Plate Offsets (X.Y)-- 13:0-3-12,0-3-01.[5:0-5-4,0-3-41,16:0-3-0,0-2-81, [9:Edge0-1-121 [13:0-4-0.0-3-01,114:0-4-0.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. K3623373 171008 A8 California 1 1 Vert(LL) -0.08 13-14 -999 240 MT20 220/195 BCDL 10) 10.0 Lumber DOL 1.15 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:12 2017 Page 1 ID:OoLxOT8pftQclVS??axwtEzmUds-MOWeHaLRpmNzkybPg2SB8vVY54Mbrogld E styiL?z 8-2-12 14.1-6 20-0-0 22-0-12 27-4-9 271Q-3 34-0-6 40-0-0 8-2-12 5-10-10 5-10-10 2.0-12 5-3-13 0-5-9 6-2-3 5-11-10 Scale = 1:71.1 5x8 = 6.00 F12 NAILED 4 SvA = 5x8 J 15 14 31 13 32 33 12 34 11 10 3x6 2x4 II 5x8 = 5x8 = 3x10 = 4x6 = 2.5x5 II = NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ' II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 20-0-0, Exterior(2) 20-0-0 to 31-4-9, Interior(1) 31-4-9 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 15=264,10=189. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. 11) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 56 Ib up at 22-0-12, and 123 Ib down and 108 Ib up at 24-0-12, and 49 Ib down and 32 Ib up at 26-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q�pf ESSIO/Vgl ZH40 Fyc�m C 70068 EXP. 9-30-2018 fenCIVIL ��P FOF CAl\,� Auaust 31.2017 r.nntin—ri nn n— 9 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web anchor 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 8-2-12 14-1-6 22-0-12 27-10-3 34-0-6 40-0 0 1 8-2-12 '5-10-10 7-11-6 1 + 5.9-7 6-2-3 5-11.10 Plate Offsets (X.Y)-- 13:0-3-12,0-3-01.[5:0-5-4,0-3-41,16:0-3-0,0-2-81, [9:Edge0-1-121 [13:0-4-0.0-3-01,114:0-4-0.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.08 13-14 -999 240 MT20 220/195 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.31 15-18 >319 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code ISC2015rrPI2014 Matrix -AS Weight: 235 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 5-13, 5-12, 8-12 REACTIONS. (Ib/size) 1=185/0-5-8,15=1819/0-5-8, 10=1275/Mechanical Max Horz 1=247(LC 13) Max Uplift 1=-48(LC 57), 15=-264(LC 14), 10=-189(LC 14) Max Grav 1=200(LC 18), 15=1877(LC 61), 10=1628(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-108/396, 2-3=-990/262, 3-4=-1169/357, 4-5=-1331/439, 5-6=-1226/394, 6-8=-1507/372, 8-9=-1569/278, 9-10=-1570/301 BOT CHORD 1-15=-333/87, 14-15=-333/87, 13-14=-143/887, 12-13=-204/1201, 11-12=231/1301 WEBS 2-15=-1697/407, 2-14=-214/1229, 3-14=-568/198, 3-13=-23/363, 4-13=-245/934, 5-13=-918/308, 6-12=-20/254, 8-11=-541/169, 9-11=-216/1408 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. ' II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 20-0-0, Exterior(2) 20-0-0 to 31-4-9, Interior(1) 31-4-9 to 39-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 15=264,10=189. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum sheetrock be applied directly to the bottom chord. 11) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 56 Ib up at 22-0-12, and 123 Ib down and 108 Ib up at 24-0-12, and 49 Ib down and 32 Ib up at 26-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Q�pf ESSIO/Vgl ZH40 Fyc�m C 70068 EXP. 9-30-2018 fenCIVIL ��P FOF CAl\,� Auaust 31.2017 r.nntin—ri nn n— 9 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web anchor 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 L t K3623373 Job Reference optional) Job Truss Truss Type Qty Ply john Starr residence i 171008 A8 California 1 1 t meeks lumber, redding LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 6-9=-60, 10-16=-20 Concentrated Loads (lb) Vert: 5=-41 23=-1 25=-22 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:12 2017 Page 2 I D:OoLxOT8pftQclvS??axwtEzmUds-MO WeHaLRpmNzkybPg2SB8vVY54 Mbrog t d_E_sfyiL? z ®WARNING -Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 rev. 1010312015 BEFORE USE. Design valid for use only witn MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, :he building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing incicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MITe'K• is always required for stabil y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver), erection and bracing of trusses and truss systems, see ANSIITPlI Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 •1 e i ®WARNING -Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 rev. 1010312015 BEFORE USE. Design valid for use only witn MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, :he building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing incicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MITe'K• is always required for stabil y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver), erection and bracing of trusses and truss systems, see ANSIITPlI Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence 443-12 5-9-7 9-5-13 Plate Offsets (X,Y)-- f6:0-4-0.0-1-71,112:0-4-0,0-3-01.114:0-4-0.0-3-41 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 K3623374 171008 A9 California 1 1 (Roof Snow=2 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.20 13-14 >999 240 MT20 220/195 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:14 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-IPdOiFMiLOdh_GlnyTV(DKbugu_AJiFK5lk4xYyiL?x i 5-10-7 I 11-8-15 17-7-6 22-4-2 27-7-15 2a-1 9 32.11-12 37-7-6 5-10-7 5-10-7 5-10-7 4.8.12 5-3-13 0-5-9 4-10-3 4-7-10 3x6 5x8 = 19 4 20 21 Scale = 1:68.5 30 15 14 31 32 13 33 12 34 11 35 36 10 06 = 5x8 = 3x10 = 5x8 = 4x4 = 3x10 = NOTES - 8-9-11 17-7-622-4-2 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ff; eave=5ft; Cat. 37-7-6 Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 17-7-6, Exterior(2) 17-7-6 to 8-9-11 8-9-11 443-12 5-9-7 9-5-13 Plate Offsets (X,Y)-- f6:0-4-0.0-1-71,112:0-4-0,0-3-01.114:0-4-0.0-3-41 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.20 13-14 >999 240 MT20 220/195 Q, 8) Refer to girder(s) for truss to truss connections. 9) Provide truss Lumber DOL 1.15 BC 0.54 Vert(CT) -0.49 13-14 >913 180 � TCDL BCLL 10)0.0 1 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.11 10 n/a n/a 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 140 Ib up at BCDL 10.0 Code ISC2015ITP12014 Matrix -AS F 0� 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Weight: 227 Ib FT = 20% LUMBER- August 31,2017 BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&BIT G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 3-13, 5-13, 2-15, 8-10 REACTIONS. (Ib/size) 15=1525/Mechanical, 10=1554/Mechanical Max Horz 15=241 (LC 13) Max Uplift 15=-217(LC 14), 10=-236(LC 14) Max Grav 15=1544(LC 35), 10=1867(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-283/93, 2-3=-2186/467, 3-4=-1759/468, 4-5=-1794/482, 5-6=-1971/526, 6-8=-1910/425, 1-15=-262/117 BOT CHORD 14-15=-375/1975, 13-14=-337/1910, 12-13=-381/2040, 11-12=-306/1690, 10-11=-280/1343 WEBS 3-14=-33/282, 3-13=-534/183, 4-13=-280/1255, 5-13=-954/278, 5-12=-469/131, 6-12=-121/652, 8-11=-37/632, 2-15=-2068/371, 8-10=-2012/407 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ff; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 17-7-6, Exterior(2) 17-7-6 to 21-4-8, Interior(1) 22-4-2 to 37-5-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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, with BCDL = 10.Opsf. 7) A rating reduction 20% been for the lumber itl:)FESS/0&4 -Z M ZHAFC 2 plate of has applied green members. Q, 8) Refer to girder(s) for truss to truss connections. 9) Provide truss i 2m mechanical connection (by others) of to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) J C 70068 15=217,10=236. � 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 9-3 8 11) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 140 Ib up at 23-8-2, and 96 Ib down and 69 Ib up at 25-8-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. F 0� 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t • Qty Ply john Starr residence - K36�3374 Job Reference (optional) 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:15 2017 PagE 2 I D:OolxOT8pftQclvS??axwlEzmUds-mbBmvbNK6h1YbQK_WBOumY7301 KP29V FJyTeTyiL .w 4 f r , a • r } � r y , r: • t { Job Truss Truss Type 171008 A9 California 1 meeks lumber, redding LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 6-9=-60, 10-15=-20 Concentrated Loads (lb) ' Vert: 21=-1 22=-73 1 f r - 4 • r t l r ®WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for"use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall i•�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - 'MITe I(• is a;ways 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job - Truss Truss Type Qty Ply john slam residence 21-4-8, Interior(1) 25-0-2 to 37-5-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry K3623375• 171008 A10D GABLE 1 1 = 2 adequate prevent water ponding. J C 70068 6) All plates are MT20 plates unless otherwise indicated. ;a 7) All plates are 2x4 MT20 unless otherwise indicated. Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:28 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-eZr'?2XprSFrCTBEyFpgsMdhwNLHrXrvY WSafKCyiLOf 5.10-7 11-8-15 17-7-6 25-0-2 30-3-15 3 - 9 37-7-6 5-10-7 5-10-7 5-10-7 7-4-12 5-3-13 0-5- 6-9-13 3x6 e1� Scale = 1:66.4 5x8 = 6x8 = 4x4 = 6x8 = 5x8 = 4x4 = 4x6 = 17-7-6 25-0-230-9-9 37-7-6 8-4-1 9-3-5 7-4-12 5-9-7 6-9-13 Plate Offsets (X,Y)-- [5:0-5-4,0-3-4j, [6:0-3-0,Edge], [8:0-6-4,0-2-8), [12:0-4-0,0-3-4], [15:0-3-0,0-2-0], [17:0-0-6,0-2-4), (24:0-2-0,0-0-1],130:0-1-13,0-1-01, [31:0-1-3,0-1-0], 132:0-1-9,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC .0.82 Vert(LL) -0.26 12-13 >999 240 MT20 220/195 (Roof Snow=2 0) 1 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.58 12-13 >773 180 M18SHS 220/195 Rep Stress Incr YES WB 0.64 Horz(CT) 0.12 9 n/a n/a BCLL 0.0 Code IBC2015rTP12014 Matrix -AS Weight: 264 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G WEBS 1 Row at midpt 3-12, 5-12, 2-14 OTHERS 2X4 DF No.1 &Btr G JOINTS 1 Brace at Jt(s): 15, 16, 17' REACTIONS. (Ib/size) 14=1505/Mechanical, 9=1529/0-5-8 Max Horz 14=238(LC 41) Max Uplift 14=-1445(LC 43), 9=1275(LC 44) Max Grav 14=2369(LC 56), 9=2223(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=805/745, 2-3=-3067/1769, 3-4=-2332/1330, 4-5=-2217/1153, 5-6=-1579/740, 6-8=1796/1134, 1-14=-271/129, 8-9=-1629/1059 BOT CHORD 13-14=-1932/3112, 12-13=-1383/2550, 11-12=-925/2371, 10-11=-963/2060, 9-10=-606/1028 WEBS 2-13=-366/460, 3-13=-342/556, 3-12=-657/367, 4-12=-368/1187, 5-12=-1154/752, 5-11=-520/476, 11-15=-560/927, 6-15=-561/927, 10-16=-558/509, 6-16=-565/517, 2-14=-3488/2337, 10-17=-1136/1741, 8-17=-1077/1649, 5-15=-1219/791, 15-16=-1203/783,16-17=-1219/799.9-17=-1115/733 , NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 17-7-6, Exterior(2) 17-7-6 to 21-4-8, Interior(1) 25-0-2 to 37-5-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ESS10Nq Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 Q9,pf ZHgp F.yc 4) Unbalanced loads have been for ��O �M snow considered this design. 5) Provide drainage to = 2 adequate prevent water ponding. J C 70068 6) All plates are MT20 plates unless otherwise indicated. ;a 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. EXP. 9-30-2018 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) `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 sTq 1� will chord and any other members, with BCDL = 10.Opsf. 11) A plate rating reduction of 20% has been applied for the lumber members. green 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) Auqust 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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, DS13-89 and BCS] Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job ' Truss Truss Type Qty Ply john starr residence • K3623375 171008 A10D GABLE 1 1 ' Job Reference (optional) meeks lumber, redding 8.010,s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:29 2017 Page.2 i I D:OoLxOT8pftQdvS??axW EzmUds-61PNFtpTyZz34Lp8pWB5vrE57Id4G19ikoKCseyiLOe NOTES - 14) This truss has been de.>igned for a total drag load of 4300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 37-7-6, 0-0-0 to 37-7-6 for 57.2 plf. 15) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and %" gypsum sheetrock be applied directly to the bottom chord. 16) "NAILED" indicates 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 Ib down and 80 Ib up at 25-8-2, and 120 Ib down and 103 Ib up at 27-8-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=60, 4-5=-60, 5-6=-60, 6-7=-60, 6-8=-60, 9-14=-20 Concentrated Loads (lb) Vert: 40=-23 42=-2 L " i r ®VIARNING - Verify design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY -7473 rev. 1010312015 BEFORE USE. Oesign'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 [his 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 L t fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available: from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92880 A Job Truss Truss Type Qty Ply john starr residence (Roof Snow=20.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL Rep Stress Incr K3623376 171008 All COMMON 5 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Weight: 235 Ib FT = 20% 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 BRACING - will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the lumber members. Job Reference o tional creeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:30 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEznlUds-axzmTDg5is5wiVNKN EiKR 2mMx9t3?kLrzS3105yiLOd 7-3-11 } 14-7-6 17-7-6 20-7-6 26-3-6 } 31-11-6 37-7-i 39-1-6 7-3-11 7-3-11 3.0.0 3-0-0 5�-0 5-8-0 5-8-0 1.6-0 Scale = 1:70.1 5x8 = 4 0 4x6 13 12 4x4 = 4x4 = 11 - -- -- 5x8 It 4x8 = 8x12 = 8x12 = 4x4 = 4x6 = LOADING (psf) DEFL. TOP CHORD TCLL 20.0 SPACING- 2-0-0 (Roof Snow=20.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL Rep Stress Incr 1.15 NO 11— BCLL "0.0 Code IBC2015/TP12014 LUMBER - DEFL. TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X6 DF No.t G -WEBS 2X4 OFNo. 1&BtrG'Except" BC 0.91 11-12: 2X6 OF No.1 G CSI. DEFL. it (loc) I/defl L/d PLATES GRIP TC 0.43 Vert(LL) -0.3010-11 >999 240 MT20 220/195 BC 0.91 Vert(CT) -0.6410-11 >7d7 190' WB 0.64 Horz(CT) 0.09 8 n/a n/a Matrix -AS 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Weight: 235 Ib FT = 20% 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 BRACING - will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the lumber members. ';'pF `FC �, M ZIiq 2 TOP CHORD Structural wood sheathing directly applied, except end verticals. girder(s) to connections. 9) Provide mechanical truss to bearing BOT CHORD Rigid ceiling directly applied. Utm C 70068 WEBS 1 Row at midpt 2-12 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %z" gypsum JOINTS 1 Brace at Jt(s): 15 REACTIONS. (Ib/size) 14=1577/Mechanical, 8=1660/0-5-8 Max Horz 14=-223(LC 12) Max Uplift 14=-199(LC 14), 8=-252(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2296/397, 2-3=-2116/436, 3-4=-407/122, 4-5=-391/113, 5-6=-2098/437, 6-7=-2920/469, 7-8=-3120/492, 1-14=-1480/302 BOT CHORD 13-14=-64/401, 12-13=-220/2086, 11-12=-136/1861, 10-11=-257/2260, 8-10=-368/2749 WEBS 2-13=-276/128, 2-12=-381/107, 3-12=-25/485, 5-11=-51/610, 6-11=-754/172, 6-10=-25/606, 7-10=-319/137, 1-13=-205/1759, 3-15=-1529/356, 5-15=-1529/356 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 17-7-6, Exterior(2) 17-7-6 to 21-4-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced-snowJoads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 ESS IONq will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the lumber members. ';'pF `FC �, M ZIiq 2 green 8) Refer to for truss truss COQ t7 girder(s) to connections. 9) Provide mechanical truss to bearing _ connection (by others) of plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 14=199, Utm C 70068 8=252. - 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %z" gypsum sheetrock be applied directly to the bottom chord. .9-30- 18 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. tr P 12) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). � 0 \F LOAD CASE(S) Standard August 31,2017 &WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the appficability of design parameters and properly incorporate this design irto 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 ANSIITP11 quality Criteria, DSB-89 and ECSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john staff residence , r 171008 .a11 ^ COMMON 5 1 meeks lumber, redding LOAD CASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=60, 4-9=-60, 8-14=-20 Concentrated Loads (lb) Vert: 26=-75(F) 27=-75(F) I , r i - r � a r K362376 I ' Job Reference c tional 8.010's Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:30 2017 Page :2 I D:OoLxOT8pftOclvS??axwtEznlUds-axzmTDg5is5wiVNKNEiKR 2mMx9t3?kLrzS3105yiLOd 1 j t. `l t t � t r t. i t a ti t • ( a F ' ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilt. MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall i•�` building tlesign. Bracing indi:ated 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 ' ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availabla from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Corona, CA 92880 - r a Job Truss Truss Type Qty Ply john start residence LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP K3623377 171008 Al2 CALIFORNIA 1 1 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.74 12-13 >610 180 10) TCLL 10.0 BCDL — 0.0 Rep Stress Incr YES Job Reference o tional meeks lumber, redding 6.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:32 2017 Page 1 I D:OoLxOT6pftQclvS??axwtEztnUds-WK5 WuusME ULexpXjUfkoWTrhAydxTgfBQmYsTzyi LOb 18-3-15 5-4-14 10.9-12 16-5-3 16-10 13 1 9 9 25-2-9 31-4-15 37-7-6 39-1-6 5-4-14 5-4-14 5-7-7 0-5= 0-5- 6-5-0 62-7 6-2-7 1-6-0 1-5-2 Scale = 1:69.9 5xS = 5x8 = 5 7 1. 14 13 3x10 = 4x4 = 04 = 3x10 = 3x10 = 5x8 = 8-1-5 16-5-3 16-9-9 28-3-12 37-7-6 8-1-5 8-3-14 2-4-5 9-6-3 9-3-10 � Plate Offsets (X,Y)-- [4:0-4-0,0-1-71.[6:0-4-0,0-1-71 [8:0-6-0 Edgel [10:0-10-0,0-0-141, 113:0-4-0,0-3-41 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.31 12-13 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.74 12-13 >610 180 10) TCLL 10.0 BCDL — 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.19 10 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 212 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G WEBS 1 Row at midpt 3-14, 6-14,8-13, 2-16 REACTIONS. (Ib/size) 16=1675/Mechanical, 10=1745/0-5-8 Max Horz 16=-218(LC 12) Max Uplift 16=-262(LC 14), 10=-305(LC 14) Max Grav 16=2207(LC 31), 10=2210(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/89, 2-3=-3218/523, 3-4=-2801/541, 4-6=-2389/543, 6-8=-2891/551, 8-9=-3933/593, 9-10=-4217/614 BOT CHORD 15-16=-319/2685, 14-15=-286/2762, 13-14=-226/2446, 12-13=-367/3158, 10-12=-471/3732 WEBS 3-14=-622/166, 4-14=-125/820, 6-14=-414/75, 6-13=-80/833, 8-13=-969/202, 8-12=-9/624, 9-12=-447/146, 2-16=-3135/429 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 16-10-13, Exterior(2) 16-5-3 to 18-7-13, Interior(1) 23-7=13 to 39-1-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psi or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. ESSIO 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` �Of ZHA C�c 7) 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 �QQ r7 M ti will fit between the bottom chord and any other members, with BCDL = 10.Opsf. = i 8) A plate rating reduction of 20% has been applied for the green lumber members. Um 9) Refer to girder(s) for truss to truss connections. C 70068 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 16=262,10=305. 9-30- 8 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum * sheetrock be applied directly to the bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 Ib down and 127 Ib up at Q 16-5-3, and 63 Ib down and 43 Ib up at 17-7-6, and 157 Ib down and 127 Ib up at 18-7-13 on top chord. The design/selection of L�F� such connection device(s) is the responsibility of others. Auqust 31,2017 ®WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only will 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r A Job Truss Truss Type - Qty john slam residence [ly • K3623377 171008 Al2 CALIFORNIA 1 1,/ i Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:32 2017 Page.2 I D:OoLxOTBpftQclvS??axwtEzmUds-WK5 WuusMEU LexpXjUfkoWTrhAydxTgf8QmYsTzyiLOb ' c LOAD CASE(S) Standard , 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: .1-4=-60,4-5=-60,4-6=-60, 6-7=-60, 6-11=-60, 16-17=-20 4 Concentrated Loads (Ib) Vert: 4=-112 6=-112 25=-60 ` r 1 { r rr i • t. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■�•YY■■ 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 stabiliN 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availab'e from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.E Corona, CA 92880 It JobTruss 6.9-5 13-9-3 21-5-9 Truss Type Qty Ply john Starr residence 6-9-5 6-11-14 7-8-5 8-2-3 -r 7-11-10 1 Plate Offsets (X,Y)-- [1:Edae.0-1-121. 13:0-7-0,0-1-71. [6:0-9-0.0-1-71 [9:0-10-0.0-0-141 [12:0-3-4 Edge], fl3:0-3-12 0-3-01 [14:0-3-8.0-1-81 K3623378 171008 A13 CALIFORNIA 1 1 in (loc) I/defl L/d PLATES GRIP " Plate Grip DOL 1.15 TC 0.67 Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:34 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-TiDGlalcm5bM B6h5c411Gct tx_5mJNxd2Ru41 zXsyiLOZ 6-9-5 13-9-3 14 2 13 17-7-6 20-11-15 21r5,9 29-7-12 37-7-6 9-1 6 6-9-5 6-11.14 0-5- 3 4-9 3-4-9 0-5-9 8-2-3 7-11-10 1-6-0 Scale = 1:67.3 5x12 MT20HS = 9x14 M18SHS = 4 -- - --- 4x4 — ---- 7 4x6 3x10'= 5x8 = 6x8 = 2x4 II 3x10 = NOTES - 6.9-5 13-9-3 21-5-9 29-7-12 37 7-6 II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 14-2-13, Exterior(2) 13-9-3 to 6-9-5 6-11-14 7-8-5 8-2-3 -r 7-11-10 1 Plate Offsets (X,Y)-- [1:Edae.0-1-121. 13:0-7-0,0-1-71. [6:0-9-0.0-1-71 [9:0-10-0.0-0-141 [12:0-3-4 Edge], fl3:0-3-12 0-3-01 [14:0-3-8.0-1-81 3) Unbalanced snow loads have been considered for this design. LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.23 12-13 >999 240 MT20 220/195 i plate applied green members. 10) Refer Lumber DOL 1.15 BC 0.63 Vert(CT) -0.52 12-13 >871 180 MT20HS 165/146 BCDL BCLL 10) 10.0" 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 9 n1a n/a M18SHS 220/195 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 199 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 2-13, 5-13, 5-12, 8-12 REACTIONS. (Ib/size) 15=1624/Mechanical, 9=1701/0-5-8 Max Horz 15=-192(LC 12) Max Uplift 15=-264(LC 14), 9=-309(LC 14) Max Grav 15=2119(LC 31), 9=2134(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3065/536, 2-3=-2749/592, 3-5=-23061593, 5-6=-2450/616, 6-8=-29391613, 8-9=-3976/663, 1-15=-20451395 BOT CHORD 14-15=-92/346, 13-14=-365/2641, 12-13=-347/2419, 11-12=-505/3464, 9-11=-503/3470 WEBS 2-14=-351/144, 2-13=-4401165, 3-13=-64/622, 5-13=-410/114, 6-12=-55/634, 8-12=-1134/210, 8-11=0/335,1-14=-383/2455 NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 14-2-13, Exterior(2) 13-9-3 to 26-3-12, Interior(1) 26-3-12 to 39-1-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated.(FESS/ONq 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 ZN �, M q ti wide fit between the bottom will chord and any other members, with BCDL = 10.Opsf. 9) A rating reduction of 20% has been for the lumber i plate applied green members. 10) Refer Um C 70068 to girder(s) for truss to truss connections. J 70 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 15=264,9=309. EXP. 9.30-2018 12 This truss design requires that a minimum of 7/16° structural wood sheathing be applied direct) to the to chord and I/V 9 q 9 PP Y P gypsum sheetrock be applied directly to the bottom chord. 13) Hanger(s) or other connection device(s) shall be sufficient to support load(s) 119 Ib down 155 CIVIC- provided concentrated and Ib up at 13-9-3, 71 Ib down and 59 Ib up at 15-7-6, 127 Ib down and 107 Ib up at 17-7-6, and 71 Ib down and 59 Ib up at 19-7-6, and 119 ��\P F OF CA1 SFO Ib down and 155 Ib up at 21-5-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. Auqust 31,2017 it ard ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and 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 ANSIITPIl Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ♦r c f K3623378 Job Truss Truss Type Qty Ply john Starr residence 171008 A13 F . CALIFORNIA 1 1 Job Reference optional) meeKs IUMDer, patting 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:35 2017 Page 2 ID:OoLxOT8pflQclvS??axwtEzmUds-xvmeWwuEXPjDoGGIAnIV86T9rAfcg4la7knW41yiLOY , LOAD CASE(S) Standard „ 1) Dead + Snow (balanced,!: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (010 , Vert: 1-3=-60, 3-4=-60, 3-6=-60, 6-7=-60, 6-10=-60, 15-16=-20 '. Concentrated Loads (Ib) Vert: 3=-31 6=-21 25=-60 28=-60 A . r t 1 - - ` i ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. + Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ,�• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall i•�` - buildingtlesign. Bracing ind'cated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe'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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availabe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty, ply john slarr residence TCLL 20.0 SPACING- 2-0-0 CSI* K3623379 171008 A14 CALIFORNIA 1 1 TC 0.53 Vert(LL) -0.1612-13 >999 240 MT20 220/195 Lumber DOL Job Reference (optional) meeks lumber,- redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:37 2017 Page 1 ` I D:OoLxOT8pftQclvS??axwtEzlnUds-tHuPxcvU30zx2aQgHC KzDXZXczMM8uita2Gd8ByiLO W 5-5-5 11-1-3 10 13 17.7-6 23-7-15 24r1r9 30-11-12 37-7-6 39-1-6 5-5-5 5-7-14 0-5.9 6-0-9 6-0-9 0-5-9 6-10-3 6-7-10 1-6-0 5x8 = NAILED 2x4 11 1 4 -- -- -- "----`-- 29- NAILED 7 5x8 Scale = 1:66.9 4x4 II 3x10 = 4x4 = 5x8 = 4x4 = 2x4 II 4X' 5-5-5 30-11-12 37-7-6 5-5-5 5-7-14 6-6-3 6-6-3 6-10-3 6-7-10 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI* DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.1612-13 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.41 12-13 >999 180 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS x.,,;�,:,, Weight: 196 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G REACTIONS. (Ib/size) 16=1517/Mechanical, 9=1608/0-5-8 Max Horz 16=167(LC 12) Max Uplift 16=-216(LC 14), 9=-267(LC 14) Max Grav 16=1936(LC 31), 9=2021(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2614/463, 2-3=-2494/526, 3-5=-2490/616, 5-6=-2490/616, 6-8=-2821/572, 8-9=-3727/614,1-16=-1874/353 BOT CHORD 15-16=-841266,14-i5=-315/2241, 13-14=-295/2165,12-13=-327/2388,11-12=-473/3242, 9-11=-473/3242 WEBS 2-15=-418/139, 2-14=-185/310, 3-14=-83/305, 3-13=-105/731, 5-13=-716/175, 6-13=-68/465, 6-12=-26/581, 8-12=-938/210, 8-11=0/276, 1-15=-342/2136 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 11-6-13, Exterior(2) 11-2-15 to 28-11-13, Interior(1) 28-11-13 to 39-1-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 16=216,9=267. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. 12) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 Ib down and 55 Ib up at 13-7-6, 110 Ib down and 69 Ib up at 15-7-6, 99 Ib down and 69 Ib up at 17-7-6, and 110 Ib down and 69 Ib up at 19-7-6, and 91 Ib down and 55 Ib up at 21-7-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Q OESSIO ZHA Cop J C 700 68 *\ J /J /* Auaust 31.2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply john staff residence K3623379 171008 A14 CALIFORNIA 1 1 1. Job Reference o tional meeks lumber, redding r 8.010-s Aug 11 2017 MiTek Industries, Inc.- Thu Aug 31 11:50:37 2017 Page! 2 I D:OoLxOT8pftQclvS??axwlEzmUds-tHuPxcvU30zx2a0gHC KzDXZXciMM8uila2Gd8ByiLO'N LOAD CASE(S), Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 3-6=-60, 6-7=-60, 6-10=-60, 16-17=-20 - / iA r ^ t , r i r • r• i- . i WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 row. 10/0312015 BEFORE USE. Design valid for use only whit MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not. • • a -russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a•�`_ 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 faorication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle , Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA' 92880 ' S Job Truss Truss Type 0ty PlyJJob ohn starr residence Well Ud TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 K3623380 171008 At 5D CALIFORNIA STRUCTURA 1 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.0724-25 >999 Reference (optional) meexS lumber, reading 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:45 2017 Page 1 ID:OoLxOT8pftOclvS??axwtEzmUds-egNQcLOVAT_o?p1 DItTrYDuy3CBoOaB3QIC20jyiL00 5-62 8-3-3 8- 0- 3 14-66 20-8- 26-3-15 2 11 9 32-3-12 37-7-6 39.1-6 5-8-2 2-7-1 -7- 5-6-9 62-12 5-7-13 -7- 5-4-3 5.3-10 1-60 0 4x6 N Scale = 1:66.9 6x8 = 4x8 = 8 5x8 6.00 12 4 2827 26 5x8 = 23 22 21 20 19 18 17 16 1514 13 12 5x8 = 5-8-2 5-1 148-3-3 14.5.6 265.6 20 -2 26.11-9 32-3-12 37-7-6 5-62 0.- 2 2-4-5 6-2-3 60-0 0- - 2 6-3-7 5-4-3 5-3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 23-24 >999 240 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.0724-25 >999 180 DLL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 80 n/a n/a B 0.0 BC Code IBC2015/TPI2014 Matrix -AS LUMBER - TOP CHORD 2X4 OF No.1&Btr G 'Except' 3-7: 2X6 OF No.1 G BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 DF No. 1&Btr G OTHERS 2X4 DF No. 1&Btr G PLATES GRIP MT20 220/195 Weight: 336 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 17-2-0 except Qt=length) 28=5-10-14, 27=5-10-14, 26=0-5-8, 23=0-5-8, 23=0-5-8. (lb) - Max Horz 28=-142(LC 40) Max Uplift All uplift 100 Ib or less at joint(s) 22, 13, 12 except 28=-304(LC 44), 19=-322(LC 45), 15=-240(LC 45), 10=-237(LC 45), 26=-406(LC 44), 23=-226(LC 39) Max Grav All reactions 250 Ib or less at joint(s) 28, 21, 20, 18, 17, 16, 14, 13, 12, 10 except 19=853(LC 69), 15=419(LC 69), 27=269(LC 5), 10=365(LC 69), 26=1341(LC 69), 23=1304(LC 68), 23=1115(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/303, 3-5=-707/510, 5-6=-713/506, 6-7=-206/295, 7-9=-323/315, 9-10=-322/319, 1-28=-272/228 BOT CHORD 26-27=-280/350, 25-26=-240/399, 24-25=-258/405, 23-24=-273/296, 19-20=-293/315, 12-13=-196/255, 10-12=-252/311 WEBS 2-26=-500/190, 3-24=-355/526, 5-24=-738/229, 6-24=-423/858, 6-23=-1170/279, 6-19=-347/349, 7-19=-636/227, 9-19=-250/284, 9-15=-425/244, 1-26=-331/351, 3-26=-971/438 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-10-14, Interior(1) 3-10-14 to 8-10-13, Exterior(2) 8-6-6 to 31-7-13, Interior(1) 31-7-13 to 39-1-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M9 -3O-2018 'Of SS10 t*, Auaust 31.2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 ANSIrTPI1 Quality Criteria, DSE-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john start residence K3623380 171008 A15D CALIFORNIA STRUCTURA 1 1 Job Reference o tional Ineeks lumber, redding - 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:50:46 2017 Page 2 ID:OoLxOT8pftOclvS??axwtEzmUds-60xpghO8xn6fdycPJb_45OR7ocxl 11 RCeyxcy9yiL0N NOTES- - 10) ' 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) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 13, 12 except (jl=1b) 28=304, 19=322, 15=240, 10=237,26=406,23=226,10=237. 13) This truss has been designed for a total drag load of 1400 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from. 0-0-0 to 37-7-6, 0-0-0 to 37-7-6 for 18.6 pit. t 14) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord: 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 218 Ib down and 227 Ib up at 8-6-6, 136 Ib down and 149 Ib up at 11-7-6, 126 Ib down ani 119 Ib up at 13-7-6, 126 Ib down and 103 Ib up at 15-7-6, 126 Ib down and 88 Ib up at 17-7-6, 126 Ib down and 103 Ib up at 19-7-6,126 Ib down and 119 Ib up at 21-7-6, and 136 Ib down and 149 Ib up at 23-7-6, and 215 Ib down and 230 Ib up at 26-11-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balancedj< Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-3=-60, 3-4=-60, 3-7=-60, 7-8=-60, 7-11=-60, 28-80=-20 Concentrated Loads (lb) Vert: 3=-129 7=-129 86=-74 89=-70 91=-70 92=-70 93=-70 95=-70 97=-74 ,&WARNING - Verify desig:r parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only will MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �y�• a truss system. Before use, :he 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availatile from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.29 K3623381 171008 B1D COMMON SUPPORTED GAB 2 1 BC 0.09 Vert(CT) -0.00 16-17 n/r 120 10) TCDL 10.0 BCLL 0.0 Rep Stress Incr Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:17 2017 Page 1 1 D:OoLxOT8 pftQcl vS??axwt Ezm Ud s-i_JX K H Oa e I OGrjTMdc2 M rzD Q D57 t W5z mnGy IY syi L?u 11-0-q 9-0-0 18-0-0 19.0-9 1-0-0 9-0-0 9-0.0 1-0-0 4x4 = 10 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 II 6x8 = 6x8 = 3x6 II Scale = 1:55.1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 16-17 n/r 120 MT20 220/195 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.00 16-17 n/r 120 10) TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.00 23 n/a nla BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 165 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No. 1&Btr G except end verticals. WEBS 2X4 DF. No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G WEBS 1 Row at midpt 8-25,10-24 REACTIONS. All bearings 18-0-0. (lb)- Max Horz 31=227(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 26, 27, 28, 29, 23, 22, 21, 20 except 31=-2083(LC 32), 18=-2020(LC 35),30=-1593(LC 31),19=-1577(LC 36) Max Grav All reactions 250 Ib or less at joint(s) 25, 26, 27, 28, 29, 24, 23, 22, 21, 20 except 31=2168(LC 35), 18=2105(LC 32), 30=1679(LC 32), 19=1633(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-2128/2063, 2-3=-9611943, 3-4=-837/808, 4-5=-667/659, 5-6=-538/558, 6-7=-422/456, 7-8=-327/364, 10-11=-327/364, 11-12=-422/456, 12-13=-524/558, 13-14=-637/659, 14-15=-807/777, 15-16=-932/928, 16-18=-2066/2001 BOT CHORD 30-31=-3201295, 29-30=-736/738, 28-29=-625/627, 27-28=-514/516, 26-27=-403/405, ' 25-26=-292/294, 23-24=-292/294, 22-23=-403/405, 21-22=-514/516, 20-21=-614/627, 19-20=-736/738 WEBS 2-30=-1825/1839, 16-19=-1751/1757 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 9-0-0, Corner(3) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. — 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) " 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) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 26, 27, 28, 29, Q�pFESS/0 ZHAo F2�m C 70068 EXP. 9-30-2018 �0'01 F August 31.2017 A0, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job • Truss Truss Type ' r Qly Ply john Starr residence t p K3623381 171008 BID COMMON SUPPORTED GAB 2 1 • Job Reference (optional) meeks lumber, redding , 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:17 2017 Page 2 r ID:OoLxOTBpflOclvS??axwtEzrhUds-i_JXKHOaelOGrjTMdc2MrzDQD57tW5zmnGylYsyiL'. u NOTES - 13) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-C-0 to 18-0-0, 0-0-0 to 18-0-0 for 41.7 plf. , - a ' I l i ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/07/2015 BEFORE USE. - Design valid for use only wi..h MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and 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 stabil ty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver!, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence (Roof Snow=2 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.09 9-10 >999 240 MT20 220/195 K3623382 171008 B2 . COMMON 2 1 Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015fTP12014 Job Reference o tional IneeKS IumDef, reading - B.UIU s Aug 11 ZU1 / MI I ex Industries, Inc. Thu Aug 31 11:51:18 2017 -Page 1 I D:OoLxOT8pftOclvS??axwtEzlnUds-AAtvXdPCPc86 St2ZBJZbOAIcCVOpF W3v?wil4JyiL?t . 11-0010 9-0-0 i 13-6-0 18-0-0 d9 -0-q r1-0-0� 4-6-0 4-6-0 4-6-0 4-6-0 1-0-0 - 4x4 = - Scale = 1:54.4 4 y s 3x6 = -� 300 = 3x6 = , 9MI 18-M I ' 9-0-0 9-0-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.09 9-10 >999 240 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.27 9-10>785 180 . Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015fTP12014 Matrix -AS Weight: 113.Ib FT = 20% LUMBER- _ BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 10=777/0-5-8, 8=777/0-5-8 , Max Horz 10=-227(LC 10) Max Uplift 10=-130(LC 12), 8=-130(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-550/176, 4-5=-550/176, 2-10=-251/142, 6-8=-251/142 BOT CHORD 9-10=-92/507; 8-9=-74/427 WEBS 4-9=87/332, 3-10=-599/99, 5-8=-599/99 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 I 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=130,8=130. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '/V gypsum sheelrock be applied directly to the bottom chord. �pFESSIpNq ZHq� r 2 � � J C 70068 E 9-30-2018 r _ , AUF August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 row. 10/03/2015 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 M iTek• 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 ANSIITPH Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r Job Truss Truss Type Qty Ply john Starr residence Scale = -:54.4 8.00 12 10 K3623383 171008 33 Common 2 1 d d, 9 2.5x5 II 1 4x4 '51 2 Job Reference lottional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:19 2017 Page 1 ID:OoLxOTSpftOclvS??axwlEznlUds-eMRHlzQgAwGz41 d1104gw0lnxvj2_zE 3EaRrclyiL'-s 1122-0-2 13-6-0- 18-0-0_ r 4-6-0 4-6-0 4.6-0 4-6-0 LUMBER - TOP CHORD 2X4 DF No.1 &Blr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No. 1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 8=708/0-5-8, 6=708/0-5-8 Max Horz 8=211(LC 11) Max Uplift 8=-90(LC 12), 6=-90(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or,less except when shown. TOP CHORD 2-3=-556/172, 3-4=-556/172 BOT CHORD 7-8=-123/506, 6-7=-106/427 WEBS 3-7=81/336, 2-8=-607/137, 4-6=-607/136 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20 0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 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, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. 7) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. �pFESS10 e �M ZHAO 4 �y C 70068. EXP. 9-30-2018 CIV1���P F OF Cg1:WEC4 August 31,2017 ®WARNING - Verify desigi parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only whi MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �{�• a beuss system. Before use, -he building designer must verify the applicability of design parameters and properly incorporate this design into the overall -•Y 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 ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 U 44 = Scale = -:54.4 8.00 12 10 3 11 d d, 9 2.5x5 II 1 4x4 '51 2 4x4 4 12 2.5x5 II 5 0 d M 12 8 3x6 = 13 14 7 3x10 = 15 16 6 3x6 = 9-0-0 18-0-0 9-M 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.09 6-7 >999 240 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.27 6-7 >785 180 - TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 Code IBC2015lrP12014 Matrix -AS Weight: 109 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2X4 DF No.1 &Blr G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No. 1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 8=708/0-5-8, 6=708/0-5-8 Max Horz 8=211(LC 11) Max Uplift 8=-90(LC 12), 6=-90(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or,less except when shown. TOP CHORD 2-3=-556/172, 3-4=-556/172 BOT CHORD 7-8=-123/506, 6-7=-106/427 WEBS 3-7=81/336, 2-8=-607/137, 4-6=-607/136 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20 0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 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, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. 7) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. �pFESS10 e �M ZHAO 4 �y C 70068. EXP. 9-30-2018 CIV1���P F OF Cg1:WEC4 August 31,2017 ®WARNING - Verify desigi parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only whi MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �{�• a beuss system. Before use, -he building designer must verify the applicability of design parameters and properly incorporate this design into the overall -•Y 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 ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 U Job Truss Truss Type Qty Ply john starr residence 8x8 = 8x18 M16SHS II K3623384 171008 84D COMMON GIRDER 1 HUS26 HUS26 0 r - 4-6-1 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:21 2017 Page 1 1 D:OoLxOT8pftQclvS??axwtEzmUds-blY 1 AfS5iX WhJLn7sR710pN6SjKtSslMiuvyheyiL?q 4-6-0 9-0.0 13-6-0 18-0-0 4: G-0 4 6-0 4-6-0 4-6-0 d. 5x8 4x6 II Scale = 1:56.2 LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X8 DF No.2 G WEBS 2X4 DF No.1 &Btr G BOT CHORD REACTIONS. (Ib/size) 10=7222/0-5-8, 6=7500/0-5-8 Max Horz 10=-206(LC 24) Max Uplift 10=-1520(LC 27), 6=-1633(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6010/1371, 2-3=-5302/1144, 3-4=-5302/1144, 4-5=-6187/1449, 1-10=-6336/1443, 5-6=-6521/1525 BOT CHORD 9-10=-558/529, 8-9=-761/4938, 7-8=-773/5085, 6-7=-394/401 WEBS 3-8=-702/5518, 4-8=-1293/543, 4-7=-608/1340, 2-8=-1064/439, 2-9=-484/1065, 1-9=-1237/5657, 5-7=-1311/5817 Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=1520,6=1633. 10) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0, 0-0-0 to 18-0-0 for 41.7 plf. 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 3-10-8 oc max, starting at 2-0-12 from the left end to 13-11-4 to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 4-0-0 oc max. starting at 11-11-4 from the left end to 15-11-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Q�pFESS/o ZHgr7 Fye C 70068 Auqust 31,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 8x18 M18SHS II 8x8 = HUS26 12x12 = HUS26 8x8 = 8x18 M16SHS II HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 0 r - 4-6-1 49--0-0 46 4A Plate Offsets (X.Y)-- J1:Edge,0-1-121. f5:Edoe.0-1-121. 16:Edge 0-3-81 [7:0-2-4.0-6-01, f9:0-2-4.0-6-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.14 7-8 >999 180 M18SHS 220/195 10) TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Weight: 284 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD BOT CHORD 2X8 DF No.2 G WEBS 2X4 DF No.1 &Btr G BOT CHORD REACTIONS. (Ib/size) 10=7222/0-5-8, 6=7500/0-5-8 Max Horz 10=-206(LC 24) Max Uplift 10=-1520(LC 27), 6=-1633(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6010/1371, 2-3=-5302/1144, 3-4=-5302/1144, 4-5=-6187/1449, 1-10=-6336/1443, 5-6=-6521/1525 BOT CHORD 9-10=-558/529, 8-9=-761/4938, 7-8=-773/5085, 6-7=-394/401 WEBS 3-8=-702/5518, 4-8=-1293/543, 4-7=-608/1340, 2-8=-1064/439, 2-9=-484/1065, 1-9=-1237/5657, 5-7=-1311/5817 Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=1520,6=1633. 10) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0, 0-0-0 to 18-0-0 for 41.7 plf. 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 3-10-8 oc max, starting at 2-0-12 from the left end to 13-11-4 to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 4-0-0 oc max. starting at 11-11-4 from the left end to 15-11-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Q�pFESS/o ZHgr7 Fye C 70068 Auqust 31,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil 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 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 4 Job Truss Truss Type Qty Ply - john Starr residence K3623384 171008 B4D COMMON GIRDER 1 - t Job Reference (optional)t meeks lumber, redding 8.010 s Aug 11 2017 MiTek Irdustries, Inc. Thu Aug 31 11:51:21 2017 Page 2 ID:OoLxOTBpf(OclvS??axwtEzinUds-blY 1 AfS5iX WhJLn7 sR710pN6SjKtSSIMiLlwyheyiL'q LOAD CASE(S) Standard „ 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ply Vert: 1-3=-60, 3-5=-60, 6-10=-20. Concentrated Loads (lb) Vert: 11=-1608(B) 12=-1608(B) 13=-1608(B) 14=-1608(B) 15=-1608(B) 16=-1812(B) 17=-1608(B) 18=-1847(B) x 1. i~ i r } 0 € r r •. r r t 1. 1 t I 1 , • •r � v • 1 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. " Design valid for use only wh.1 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, -he building designer must verity the applicability of design parameters and properly incorporate this design into the overall ■ " building design. Bracing inr5cated 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence K3623385 171008 B5D COMMON GIRDER 1 2 � PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:23 2017 Page 1 ID:OoLxOT6pftOclvS??axWlEzmUds-X8gobKTLE8mPZexW s9m5ETS9WOWwmNf9CP31WyiL?o 4-6-0 9-0-0 13-6-0 t8-0-0 4-6-0 4.6-0 4 6-0 4-6-0 5x8 4x6 II 10 -9 8x18 M18SHS II 8x8 = HUS26 LUS28 HUS26 .. 8 ._ ._ 7 .. 6 12x12 = HUS26 8x8 = 8x18 M18SHS HUS26 HUS26 HUS26 HUS26 Scale = 1:56.2 Plate Offsets (X,Y)-- f1:Edge.0-1-121 f5:Edge,0-1-121 f6:Edge 0-3-81 f7:0-2-4,0-6-01. f9 0-2-4 0-6-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.71 Vert(CT) -0.14 8-9 >999 180 M18SHS 220/195 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 284 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, BOT CHORD 2X8 OF No.2 G except end verticals. WEBS 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 10=7192/0-5-8, 6=7262/0-5-8 Max Horz 10=-206(LC 24) Max Uplift 10=-1611(LC 27), 6=-1529(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6055/1448, 2-3=-5237/1143, 3-4=-5237/1143, 4-5=-5976/1371, 1-10=-6386/1524, 5-6=-6299/1444 BOT CHORD 9-10=-559/529, 8-9=-825/4975, 7-8=-708/4910,6-7=-392/398 WEBS 3-8=-701/5446, 4-8=-1103/442, 4-7=-488/1111, 2-8=-1208/543, 2-9=-607/1237, 1-9=-1311/5706, 5-7=-1238/5623 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vul1=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 10=1611,6=1529. _ 10) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-0-0, 0-0-0 to 18-0-0 for 41.7 plf. 11) Use Simpson Strong -Tie LUS28 (6-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent at 2-0-12 from the left end to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 6-0-12 to connect truss(es) to back face of bottom chord. 13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at Q,�pFESS/01V ZHA Fy m C 70068 Auqust 31,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. ■■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 I I, Job Truss Truss Type Qty Ply john Starr residence ,. K3623385 171008 85D COMMON GIRDER 1. - r Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:23 2017 Page 2 - ID:OoLxOT8pflOclvS??axwtEzmUds-X8gobKTLE8mPZexW_s9m5ETS9WOWwmNf9CP3IWyiL?o NOTES - .14) Fill all nail holes where hanger is in contact with lumber. LOAD CASES) Standard - 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 w 7 ` Concentrated Loads (lb) F. Vert: 11= -1470(8)12= -1717(8)13= -1812(8)14= -1608(8)15= -1608(B)16= -1608(B)17=-1608(8)18=-1608(6) T - 4 4 • r r 4 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. �� t 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 fuss system. Before use, the building designer must vgrify the applicability of design parameters and properly incorporate this design into the overall bu Iding design. Bracing inflated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stabilitd and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the x fabrication, storage, delivery erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle ' - Safety Information availabe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john start residence Max Grav 2=1954(LC 27), 7=1953(LC 27) TCLL 20.0 SPACING- 2-0-0 CSI. K3623386 171008 Cl CALIFORNIA GIRDER 1 1.15 TC 0.29 Vert(LL) -0.07 10-11 >999 240 MT20 220/195 Lumber DOL Job Reference (optional) meeks lumber, redditlg 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu I D:OoLxOT8pftOclvS??axvAEzmUds-TWoY?OVbnimO7oy4v5H BE --1-6-0 5-6-12 5-11-a1 9-2-0 12-10-0 16-0-5 1�-5 4 22-0-0 1 6-0 5-6-12 0-4-15 3-2-5 3-8-1 3-2-5 0-4-15 5-6-12 5x8 = 2x4 II 3x10 = 4x4 I' 31 11:51:25 2017 1-6-0 ' Scale = 1:41.4 4x4 = LUS24 2x4 II LUS24 5x8 = LUS24 2x4 II LUS24 4x4 = LUS24 4x4 = LUS24 LUS24 LUS24 5-6-129-2-0 12-70-0 } 16-5-4 22-0-0 5.6-12 3-7-4 3-8-1 3-7-4 5-6-12 LOADING (psf) Max Horz 2=-59(LC 44) Max Uplift 2=-250(LC 10), 7=-250(LC 10) Max Grav 2=1954(LC 27), 7=1953(LC 27) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.07 10-11 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.19 10-11 >999 180 10)0.0 TCDL 1 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.06 7 n/a n/a plate grip DOL=1.60 BCDL 10.0 Code IBC2015rTP12014 Matrix -MS 5) Unbalanced snow loads have been considered for this design. Weight: 195 Ib FT = 20% LUMBER- non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. Q�pFESS/ON q( ZNq �ijiC BRACING - �M p TOP CHORD 2X4 DF No. 1&Bir G =�t�,� i a of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G 10) A plate rating reduction of 20% has been applied for the green lumber members. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No. 1&Btr G 12) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. REACTIONS. (Ib/size) 2=169710-5-8,7=1696/0-5-8 Max Horz 2=-59(LC 44) Max Uplift 2=-250(LC 10), 7=-250(LC 10) Max Grav 2=1954(LC 27), 7=1953(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/369, 3-4=-3570/456, 4-5=-3569/456, 5-6=-2809/343, 6-7=-3244/356 BOT CHORD 2-12=-255/2953, 11-12=-255/2929, 10-11=-352/3570, 9-10=-352/3570.7-9=-239/2803 WEBS 3-12=0/492, 3-11=-148!925, 4-11=-450/162.5-9=-1055/168, 6-9=-79/1066 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. It: Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C11=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. Q�pFESS/ON q( ZNq �ijiC �M p 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for live load 20.Opsf =�t�,� i a of on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide UZtm will fit between the bottom chord and any other members. J C 70068 A 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) EXP. 9-30-2018 ' 2=250,7=250. 12) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. CIVIC\P F CAl Auqust 31,2017 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 andfor 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job I Truss Truss Type Qty Ply john Starr residence K3623386 171008 C1 CALIFORNIA GIRDER 1 2 Job Reference (optional) meeks lumber, redding, 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:25 2017 Page 2 I D:OoLxOT8pftOclvS??axwtEzmUds-TWoY?OVbmmO7oy4v5HBEAfYoE KmeOlgxcWuAgPyi L? Tt NOTES - 14) Hanger(s) or other con lection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 103 Ib up at 5-8-8, 183 Ib down and 121 Ib up at 8-0-12, 164 Ib down and 124 Ib up at 10-0-12, 164 Ib down and 124 Ib up at 11-11-4, and 183 Ib down and 121 Ib up at 13-11-4, and 118 Ib down and 102 Ib up at 16-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced;: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=60, 3-6=-60, 6-8=-60, 13-16=-20 Concentrated Loads (lb) Vert: 3=-39 20=-130 22=-109 24=-109 25=-130 26=-39 28=-302(B) 29=-48(8) 30=-49(B) 31=-49(B) 32=-49(8) 33=-49(B) 34=-48(B) 35=-302(B) ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473,.,'1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate [his design into the overall building design. Bracing imitated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek• is always required for stabili&y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, detivery, erection and bracing of trusses and truss systems, see' ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 19 Job Truss Truss Type ply Ply john starr residence PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.60 K3623387 171008 C2D CALIFORNIA 1 1 BC 0.36 Vert(CT) -0.20 7-14 >999 180 BCDL 10) 100 Rep Stress Incr Job Reference (optional) meeks lumber, redding 1 6 3-8-1 3-10-11 4x6 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:28 2017 1 D:OoLxOT8pftQclvS??axM EznlUds-u5The2XU2110ifQpUmPIxoHAEbXpAb4 rOJU7 14-0-5 1A-5,4 18-3-15 1 22-0-0_ _' _ 6-0-10 0'4-15 3-10-11 3-8-1 5x8 // Scale = 1:37.5 4x4 = 5x8 = 4x4 = 4x4 = 7-6-12 14-5-4 I 22-0-0 i 7-6-12 6-10-8 7-6-12 lY 0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.07 7-8 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.20 7-14 >999 180 BCDL 10) 100 Rep Stress Incr YES WB 0.25 Horz(CT) 0.07 6 n/a n/a BC0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 94 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 OF No. 1&Btr G REACTIONS. (Ib/size) 1=970/0-5-8,6=971/0-5-8 Max Hoa 1=63(LC 41) Max Uplift 1=-645(LC 43), 6=-645(LC 44) Max Grav 1=1248(LC 68), 6=1250(LC 68) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2326/1433.2-3=-1919/990, 3-4=-1635/796, 4-5=-1965/1009, 5-6=-2331/1417 BOT CHORD 1-8=-1256/2086, 7-8=-651/1685, 6-7=-1224/2091 WEBS 2-8=-455/182, 3-8=-91/360, 4-8=-308/304, 4-7=-5/330, 5-7=-422/185 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-6-12, Exterior(2) 7-6-12 to 18-6-1, Interior(1) 18-6-1 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=645,6=645. 9) This truss has been designed for a total drag load of 2300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag toads along bottom chord from 0-0-0 to 22-0-0, 0-0-0 to 22-0-0 for 52.3 pit. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 Ib down and 121 Ib up at 7-11-10, 109 Ib down and 91 Ib up at 10-0-12, and 109 Ib down and 91 Ib up at 11-11-4, and 129 Ib down and 122 Ib up at 14-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15,*Plate Increase=1.15 Q�pFESS101v ZHgo cc7,c�mn C 70068 *\ J /J /* August 31,2017 r.nntinijprl nn nn- 9 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 rev. 10103/2015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 busses and truss systems, see ANSI1TPl1 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Corona, CA 92880 Job (Truss Truss Type o -y Qty Ply john Starr residence. r 171008+ C2D t. CALIFORNIAr K3623387 * ' Job Reference (optional) rneeks lumber, redding 1 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:28 2017 Page 2 ' ID:OoLxOT8pftOclvS??axwtEzmUds-u5The2XU2hOifOpUmPIxoHAEbXpAb4rOJU7gQkyiL?j LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 9-12=-20 (, Concentrated Loads (Ib) Vert: 4=-49 17=49 19=41 22=-41 a + ' 1 J ®WARNING - Verify desigc parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,711.74T4 mv. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��' . a truss system. Before use, Lie building designer must verity the applicability of design parameters and properly incorporate this design into the overall . is 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 stabilit• 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Bui_Iding Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. - - Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence • TCLL 20.0 SPACING- 2-0-0 CSI. K3623386 171008 C3 California Girder I 1 1.15 TC 0.58 Vert(LL) -0.15 7-8 >999 240 MT20 220/195 Lumber DOL Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:30 2017 Page 1 ID:OoLxOTBpftQGvS??axwtEzmUds-gUbR3kZkalePvjzsbgiiPtiFaULLh3zl hmocxVcyiL?h 4-8-1 9-6-12 9- 1- 1 12-0-5 1 -5- 17-3-15 22-0-0 4-8-1 4-10-11 0-0-1 2-0-10 0-4-1 4-10-11 4-8-1 Scale = 1:37.3 5x8 !�'- 5x8 6x12 %HUS28 HUS28 V •HUS28 HUS28 HUS28 6x12 HUS28 3x10 II 8x8 = 8x8 = 4x12 II HUS28 HUS28 HUS28 HUS28 4-8-1 I 9-6-12 12-5-4 17-3-15 22-0-0 4-8-1 4-10-11 2.10-8 4-10-11 4-8-1 Plate Offsets (X,Y)-- fl:0-4-7,Edael f3:0-2-8,0-1-121, [4:0-2-8,0-2-41, f6:0-4-7 Edgel [8:0-4-0,0-6-01, [9:0-4-0.0-6-21 1? 0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.15 7-8 >999 240 MT20 220/195 Lumber DOL 1.15 BC 1.00 Vert(CT) -0.38 7-8 >688 180 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 397 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins. BOT CHORD 2X8 DF No.2 G "Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-9: 2X8 DF No.1 G WEBS 2X4 DF No! 1&Btr G REACTIONS. (Ib/size) 1=8762/0-5-8, 6=9679/0-5-8 Max Horz 1=-78(LC 8) Max Uplift 1=-1224(LC 10), 6=-1282(LC 10) Max Grav 1=9117(LC 26), 6=10034(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17395/2342, 2-3=-13206/1812, 3-4=-11715/1633, 4-5=-13170/1798, 5-6=-19048/2482 BOT CHORD 1-10=-2054/15521, 9-10=-2054/15521, 8-9=-1494/11575,7-8=-2178/16995, 6-7=-2178/16995 WEBS 2-10=-428/3447, 2-9=-4036/577, 3-9=-579/4559, 3-8=-96/353, 4-8=-737/5835, 5-8=-5807/747, 5-7=-525/4604 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=1224,6=1282. 11) Use Simpson Strong -Tie HUS28 (22-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 6-0-0 oc max. starting at 1-11-4 from the left end to 19-11-4 to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie HUS28 (22-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 15-11-4 from the Q�pFESS10Nq� ZHAO �Z�m C 70068 Auaust 31.2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss ,, Truss Type Qty Ply john Starr residence K3623388 171008 --3 California Girder 1 - Job Reference (optional) meeks lumber, redding - 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:30 2017 Page 2 ID:OoLxOT8pftQclvS??axvAEzmUds-gUbR3kZka lePvjzsttgnPti FaULLh3z l hmocxVcyiL?h NOTES - 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other conrection device(s) shall be provided sufficient to support concentrated load(s) 169 Ib down and -1 38 Ib up at 9-8-8, and 169 Ib down and 137 Ib up at 12-D-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ` 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=40, 1-6=-20 Concentrated Loads (Ib) Vert: 3=-90 16=-90 18= -1524(F)19= -1485(F)20= -1476(F)21= -1476(F)22= -1476(F)23= -1476(F)24= -1476(F)25= -2188(F)26= -2097(F)27= -1866(F) _ F , • I r 1 ' ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with IAiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not,• I ■ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M building design. Bracing indicated is to prevent buckling of individual truss web andlof chord members only. Additional temporary and permanent bracing M ITG �• 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence - - S. - •' � •i • .l � K3623389 17100.8' - D1 COMMON , 1 1 - -1 - � Job Reference (optional) � meeks lumber,' redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:31 2017 Page ,1 I D:OdLxOT8pftOclvS??axwtEzmUds-Ig9pG3ZMLcn1G WlY2SYleQworJktToU_q?SLU 12yi L?g3-2 •. --1-6-0 - 5-10-0 .1180 t 13-2-05-10 -0 •: _ 1 6-0 5-10-0 ♦ j 5-10-0 Scale = 1:24.4 .. 4x4 = - ' - . ..+ - '• ` ' • . - 6.00 12 15 L f 16 t 6 17 14 13 '18 'lot 3 1 4x4 2x4 II �1 • - ` t -. - - '1�o +.. , r • f i ' 4x4 - 51CY0 1180 . 5-10-0 5-10-0 LOADING (psf) SPACING- 2-0-0 CSI.• DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 10)0.0 Plate Grip DOL 1.15 s TC 0.25 Vert(LL) -0.02 6-9 >999 240 MT20 220/195 TCDL 1 (Roof Snow=2 Lumber DOL 1.15 BC' 0.20 Vert(CT) -0.08 6-9 >999 180 ' ' � • BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.01 5 n/a n/a �. Code IBC2015/TP12014 Matrix -AS Weight: 42 Ib ` FT = 20% BCDL 10.0 t ; _ LUMBER- BRACING- r TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G t BOT CHORD Rigid ceiling directly applied. ' WEBS 2X4 DF No. 1&Btr G • . r s REACTIONS. -(Ib/size) 5=-57/Mechanical, 2=548/0-5-8,`4=650/0-5-8 r �, `''t'� Max Horz 2=65(LC 13) r Max Uplift 5=-71 (LC 20), 2=-112(LC 14), 4=-87(LC 14) �Y. !• Max Grav 5=16(LC 14), 2=548(LC 1), 4=650(LC 1) - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.' TOP CHORD '_2-3=-617/134,3-4=-620/152 BOT CHORD 2-6=-33/494, 4-6=-33/494 WEBS 3-6=0/251 ` + { : -i r M NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.' Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0 r ,'• " S e t zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 t r 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. tt 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f 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 'q will fit between the bottom chord and any other members. + 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. ,; �OFESS10A1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 5, 4 except Qt=lb) ? ,+ •• . Q /� 2=112. i �, t, • ��O �M ZHA0 yc 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %". gypsum � sheetrock be applied directly to the bottom chord, t V� C 70068 ' August 31,2017 .t ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. ■ +� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building desi ner must vert thea applicability ofdesign n arameters and properly incorporate this design into the overall Y 9 9 h PP N 9 P P D Y P 9 building design: Bracing indicated is to prevent buckling of intlivitlual 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 t _ MiTek• , fabrication, storage, delivery• erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 ril Job Truss Truss Type t` Oty Ply , john Starr residence Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 L K3623390 171008 D2 COMMON ,I/defl >999 240 MT20.. 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.07 Job Reference c tional meeks lumber, redding + + • - 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:31 2017 Page 1 } + P ID:OoLxOT8pftQclvS??axwlEzmUds-Ig9pG3ZMLcnlGWtY2SYleQworxktFoUyq?SLU12yiL?•] I' -1-6-0 5-10-0 F 11-8-0 13-2-0 1 6-0 5-10-0 5-10-0 1-6-0 r ' - - Scale = 1:23.8 04 = 3 5-10-0 11-8-0 �_ 5-10-0 5-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.02 6-9 ,I/defl >999 240 MT20.. 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.07 6-9 >999 180 TCDL 10.0 ,, Rep Stress Incr YES WB . 0.03 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -AS Weight: 42 Ib FT = 20% BCDL 10.0 LUMBER- _ BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G F REACTIONS. (Ib/size)2=557/0-5-8,4=557/0-5-8 . , Max Horz 2=62(LC 13) S Max Uplift 2=-111(LC 14),4=:l 1 1(LC 14) FORCES. (lb) -Max. Comps/Max. Ten. -All forces 250 (lb) or less except when shown. { TOP CHORD 2-3=-643/144; 3-4=-643/144 BOT CHORD 2-6=-28/518,4-6=-28/5118 WEBS 3-6=0/263 t NOTES - 1) Wind: ASCE 7-10; VUI1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFP.S (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-10-0, Exterior(2) 5-10-0 to 8-10-0 zone; cantilever left and richt exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60'plate grip DOL=1.60, . 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been desigred for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other five loads.l 5) This truss has been desigred fora 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical conne-tion (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=111,4=111. 9) This truss design requires -.hat a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. I r tt t. • 1 Q�pFESSIOA14 o ZNqO• . ycZm C 70068 9-3 18 1 N+ August 31,2017 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - �. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•� build.ng 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 - i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle' Safe -.y Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Jab Truss" Truss Type Qty Ply john slarr residence r �t - "+K3623391 171008 E1 v Common �, ;- 6 ' 1 F. ' Job Reference (optional) - F. meeks lumber, ` redding r 8.010 s Aug 11 2017 MiTek Industries, Inc: Thu Aug 31 11:51:32 2017. Page 1 - ` ID:OoLxOT8pftQclvS??axwtEzmUds-mtjCTPa_6vv7817F?Fpty7KOK8CsXxkzD651zvyiL?f - .f -� , �• 4-8-12 . 9-5.8 14-2-4 18-11-0 4-8-12 _ 4-8-12 + ! 4-8-12 - ~ "'� `.•_ .. , - I . I 4-8-12% - � ' • Scale: 3/8:=1' • r 4x4 =-i '�,• r - , - ¢ ' Jab Truss" Truss Type Qty Ply john slarr residence r �t - "+K3623391 171008 E1 v Common �, ;- 6 ' 1 F. ' Job Reference (optional) - F. meeks lumber, ` redding r 8.010 s Aug 11 2017 MiTek Industries, Inc: Thu Aug 31 11:51:32 2017. Page 1 - ` ID:OoLxOT8pftQclvS??axwtEzmUds-mtjCTPa_6vv7817F?Fpty7KOK8CsXxkzD651zvyiL?f - .f -� , �• 4-8-12 . 9-5.8 14-2-4 18-11-0 4-8-12 _ 4-8-12 + ! 4-8-12 - ~ "'� `.•_ .. , - I . I 4-8-12% - � ' • Scale: 3/8:=1' • r 4x4 =-i '�,• r - , - ¢ ' . , I 6.00 12 • ' - .. i a .a. •-, 16 15 e • - 12x4 \\ 2x4 // • ' _ 14 c 17 - 15 IX I 4x4 = i 4x4 = . „ �• x ' � -- - 4x4 ' - - - 1, ., 6-3-11 12-7-5 t _ • 18-11- 0 ' 6-3-11 6-3-11 - 6-3-11 LOADING (psf)TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP i (Roof Snow=20 0) ` Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.03 6 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1:15 BC 0.25 Vert(CT) -0.12 6-7 >999 180 BCLL o.6 Rep Stress Incr YES WB 0.06 Horz(CT) 0.03. , 5 n/a n/a, ° BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 77 Ib - FT = 20%- LUMBER- BRACING- t ,. TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4, DF No. 1&Btr G BOT CHORD (Rigid ceiling directly applied. ' WEBS 2X4 DF No. 1&Btr G 4 , REACTIONS. (Ib/size) 1=757/0-5-8, 5=757/0-5-8 r ` Max Horz 1=-80(LC 12) " - . �• w Max Uplift 1=-96(LC 14), 5=-96(LC 14) FORCES. (lb) - Max. Comp./Max.rTen. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1330/254, 2-3=-1189/255, 3-4=-1189/255, 4-5=-13301254 ' BOT CHORD 1-7=-173/1164, 6-7=65/761, 5-6=-171/1164 T' WEBS 3-6=61/458, 4-6=-303/131, 3-7=-61/458, 2-7=-303/131 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 1� 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-5-8, Exterior(2) 9-5-8 to 12-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ` shown; Lumber DOL=1.60 plate grip DOL=1.60 _' f 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 w r 3) Unbalanced snow loads have been considered for this design. ; 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , j N '.. L• 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 i will fit between the bottom chord and any other members. i L 1 6) A plate rating reduction of 20% has been applied for the green lumber members. f t. f 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. '* 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum , sheetrock be applied directly to the bottom chord. ° • Q�OFESSIO/v ZHq J C 70068 P. 18: August 31,2017 ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ■ • . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall +�. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A 1�e 1.k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 - 111 meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:34 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-iFryu5cFeX9rNLHd7g sL1 YQMgyuK?rEGh Pa8e Nyi L?d r 4-8-12 .9.5-8 14-2-4 18-11-0 4-8-12 4-8-12 4-8-12 4-8-12 _ Scale: Z/8"=1' 4x4 = A 3 1 `I 0 P6 - 4x4 = 4x4 = Job Truss Truss Type Oty - Ply john Starr residence t. 6-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP K3623392 Plate Grip DOL 1.15 171008 E1D COMMON 1 1 BC 0.25 Vert(CT) -0.12 6-7 >999 180 Rep Stress Incr YES WB 0.06 Horz(CT) 0.03 .5 n/a n/a Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:34 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-iFryu5cFeX9rNLHd7g sL1 YQMgyuK?rEGh Pa8e Nyi L?d r 4-8-12 .9.5-8 14-2-4 18-11-0 4-8-12 4-8-12 4-8-12 4-8-12 _ Scale: Z/8"=1' 4x4 = A 3 1 `I 0 P6 - 4x4 = 4x4 = - , ' _• 4x4 = 4x4 = • 6.3-11 12-7-5 -" 18-11-0 6-3-11 6-3-11 6-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 • Vert(LL) -0.03 7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.12 6-7 >999 180 Rep Stress Incr YES WB 0.06 Horz(CT) 0.03 .5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -AS I Weight: 77 Ib FT = 20% LUMBER- BRACING- 1 TOP CHORD 2X4 DF No. l&Blr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. i&Btr G BOT CHORD Rigid ceiling directly applied. ^ WEBS 2X4 DF No. i&Bit G • . REACTIONS. (Ib/size) 1=757/0-5-8, 5=757/0-5-8 f, ; l Max Horz 1=-80(LC 40) Max Uplift 1=-348(LC 43), 5=-348(LC 44) „ y Max Grav 1=863(LC 56), 5=863(LC 57) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1541:741, 2-3=-1260/497; 3-4=-1260/513,4-5=-1541/756 BOT CHORD 1-7=-633/1401, 6-7=-230/811, 5-6=-634/1349 WEBS 3-6=-70/4E8,4-6=-303/133, 3-7=-65/458, 2-7=-303/135 r NOTES - 1) Wind ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24f1; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-5-8, Exterior(2) 9-5-8 to 12-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ! shown; Lumber DOL=1.60 plate grip DOL=1.60 v 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. r 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 des gned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom. chord and any other members. . 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) . ` 1=348,5=348. 8) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist - I I �OfESS/ONq drag bads along bottom chord from 0-0-0 to 18-11-0, 0-0-0 to 18-11-0 for 26.4 plf. 9) This truss design that 7/16" be directly to the top I/V OQ ZH `F M AQ '%� requires a minimum of structural wood sheathing applied chord and gypsum ��, sheelrock be applied directly to the bottom chord. = z J C 70068 ' + E 30- 18 • "� S P August 31,2017 AWARNING -Verity designparamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-W3 rev. 10/03/2015 BEFORE USE. , Design valid for use only wilrt MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall - VM • 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Corona, CA 92880 Job Truss Truss Type Qty Ply john starr residence TCLL 20.0 SPACING- 2-0-0 K3623393 171008 E2 COMMON SUPPORTED GAB 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 Job Reference (optional) IIICCRJ IUIIIUCI, ICUUIIIy 1-6-0 t5.UIU S Aug I I-ZUI / MI I eK Inaustrie5, Inc. I hu Aug 31 11:51:35 2017.Page 1 I D:OoLxOT8p(tQclvS??axwtEzmUds-AR PK6RctPgHi?UrghONaamyYmM Hzkl3Qw3JhAgyiL?c 9-5-8 18-11-0 20-5-0 9-5-8 9-5-8 Scale = 1:35.1 4x4 = 9 10 rl� LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 17 n/r 120 MT20 220/195 Lumber DOL 1.15 BC 0.03 Verl(CT) -0.00 17 n/r 120 10) BCDL 10.0 - BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 16 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 100 1b FT ='20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Bir G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 OF No. 1&Btr G REACTIONS. All bearings 18-11-0. (lb) - Max Horz 2=-92(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 16, 25, 26, 27, 28, 29, 22, 21, 20, 19, 18 Max Grav All reactions 250 Ib or less at joint(s) 2, 16, 24, 25, 26, 27, 28, 29, 23, 22, 21, 20, 19, 18 FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -1-6-0 to 1-6-0, Exterior(2) 1-6-0 to 9-5-8, Corner(3) 9-5-8 to 12-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; C1=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 16, 25, 26, 27, 28, 29, 22, 21, 20, 19'18. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. f Q,pFESS/0& ZHAo �y2m C 70068 9-3018 August 31,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ■! • a truss system. Before use, the building designer must 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 A is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the AiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle' Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence -5 Plate Offsets{X,Y)-- f2:0-4-0,0-0-41 K3623394 171008 Ji JACK -OPEN 2 1 PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 7 , >999 240 Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:36 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-feyiJlldVABPZdeQOE5up6zVjVldMTIjZ8j3FjGyiL?b -1-6A 1-11-112- -0 1-6-0 1-11-11 0- -5 Scale = 1:10.7 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-11-9 zone; cantilever left and right expcsed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 Ct between the bottom chord and any other members. 7) A plate rating reduction cf 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical conrection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. Q�OV ESSIO/V ZHgp �2cm C 70068 August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473re, 10/03/2015 BEFORE USE. Design valid for use only win MiTek(D 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver/, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availa)le from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 0 -5 Plate Offsets{X,Y)-- f2:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL� in (loc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.09 Vert(LL) 0.00 7 , >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -MS Weight: 8 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr.G BOT CHORD Rigid ceiling directly app.ied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=203/0-5-8, 4=11/Mechanical, 3=34/Mechanical Max Horz 2=62(LC 14) Max Uplift 2=-80(LC 14), 3=-8(LC 11) Max Grav 2=203(LC 19), 4=30(LC 5), 3=34(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-11-9 zone; cantilever left and right expcsed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 Ct between the bottom chord and any other members. 7) A plate rating reduction cf 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical conrection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. Q�OV ESSIO/V ZHgp �2cm C 70068 August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473re, 10/03/2015 BEFORE USE. Design valid for use only win MiTek(D 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 possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver/, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availa)le from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 JobTruss . • • '' ID:OoLxOT8pftQclvS??axwlEzmUds-7gW5X7e7xSXQEo?CooP2fB2uH9zOCCyiNNooFiyiL?a " 1.1-11-11 Truss Type Ory Ply " john Starr residence , t �' `tet r�� Scale = 1:10.6 _ • v < K3623395 171008 J2 JACK -OPEN 2 1 Job Reference (optional)' meexs lumner, reaoing - 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:37 2017 Page 1 , • '' ID:OoLxOT8pftQclvS??axwlEzmUds-7gW5X7e7xSXQEo?CooP2fB2uH9zOCCyiNNooFiyiL?a " 1.1-11-11 -1-6-0 4-0-0' •t + i•r . _ - 1 -6-0 '' , - ..,, 1-11-11 • y F 2-0-5. - ^ _- , 1 r , .' v + . - ' r�� Scale = 1:10.6 .. •' , - + - •_ .- • v 6.00 12' • 1. i { , • + , .. ` .. � 11. , - e 41 , •, ♦ �� • _ - ' 2.5x5 = . - r .' r • r " • • 1! rVf M1 - •a- '' •' •S.'~- • r � . r.. ♦`. Y , .- f•• .♦ r ^ t. ., i' � - 1-10-15 111'2 2 21-5 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. iri (loc). I/defl Ltd '. PLATES;, GRIP ; (Roof Snow=20.0) Plate Grip DOL • 1.15 TC 0.09 Vert(LL) -0.00 , 4-7 >999 240 MT20 • + 220/195 r TCDL 10.0 a Lumber DOL 1.15 BC 0.06 * Vert(CT) -0.01 4-7 >999 180 Rep Stress lncr YES • -- WB 0.00 Horz(CT) 0.00. 3 n/a n/a• BCLL 0.0 ' , BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight 11 Ib ' FT = 20% . LUMBER- -` BRACING- ' " TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1 &Btr G + - BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=46/Mechanical, 2=210/0-5-8, 4=28/Mechanical ! -' Max Horz 2=61(LC 14) Max Uplift 2=-74(LC 14) 1. Max Grav 3=50(LC 5), 2=210(LC 19), 4=58(LC 5) FORCES. (lb) - Max. Comp./Max.Ten. - All forces 250 (lb) or less except when shown. *' t r s �� ' NOTES• , .. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL'=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. t • ' II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 1-10-15 zone;, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 F ' + t .. , 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1' < ••+ ° ° I '`, 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 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. l ; 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. < 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. r 10) -This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %" gypsum 1 sheetrock be applied directly to the bottom chord. Q,�,pFESS10& ZHA t; C 70068 m +• -30-2018 August 31,2017 r &WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not- a truss system. Before use, the building designer must verifythe applicability of design parameters and properly incorporate this design into the overall' •• _�• v 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. r Corona. CA 92880 - Job Truss Truss Type Qty Ply john starr residence LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • K362b396 171008 .13 JACK -OPEN 2 1 MT20 220/195 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.03 4-7 >999 180 Job Reference c (tonal meeks lumber, redding 8.010 s Aug 111 2017 MiTek Industries, Inc. Thu Aug 31 11:51:37 2017 Page 1 I D:OoLxOT8pftQclvS??axMEzlnUds-7q W5X7e7xSXQEo?CooP2fB2ttz9ydC Cyi NNooFiyiL? 3 1-6-0 3-11-11 Im 0 Scale = 1:15.7 1 0 3-11-11 05 - - Plate Offsets (X,Y)-- 12:0-4-0,0-0-41 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 4-7 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.03 4-7 >999 180 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code IBC2015(rP12014 Matrix -AS Weight: 14 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X4 OF No-1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No-1&BtF G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=95/Mechanical, 2=264/0x5-8, 4=44/Mechanical Max Horz 2=91 (LC 14) Max Uplift 3=-35(LC 14), 2=-70(LC 14) Max Grav 3=104(LC 19), 2=266(LC 19), 4=69(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This -truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) A plate rating reduction cf 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Q'ii'aFESSIONQ7 ZHAo Fyc� J C 70068 EXP. 9-30-2018 sT9T CIVI\. F OF CM -\F August 31,2017 ®WARNING -Verify desisn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabil ty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver(, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component - 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Plyjohn Starr residence CSI. DEFL. in —(loc) Uclefl L/d PLATES GRIP (Roof Snow=2 K3623397 171008 J4 ROOF SPECIAL GIRDER 2 1 10) 10.0 Lumber DOL 1.15 BC 0.13 ' -0.02 6-9 >999 180 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:38 2017 Page 1 ID:OolxOT8pflQclvS??axwtEzmUds-bO4TkTflilfHsyaPM WW HCOa2dZHCxeTscl YMn8yiL?Z •1.6-0 3-6-12 3-11-11 6-0-0 1-6-0 3-6-12 0-4-15 2-0-5 NAILED 4x6 \\ 2.5x5 = Scale = 1:17.8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-395/46 BOT CHORD 2-6=-50/293, 5-6=-57/283 WEBS 3-5=-363/45 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 2, S. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 Ib down and 122 Ib up at 3-8-8 on top chord. The design/selection of such connection de4ice(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=-22 10=-44(F) 12=-9(F) 13=-25(F) Q�pF ESSIO/V4 ZHAO C 70068 EXP. 9-30-2018 August 31,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 3-6-12 2-5-4 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in —(loc) Uclefl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 6-9 >999 240 MT20 220/195 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 6-9 >999 180 Rep Stress Incr NO B W 0.05 Horz(CT) 0.00 5 n/a n/a BCLL BCDL 0.0 10.0 Code IBC2015rrP12014 Matrix -MS Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF No. 1&Btr G BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=370/0-5-8, 5=287/Mechanical Max Horz 2=73(LC 40) Max Uplift 2=-95(LC 10), 5=-52(LC 7) Max Grav 2=536(LC 24), 5=319(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-395/46 BOT CHORD 2-6=-50/293, 5-6=-57/283 WEBS 3-5=-363/45 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 2, S. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 Ib down and 122 Ib up at 3-8-8 on top chord. The design/selection of such connection de4ice(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=-22 10=-44(F) 12=-9(F) 13=-25(F) Q�pF ESSIO/V4 ZHAO C 70068 EXP. 9-30-2018 August 31,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence TCLL 20.0 SPACING- 2-0-0 ` K3623398 171008 :5 JACK -OPEN 2 1 PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries. Inc. Thu Aug 31 11:51:39 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzinUds-3DeryogNT3t18U69bwDR Wkc7 BQzb_g5S?ghHvJbyiL?Y -1-6-0 5-11-11 6- -0 1-6-0 5-11-11 0- -5 5 Im h 0 Scale = 1:20.6 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 4-7 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.14 4-7 >507 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a 8CLL 0.0 Code IBC2015/TP12014 Matrix -AS • Weight: 20 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3=154/Mechanical, 2=338/0-5-8, 4=71/Mechanical Max Horz 2=120(LC 14) Max Uplift 3=-59(LC 14), 2=-68(LC 14) Max Grav 3=176(LC 19), 2=343(LC 19), 4=107(LC 5) FORCES. (lb) - Max. Cone./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(l) 1-6-0 to 5-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=2C.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with othe- live loads. 5) This truss has been dgsigned 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 botton chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(g) 3, 2. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheelrock be applied directly to the bottom chord. 9�afESSIO/V ZFIg0 ` �?cpm C 70068 9-3018 August 31,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wkh 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 Mal' 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, deliver, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty 6-0-0 6-0-0 start residenceK3623399 1 ]PIy_1john 171008 J6 JACK -OPEN 2 TCLL 20.0 SPACING- r Job Reference o tional meeKs lumoer, reading 0 D 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:40 2017 Page 1 1 I D:OoLxOT8pftQclvS??axwtEzmUds-XPCD98g?DNv?5GknTxylHpgM6 Nx5PYi93L 1 Ss 1 yiL?X 6-0-0 7-11-11 -6.0-0 s Scale = 1:26.5 Id 1 6-0-0 6-0-0 1 LOADING (psf) TCLL 20.0 SPACING- r CSI. GRIP 220/195 BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 23 Ib FT'_ 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. " BOT CHORD 2X4 DF No. 1&Str G t BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except Qt=length) 2=0-5-8, 5=Mechanical, 3=0-3-1. (lb) - Max Horz 2=149(LC 14) Max Uplift All uplift 100 Ib or less at joints) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=345(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat_. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 11W gypsum�pFE$$IONq sheetrock be applied directly to the bottom chord. Q ZHAO C 70068 * K9 -3n8 August 31,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 6-0-0 6-0-0 1 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 5-8 >999 240 MT20 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.14 5-8 >491 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a GRIP 220/195 BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 23 Ib FT'_ 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. " BOT CHORD 2X4 DF No. 1&Str G t BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings Mechanical except Qt=length) 2=0-5-8, 5=Mechanical, 3=0-3-1. (lb) - Max Horz 2=149(LC 14) Max Uplift All uplift 100 Ib or less at joints) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=345(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat_. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 11W gypsum�pFE$$IONq sheetrock be applied directly to the bottom chord. Q ZHAO C 70068 * K9 -3n8 August 31,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply john start residence • 2 a 9 v .. r` K3623400 171008 J7 JACK -OPEN 2 1 LOADING (psi SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud Job Reference (optional)i meeks lumber„ redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:40 2017 Page.1 I D:OoLxOT8pftOGvS??axwtEzmUds-XPC D98g?DNv?5GknTxylHpgMBNx8PYi93L 1 Ssl yiL%X 1 6-0 6-0-0 9-11-11 1-6.0 6-0-0 3-11-11 - r Scale= 1:30.6 • S .. I 0 ` r . 6.00 fl2 12 3 - - ' N 10 2 a 9 v .. • c - 6r 2.5x5 = - 600 - - 6-0-0 LOADING (psi SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 6-9 >999 240 MT20 '220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC . 0.22 Vert(CT) -0.14 6-9 >491 r 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015ITP12014 Matrix -AS Weight: 26 Ib FT = 20% LUMBER- BRACING- F TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied.. - * BOT CHORD "2X4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied. n REACTIONS. All bearines Mechanical except Qt=length) 2=0-5-8, 6=Mechanical, 3=0-3-1, 4=0-1-8. (lb) - Max Horz 2=179(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 - Max Grav All reactions 250 Ib -or less at joint(s) 5, 6, 3, 4 except 2=344(LC 1) r , f FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. � 4 NOTES - 1) Wric: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. l Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psi (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. i r 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 4- 9) Refer to girder(s) for truss to truss connections. 10) Prcvide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Prcvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. r 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. pFESSIO& 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %," gypsum be di-ectly to the bottom OQ� q7 ZH qQ �yC sheetrock applied chord. ��lr �.� J C 70068 . ^ .9-30- 18 Y T 0 August 31,2017 ,&WARNING - Verify desigi parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117II.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only whi MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, -he 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 andfor chord members only. Additional temporary and permanent bracing - MiTek^ is atways 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Plyjohn Starr residence DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 K3623401 171008 JC1 Diagonal Hip Girder 2 1 BC 0.12 Vert(CT) -0.01 8-11 >999 180 will fit between the bottom chord and any other members. 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr NO Job Reference (optional) meeks lumber, redoing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:41 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-?bmbM Uhe_g 1 sjPJz 1 eU_p 1 CXKmJZB?yll?m00Tyi L? W -2-1-7 2-9-3 15-5-15 2-1-7 2-85 12-8-12 3 NAILED 2.5x5 = NAILED NAILED Scale = 1:35.3 Plate Offsets (X,Y)-- (2:0-0-1.0-0-31 1) Wind: ASCE 7-10; Vul1=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 8-11 >999 240 MT20 220/195 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 8-11 >999 180 will fit between the bottom chord and any other members. 10) BCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 6 n/a n/a 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5. BCDL 10.0 Code IBC2015rrP12014 Matrix -MS 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 12) "NAILED" indicates 3-1Od Weight: 30 Ib FT = 20% LUMBER- BRACING - OQ� ZN TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0.2-2 except Qt=length) 2=0-7-6, 8=Mechanical, 4=0-4-5, 6=0-6-9. (lb) - Max Horz 2=204(LC 10) Vert: 8=-15(F=O, B=-15) 3=-8(B) 4=-29(F) 6=-1(F) 12=114(F=57, B=56) Max Uplift All uplift 100 Ib or less at joint(s) 2, 3, 4, 5, 6 Max Grav All reactions 250 Ib or less at joint(s) 8, 3, 4, 5 except 2=314(LC 1), 6=250(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 1.00 times flat roof load of 20.0 psf on overhangs r non -concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3, 4, 5, 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 12) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 13) In CASE(S) ()FESSION 9�F the LOAD section, loads applied to the face of the truss are noted as front (F) or back (B). OQ� ZN LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) J C 70068 ;o Vert: 1-7=-60, 8-9=-20 Concentrated Loads (Ib) Vert: 8=-15(F=O, B=-15) 3=-8(B) 4=-29(F) 6=-1(F) 12=114(F=57, B=56) * _C-2018 * / August 31,2017 ,&WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john slam residence TOP CHORD 2X4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2X4 DF No. I&Btr G except end verticals. WEBS 2X4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K3623402- 171008 P1 BLOCKING SUPPORTED 8 1 Max Grav 4=210(LC 11), 3=210(LC 10) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-414/449 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:42 2017 Page 1 I D:OoLxOT8pftQclvS??ax mEzmUds-To K_agiGl_9iLZuAbM?DMEIkKAgitRaSXf WZwwyiL?V 1-10-6 1-10-6 4x4 = 1 4 3 2.5x5 11 4x4 = Scale = 1:25.5 LOADING (psf) TCLL 20 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015fTP12014 CSI. TC 0.14 BC 0.03 WB 0.10 Matrix -S DEFL. in floc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2X4 DF No. I&Btr G except end verticals. WEBS 2X4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) c=63/1-10-8, 3=63/1-10-8 Max Horz 4=-136(LC 8) Max Uplift 4=-193(1-C 8), 3=-193(LC 9) Max Grav 4=210(LC 11), 3=210(LC 10) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-414/449 WEBS 1-3=-414/414 NOTES - 1) Wind: ASCE 7-10; Vult=1,10mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. It: Exp C; enclosed; MWFRS (directional) and C -C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; C1=1.1 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-0-0 oc. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) ' 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 botton chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide truss to bearing withstanding 100 Ib at except �OFESS/0& �Q ZH `F• AQ tiC mechanical connection (by others) of plate capable of uplift joint(s) (jt=1b) 4=193,3=193. 2 J C 70068 FILO 9-2018 * August 31,2017 ,&WARNING . Verify desigt parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010212015 BEFORE USE. Lai' Design valid for use only wilt MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �y�• a truss system. Before use, the building�designer must verify the applicability of design parameters and properly incorporate this design into the overall ���.YY building design. Bracing incicated 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 ANSIITP11 Quality Criteria, DSB49 and BCSI Building Component 250 Klug circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john start residence PLATES GRIP .'. (Roof Snow=2 • TC 0.08 Vert(LL) 0.00 4 n/r 120. K3623403 171008 PBI Piggyback 20 1 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Job Reference (optional) meeKS iumoer, reaaing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:43 2017 Page 1 ID:OolxOT8pftQclvS??axwtEzmUds-x tMnAjuWIHZyjTM93WSvSlwOaOdcvEbIJF7SMyiL?U 3-8-5 7-4-10 3-8-5 3-8-5 4x4 = 3 8 6 2x4 = -2x4 II a 2x4 = Scale = 1:14.1 7-4-10 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. - DEFL. in (loc) I/defl L/d - PLATES GRIP .'. (Roof Snow=2 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 4 n/r 120. MT26 220/195 10) TCLL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Blr G ` REACTIONS. (Ib/size) 2=147/5-6-0, 4=147/5-6-0, 6=212/5-6-0 Max Horz 2=28(LC 13) Max Uplift 2=-47(LC 14), 4=-47(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-11 to 3-4-11, Interior(1) 3-4-11 to 3-8-5, Exterior(2) 3-8-5 to 6-5-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of_min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q,�'pFESS'44q ZNgp J C 70068 EXP. 9-30-2018 CIVIL ' OF CAUF August 31,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r �• 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Plyjohn Starr residence I/defl Lid T 20.0 TCLL 2 Plate Grip DOL 1.15 K3623404 171008 R1 Comer Rafter 2 1 (Roof Snow=2 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.02 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:43 2017 Page I I D:OoLxOT8pftQclvS??axwtEzmUds-x_tMnAju WIHZyjTM93 WSvSI sKaOLcvRbIJF7 SMyiL?U 14-6-7 14-6-7 -6 5-9-10 12-5-10 0- -0 3-4-0 3-4-0 3-4-0 0• -0 1.11-9 le Scale = 1:28.0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP 20.0 TCLL 2 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 2-3 >999 240 (Roof Snow=2 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.02 3-4 >999 180 10) BCDL 10.0 Rep Stress Incr NO WB - 0.00 Horz(CT) -0.00 ' 5 n/a WeBCLL 0.0 Code IBC2015/TP12014 Matrix -MS Weight: 22 Ib FT = 20% BCDL . 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Blf G TOP CHORD BOTCHORD REACTIONS. All bearincs 0-2-8. (lb) - Max Horz 2=202(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4 except 2=-120(LC 10), 5=-154(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 3, 4 except 2=329(LC 1), 5=364(LC 14)_ FORCES. (lb) - Max. Cone./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=2C.0 psi (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 fid between the botton chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. , 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=1b) 2=120,5=154. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balancedk Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60 t Q,�,pFEssloty t ZHgo �ZcZm C 70068 August 31,2017 ®WARNING -Verify desiyt parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wM 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 Lai' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stabil ly 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john starr residence (Roof Snow=2 Plate Grip DOL 1.15 TC 0.38 10) TCDL 10.0 Lumber DOL 1.15 K3623405 171008 R2 Comer Rafter 1 1 Matrix -MS Job Reference (optional) meeks lumber, redding 14.6-7 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:48 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzinUds-lyh Fglm I Lgws3U LKxc6dcV?i3bj WHAhKvbzu8Zyi L?P LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. (Roof Snow=2 Plate Grip DOL 1.15 TC 0.38 10) TCDL 10.0 Lumber DOL 1.15 BC 0.00 Rep Stress Incr NO WB 0.00 BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -MS LUMBER - TOP CHORD 2X4 DF No.1&Btr G DEFL. in '(loc) I/deft L/dam Vert(LL) -0.02 2-3 >999 240 Vert(CT) -0.02 3-4 >999 180 Horz(CT) -0.00 5 n/a n/a BRACING - TOP CHORD BOTCHORD REACTIONS. All bearings 0-2-8. (lb) - Max Horz 2=202(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4 except 2=-120(LC 10), 5=-154(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 3, 4 except 2=329(LC 1), 5=364(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:27.8 �N 6 PLATES GRIP Weight: 22 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=1b) 2=120,5=154. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 - Uniform Loads (plf) Vert: 1-6=-60 Q,;,pFESSIONge ZH,gO �c2 CJ C 70068 August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 iTe 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 ANSI/TPI1 quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 - Job Truss Truss Type Oty Plyjohn starr residence TCLL 20.0 SPACING- 2-0-0 K3623406 171008 R3 Comer Rafter 1 1 PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.00 Job Reference c tional meeks lumber, redding 1 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:50 2017 Page 1 ID:OolxOT8pftQclvS??axwtEzmUds. EKp?FZoHtRAaloVi3185hw45KPP_14AdMvS_CSyiL?rJ 3-8-11 Scale = 1:9.3 m 0 0 0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.00 2-3 >999 240 1 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 2-3 >999 180 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 , 3 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix -MS - Weight: 6 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2X4 DF No.18Btr G REACTIONS. (Ib/size) 3=18/Mechanical, 2=203/0-2-8 Max Horz 2=53(LC 10) Max Uplift 3=-9(LC 7), 2=-103(LC 10) Max Grav 3=22(LC 25), 2=204(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=103. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"0.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead r Snow (balanced): -umber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60 Q�OFESSIONq� 2 17 1 0 2 m C 70068 AXP. 9-3nIB August 31,2017 ,&WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with vliTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall builcing 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty; CSI. john Starr residence PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.38 �Ply� K3623407 171008 R4 Comer Rafter 2 1 Rep Stress Incr NO WB 0.00. Horz(CT) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference o tional meeKS IUMDer, reading 8.U10 s Aug 11 2017 Mi I ek Industries, Inc. Thu Aug 31 11:51:50 2017 Page 1 ID:OoLxOTBpftQclvS??axwlEzmUds-EKp?FZoHtRAaloVi3185hw42ZPP 14AdMvS_CSyiL?N 12-6-14 13-3-7 12-6-14 0-8-9 Scale = 1:28.2 NAILED 6 2- 2-4-6 5 10 -10 - 5-9 9-1-10 13-3-7 2-4 -6 0-1-4 3-4-0 3-4-0 4-1-13 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 4-5 >999 240 10) BCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.03 4-5 >999 160 Rep Stress Incr NO WB 0.00. Horz(CT) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015rrPI2014 Matrix -MS Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G 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. REACTIONS. All bearings 0-2-8. (lb) - Max Horz 2=180(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5 except 2=-128(LC 10) w Max Grav All reactions 250 Ib or less atjoint(s) 3, 4, 5 except 2=329(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5 except Qt=1b) 2=128. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) E Vert: 1-6=-60 e ZH M A OAC``2G1 cu ?n J C 70068 - XP. 9-3 8 " SFO August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. w Design valid for use only with MiTek® connectors. This design is based onty 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 ANSIITPI1 Quality Criteria, OS849 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence 0 SPACING- 2-0-0 d DEFL. in (loc) I/defl L/d K3623408 171008' R7 Rafter - 4- 1 10) BCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 1-2 >999 180 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:51 2017 Page t I D:OoLxOT8pftQclvS??axwtEzmUds-i WMNTvpvell Rvy4uclfKD8dl sokDUXQmbZBYkuyiL?M 1-7-8 , 1-11-5 1-7-8 0-3-13 Scale = i:11.1 3 LOADING (psf) M d 0 SPACING- 2-0-0 d LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 . 10) BCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 1-2 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 - ; BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No 1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=44/Mechanical 2=72/0-1-8 Max Horz 1=42(LC 12) Max Uplift 2=-49(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=f 10mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) , 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. I �pFESSIOiya, ZHAl C�2 C 70068 EXP. 9.30-2018 CIV11 August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Hi building design. Bracing intlicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek• is always required for stabitty 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 - Job Truss Truss Type Ply john start residence ]Qty K3623409 171008 R8 Rafter 4 1 Job Reference (optional) meeKS IUmDeF, reaaing lil tI.UIU s Aug 11 2U1 f MI I elk Industries, Inc. I hu Aug 31 11:51:52 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-BjwlgFgXP3QIX6f5ASAZmLASNC4SD_gwgDx5HLyiL?L 3-5-5 3-5.5 l Scale = 1:13.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 10Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 2-3 >999 240 (Roof Snow=2 ) Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 2-3 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix -MS Weight: 6 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=14/Mechanical, 2=189/0-1-8 Max Horz 2=82(LC 12) Max Uplift 3=-10(LC 9), 2=-97(LC 12) Max Grav 3=18(LC 17), 2=189(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-4-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Q OESS/o/v �M ZH,q� X22 R1 J C 70068 � August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ■ • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �� AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - I V I ITe 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john starr residence I/defl L/d PLATES GRIP TCLL- 20.0 (Roof Snow= 20.0) Plate Grip DOL 1.15 K3623410 171008 P.9 Rafter 4 1 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:52 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-BjwlgFgXP301X6f5ASAZmLASKC4S D_gwgDx5HLyiL?L 4-11-5 4-11-5 Scale = 1:18.6 l6 d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL- 20.0 (Roof Snow= 20.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 2 >999 240. TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 2-3 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 Code IBC2015rrP12014 Matrix -AS Weight: 8 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD BOTCHORD REACTIONS. (Ib/size) 4=40/Mechanical, 2=190/0-1-8, 3=63/0-1-8 Max Horz 2=111(LC 12) Max Uplift 4=-22(LC 12), 2=-77(LC 12), 3=-26(LC 9) Max Grav 4=40(LC 17), 2=190(LC 1), 3=68(LC 17) FORCES. (lb) - Max. Como./Max' Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45f1; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction o-'20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 8) Beveled plate or shim recuired to provide full bearing surface with truss chord at joint(s) 2, 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the, lop chord and I/V gypsum sheetrock be applied directly to the bottom chord. Q�OFESSIO/Vq! ZHq C 70068 EXP. 9-30-2018 J1TgTF O August 31,2017 ®WARNING - Verify desig:r parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473re, 1010312015 BEFORE USE. Design valid for use only wili MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, .he building designer must verity the applicability of design parameters and properly incorporate this design into the overall wit 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, delivert, erection and bracing of trusses and truss systems. see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availade from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Plyjohn slarr residence TCLL 20.0 SPACING- 2-0-0 K3623411 171008 R10 Rafter � 4 1 PLATES GRIP (Roof Snow' -2 Plate Grip DOL 1.15- TC 0.10 Vert(LL) -0.00 Job Reference o tional meeKS lumber, reading 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:44 2017 Page 1 I D:OoLxOT8pftOclvS??axwlEzmUds-QARk? Wj WHbPOat 1 Yin 1 hRfg5M_LaLMhk_z?g?oyiL?T . i 5.7-8 6 5 5 5-7-8 0-9-13 Scale = 1:23.4 5 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP (Roof Snow' -2 Plate Grip DOL 1.15- TC 0.10 Vert(LL) -0.00 3-4 >999 240 10) TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 3-4 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Bir G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except (jt=length) 5=Mechanical. (lb) - Max Horz 2=140(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 5, 2,'3, 4 Max Grav All reactions 250 Ib or less at joint(s) 5, 2, 3, 4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-4-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and. /F gypsum sheetrock be applied directly to the bottom chord. r q ()VEMOIV44 ZH,4 Fti� C 70068 August 31,2017 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a [fuss 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 11 1Te 1. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M Il fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 4 Job Truss ; Truss Type Qty Plyjohn stall residence l K3623412, 171008 F:11 Rafter 3 1 (lb) - Max Horz 2=170(LC 12) Max Uplift 411 uplift 100 Ib or less at joint(s) 6, 2, 3, 4, 5 Max Grav All reactions 250 Ib or less at joint(s) 6, 2, 3; 4, 5 Job Reference (Optional) meeks lumber, redding - 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:44 2017 Page ' ID:OoLxOT8pflQclvS??axwtEznlUds-QARk?WjWHbPQat1 Yinl hRfg5M_LaLMhk_z?g?oyiL?T 7-7-8 7x111! ' 7-7-8 0-3-13 - • _ _ 8 F, i Scale = 1 28.2 l,r .5 t �y , 5 ' - 8.00 12 4 r 8 3 f rn N r N ' 7 ' A 2 r �, ` 6-0 3 _1_,-5 ! F 1 6 0 0 -12 - 2-M 2-0-0 2 4-9 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCDL 10.0BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL - 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code ISC2015/TPI2014 CSI. TC '0.10 BC 0.00 WB 0.00 Matrix -AS DEFL. in floc) I/deft L/d Vert(LL) -0.00 4-5 >999 240 Verl(CT) -0.00 4-5 >999 180 Horz(CT) -0.00 6 n/a n/a PLATES GRIP Weight: 13 Ib 1 FT = 20% LUMBER- C BRACING- t - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. 1 BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical. (lb) - Max Horz 2=170(LC 12) Max Uplift 411 uplift 100 Ib or less at joint(s) 6, 2, 3, 4, 5 Max Grav All reactions 250 Ib or less at joint(s) 6, 2, 3; 4, 5 FORCES. (lb) - Max. Comp./Max. Ten'- All forces 250 (lb) or less except when shown. NOTES- r 1) Wind: ASCE 7-10; Vult=1iOmph (3 -second gust) Vasd=87mph; TCDL=4.6psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 r. 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. , ) 4 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. I „ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 3, 4, 5. ^ 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. t 9) This t-uss design requiresthat a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/V gypsum l t sheet ock be applied directly to the bottom chord.ZHAO ' . ' l Q�OFESSIpNq� J C 70068 9-30- 18 " August 31,2017 ®WARNING - Verify designparamelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not V �y�• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �-�•YYi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , M iTe k•' ' is always required for Mehl ilk 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/TPI7 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availably from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. , Corona, CA 92880 Job Truss ITrussType CSI. TC 0.04 BC 0.00 WS 0.00 Matrix -MS Oty Ply john Starr residence TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=11/Mechanical, 2=101/0-1-8, 3=6610-1-8 K3623413 171008 R12 Rafter 1 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Job Reference (optional) meeKs lumber, reaaing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:45 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-uN?6Csk82vX HC 1 cIGUYw_tNH60hp4pxuDdkDXFyi L?S 01 1 2-7-13 0-6-5 2-1-8 • - - Scale = 1:12.9 3-0-3 3-0-3 t LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 "' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.04 BC 0.00 WS 0.00 Matrix -MS DEFL. in floc) I/defl Lid Vert(LL) -0.00 2-3 >999 240 Vert(CT) -0.00 2-3 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=11/Mechanical, 2=101/0-1-8, 3=6610-1-8 Max Horz 2=64(LC 12) ' Max Uplift 4=-6(LC 12), 2=-27(LC 12), 3=-34(LC 12) Max Grav 4=11(LC 17), 2=101(LC 1), 3=68(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. Q�(3FESS10Ng4 ZHA F�Z m J G 70068 August 31,2017 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. _- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 i Job Truss Truss Type Qty CSI. john Starr residence PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.04 �Ply� K362::414 171008. R13 Rafter 1 1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 f . Job Reference o tional meeks lumber, redding , i r .. j p• i P i - I R , I. f' 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:46 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-MZZUQClmpDf8pBBxgB39 W4wSnn 12pG61 RHUn3hyiL?F: 0 4-1-13 -5-1 0- 6 4 1-8 3 4 trt +' Scale = 1:19.3 R' 4 m �. 3 • 8.00 F12 P 2 r ' 5 N E 2-1-1 241-0 ' LOADING (psf) n� CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 1-2 >9991 240 r E TCDL I 10.0 r 211 F 451 t , E 2-1-1 241-0 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 1-2 >9991 240 r E TCDL I 10.0 Lumber DOL 1:15 BC 0.00 Vert(CT) -0.00 1-2 >999 180. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 7 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF NO.1 &Btr G ' TOP CHORD Structural wood sheathing directly applied. r BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except Qt=length) 1=0-1-7, 4=Mechanical. (lb) - Max Horz 1=84(LC 12) Max Uplift All uplift 100 Ib or less at joints) 4, 2, 3 + . Max Grav All reactions 250 Ib or less at joint(s) 1, 4, 2, 3 FORCES. (lb) -Max. Comp -/Max. Ten. -All forces 250 (lb) or less except when shown. - NOTES-. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-11 to 3-0-11, Interior(1) 3-0-11 to 4-4-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 + 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) • 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 --hord and any other members. ' 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. '. ' 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 2, 3.. 7) Provide mechanical conne.tion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3.' 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 2, 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. - + Q�OVESSIOIV44 t J 'C 70068 .9-3 8 ' August 31,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • 2 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• f. ' 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 ANSIITP11 Quality Criteria; OSS -89 and BCSI Building Component 250 Kfug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john Starr residence TCLL 20.0 SPACING- 2-0-0 K3623415 171008 R14 Rafter 1 1 PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 Job Reference (optional) meeKS IUmDer, reading 4 � 1 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:46 2017 Page 1 ID:OoLxOT8pftQclvS??axMEzmUds-MZZUQClmpDf8pBBxgB39W4wRnn12pGB1 RHUn3hyiL?R 3-7-13 4-5-1 3-7-13 0-9-4 A Scale= 1:16.8 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 2-3 >999 240 10) TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 2-3 >999 . 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 7 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 4=23/Mechanical, 2=193/0-1-8, 3=45/0-1-8 Max Horz 2=101(LC 12) Max Uplift 4=-13(LC 12), 2=-86(LC 12), 3=-20(LC 9) Max Grav 4=24(LC 17), 2=193(LC 1), 3=50(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-4-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %t" gypsum sheetrock be applied directly to the bottom chord. Q�OV ESSIO/V ZHgo J C 70068 pg � � /ol 8s August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown• and is for 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 Oi 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 ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312• Alexandria, VA 22314. Corona, CA 92880 Job —russ Truss Type Qty Plyjohn Starr residence Scale = 1:16.8 K3623416 171008 R15 Rafter 1 1 8.00 12 3 c� A 6 Job Reference (Optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:47 2017 Page 1 I D:OoLxOTBpftQclvS??axwtEzmUds-gl7tdYnlCa Wo?RKm7NvaO31 SdRBNHYjR BgxDKb7yiL?Q 4-5-1 4-5-1 TOP CHORD 2X4 DF No. '&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 4=38/Mechanical, 2=143/0-1-8, 3=80/0-1-8 °y " Max Horz 2=96(1_C 12) Max Uplift 4=-21 (LC 12), 2=-44(LC 12), 3=-38(LC 12) Max Grav 4=39(LC 17), 2=143(LC 1), 3=84(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWF.RS (directional) and C -C Exterior(2) 0-0-0 to 3-1-1, Interior(1) 3-1-1 to 4-4-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) - 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 9) This truss design requiresrthat a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/F gypsum sheetrock be applied directly to the bottom chord. 'LOESS/0/v ZH,q� C 700,�6gg8 ,t 130 8 August 31,2017 ®WARNING - Verify desigrrparamelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only wilh, 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 NEE 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 a Scale = 1:16.8 4 8.00 12 3 c� A 6 r 1 2 0 N ab d -0-5 -5- 11-5 0- -12 2-0-0 1-4-0 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 2-3 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -AS Weight: 7 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No. '&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 4=38/Mechanical, 2=143/0-1-8, 3=80/0-1-8 °y " Max Horz 2=96(1_C 12) Max Uplift 4=-21 (LC 12), 2=-44(LC 12), 3=-38(LC 12) Max Grav 4=39(LC 17), 2=143(LC 1), 3=84(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWF.RS (directional) and C -C Exterior(2) 0-0-0 to 3-1-1, Interior(1) 3-1-1 to 4-4-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) - 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 9) This truss design requiresrthat a minimum of 7/16" structural wood sheathing be applied directly to the top chord and I/F gypsum sheetrock be applied directly to the bottom chord. 'LOESS/0/v ZH,q� C 700,�6gg8 ,t 130 8 August 31,2017 ®WARNING - Verify desigrrparamelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only wilh, 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 NEE 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 a Job Truss Truss Type Qty Ply john Starr residence PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.10 K3623417 171008 R16 Rafter 1 1 1.15 BC 0.00 Vert(CT) 0.00 2-3 >999 180 Job Reference (optional) meeKS imnuer, reouing LOADING (psf) d.U1U s Aug 11 ZU1 / mil eK Industries, Inc. f hu Aug 31 11:51:47 2017 Page 1 ID:OolxOT8pflQclvS??axwlEzmUds-gl7ldYInOa Wo?RKm7 NvaO31 SceBN HYjRBgxDKb7yi L?Q 3-4-12 . 3-4-12 - TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 2-3 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 2-3 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 . 3 n/a n/a BCLL BCDL 0.0 10.0 Code IBC2015/TP12014 Matrix -MS Weight: 6 Ib FT = 20% LUMBER- -BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=12/Mechanical, 2=188/0-1-8 Max Horz 2=81 (LC 12) Max Uplift 3=-9(LC 9), 2=-98(LC 12) Max Grav 3=16(LC 17), 2=188(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. Q 'OFEsslo/v I ZH4 C 70068 X * 1" 9.30-2018 August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 Mire 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92660 Job Truss Truss Type Qty Ply john start residence K362:;418 171008 R17 Rafter 1 1 Job Reference (optional) meeks lumber, redding , 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:48 2017 Page 1 ID:OoLxOT8pftQclvS??axwtEzmUds-IyhFgtm1 Lgws3ULKxc6dcV?mJbjWHAhKvbzu8ZyiL?P 1-7-8 1-10-12 1-7-8 0-34 Scale = 1:8.4 011415% ��� lOMW LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 2 >999 240 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.00 Vert(CT) 0.00 2 >999 180 �TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code ISC2015ITP12014 Matrix -MS Weight: 3 Ib FT = N% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF NoA&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=332/0.1-8, 3=-219/Mechanical Max Horz 2=52(LC 12) Max Uplift 2=-262(LC 12), 3=-219(LC 1) Max Grav 2=332(LC 1), 3=202(LC 12) FORCES. (lb) - Max. Corr.p./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=-10mph (3 -second gust) Vasd=87rnph;.TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for membe-s and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=262,3=219. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. �pFESS/0N ZH,10 FycZ J C 70068 August 31,2017 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 101032015 BEFORE USE. Design valid for use only wth 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 andfor chord members only. Additional temporary and permanent bracing - MITek• is always required for stabiity 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 ANSIITP11 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oty Ply john staff residence K3623419 171008 R25 Rafter 4 1 Job Reference (optional) meeKS IUn1Der, feaciing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:49 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-In8Fd2Dnf682jgewW VKds8jYyN?310dwT8FiRgOyiL?O 1-5-11 1-5-11 TCLL rV20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 1 >999 180 Rep Stress Incr . YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015ITP12014 Matrix -MS Weight: 2 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=43/Mechanical, 2=43/Mechanical Max Horz 1=21(LC 14) Max Uplift 1=-9(LC 14), 2=-20(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) A plate rating reduction of 20% has been applied for the green lumber 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 100 Ib uplift at joint(s) 1, 2. f Q�OVESS/ONq/ ZHAo C 70068 August 31,2017 ®WARNING -Verify dosign parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 Mire 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john start residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d K3623420 171008 V1 Valley 1 1 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Job Reference c tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:53 2017 Page 1 I D:OoLxOT8pftQclvS??axmEzmUds-fvU8ubg9AMY99F DHk9hoJZidzcPYxRS33tgepnyiL?K 6-11-0 13-10.1 r 6-11-0 6-11-3 v d d 4x4 = Scale: 12"=1' 4x4 8 7 6 i 2x4 II 2x4 II 2x4 II 4x4 0 -13 8 -IG -1 0 -8 13-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=20.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -S Weight: 44 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 13-9-1.. (lb) - Max Horz 1=-53(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=287(LC 1), 8=309(LC 18), 6=309(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=-.10mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and'C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-11-0, Exterior(2) 6-11-0 to 9-11-0 zone; cantilever left and ; ight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads nave been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been desiped 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. r Q�OFESSIO/V ZHgo �y�m C 70068 *\ EXP. 9-30-2018 /* August 31,2017 ®WARNING -Verify desitin parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ontyw th MiTek(li) 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 inlicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe 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 ANSIITPII Quality Criteria, 058-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job_ Truss Truss Type Qty ply john start residence LOADING (psi K3623421 171008 V2 Valley 1 1 CSI.' DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL Job Reference o liana/ meeKs lumber, reading - 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:57 2017 Page 1 _ I D:OoLxOT8pftQclvS??axwtEzmUds-XgkejytgDb2aetX2z?mkTPtl I DmutEVfzUesyYyi L?G 4-11-0 _ 9-10-1 - 4-11-0 - - 4-11-0 - Scale = 1:18.1 4x4 = 2 n 4 2x4 i 2x4 II 2x4 REACTIONS. ((b/size) 1=155/9-9-1, 3=155/9-9-1, 4=375/9-9-1 Max Horz 1=-36(LC 12) Max Uplift 1=-28(LC 14), 3=-28(LC 14), 4=-31 (LC 14) Max Grav 1=157(LC 18), 3=157(LC 19), 4=375(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-11-0, Exterior(2) 4-11-0 to 7-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Q,j,'pFESS10N4� ZHg0 C 70068 EXP. 9-30-2018 August 31,2017 ®WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not e�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �r 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 ANSIrrPli Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlria, VA 22314. Corona, CA 92880 a -a -y LOADING (psi TCLL 20.0 SPACING- 2-0-0 CSI.' DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Cade IBC2015/TPI2014 Matrix -S Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G 4 REACTIONS. ((b/size) 1=155/9-9-1, 3=155/9-9-1, 4=375/9-9-1 Max Horz 1=-36(LC 12) Max Uplift 1=-28(LC 14), 3=-28(LC 14), 4=-31 (LC 14) Max Grav 1=157(LC 18), 3=157(LC 19), 4=375(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-11-0, Exterior(2) 4-11-0 to 7-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Q,j,'pFESS10N4� ZHg0 C 70068 EXP. 9-30-2018 August 31,2017 ®WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not e�• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �r 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 ANSIrrPli Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlria, VA 22314. Corona, CA 92880 t Job Truss Truss Type Qty Ply john slarr residence TCLL • 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 K3623422 171008. V3 Valley 1 1 ) 10) TCDL 10.0 Rep Stress jncr YES. WB 0.01 Horz(CT) 0.00 • 3 n/a n/a Job Reference to tional } meeks lumber, reading 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:57 2017 Page 1 I D:OoLxOT8pftOclvS??axwtEzmUds-XgkejytgDb2aetX2z?mkTPtKp Dn7tEkfzUesyYyiL? 3 2-11-0 I 5-10-1 . 2-11-0 - - .2-11-0 . t , Scale = -:11.8 4x4 = 2 ` 6.00 12 { 1 ' f m 1 r v d t ' 1 _ 0- 0- - 4 i 4 0 2X4 - 2x4 II 2x4 t8 5.10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL • 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.03 Vert(CT) n/a n/a 999 10) TCDL 10.0 Rep Stress jncr YES. WB 0.01 Horz(CT) 0.00 • 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -S 5) This truss has been desicned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Weight: 16 lb' FT = 20% BCDL 10.0 will fit between the bottom chord and any other members. i LUMBER- BRACING - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. TOP CHORD 2X4 DF No. I&Btr G ! a, TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD 2X4 DF No. I&Btr G y BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. OTHERS , 2X4 DF No. ,I&Btr G ZHAO Fyc/ t REACTIONS. (Ib/size) 1=92/5-9-1, 3=92/5-9-1, 4=181/5-9-1• Max Horz 1=-19(LC 12) 1, ` J C 70068. Max Uplift 1=-20(LC 14), 3=-20(LC 14), 4=-7(LC 14) i FORCES. (lb) -Max. Coma./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- .. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right f exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. r 2) TCLL: ASCE 7-10; Pf=2D.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. • c 4) Gable requires continuous bottom chord bearing. ' 5) This truss has been desicned 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) A plate rating reduction o-'20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. y ()f ESS10 ZHAO Fyc/ 2� ` J C 70068. F 4 .9-30- 18 t Duni ict 41 7n17 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • �• r 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 ind Gated is to prevent buckling of individual truss web andfor 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 fabrication, storage, delivery erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circte Safety Information availab'e from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 rt I' meeks lumber, redding Job Truss Truss Type Qty Ply john start residence K3623423 171008 V4 _ Valley 2 1 Job Reference (optional) b.UIU S Aug 11 ZUl I MI I eK Industries, Inc. I hu Aug 31 11:51:58 2017 Page 1 I D:OoLxOT8phQclvS??axwtEzmUds-?tH l xl ul_vARG 16FXjHzOcPUld6lchPoC80PUyiL?F 7-1-5 14-2-10 7.1-5 7-1-5 • 4x4 = - Scale = 1:29.4 r 3 j� u u u 4x4 f, 8 7 6 4x4 Q 2x4 11 2x4 11 2x4 11 10 14-2-4 0-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 10) Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -S - Weight: 51 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 14-1-14. (Ib) - Max Horz 1=-90(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Grant All reactions 250 Ib or less at joint(s) 1, 5 except 7=265(LC 1), 8=319(LC 17), 6=319iLC 18) FORCES. (Ib) - Max. Comp./Max' Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 7-1-5, Exterior(2) 7-1-5 to 10-1-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , will fit between the bottom chord and any other members. ; 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joini(s) 8, 6. ( Q�OFEsslo&gl ZH,4 161 J c 7006 August 31,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Nat , 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 I ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply '• john Starr residence ! 5-7-5 Vert(LL) n/a n/a 999 MT20 220/195 TCDL10.0 �, l K3623424 1710081 V5 Valley 2 1 WB 0.05 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC20151TPI2014 Matrix -S Job Reference (optional) meeks lumber, redding . I j I r r i r s s r { i 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:59 2017 Page 1 p ID:OoLxOT8ptlQclvS??axwtEzmUds-T3r:'8evvAClltAhR4QoCYgydulRbL8iyRo7zlRyiL?E 11-2-10 5-7-5 4x6 = , . Scale = 1:24.6 . 2 w 4 2x4 II - •4x4 t - 11-2-4 11-2-4 LOADING (psf) 11- 10, 0-0-6 TCLL- 1 20.0 SPACING- 2-0-0 - 'CSI. DEFL. in floc) I/defl L/d,, 5-7-5 (Roof Snow=20.0) Plate Grip DOL 1.15 ,'. 5-7-5 Vert(LL) n/a n/a 999 MT20 220/195 TCDL10.0 1r BC 0.16 Vert(CT) n/a n/a 999 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:59 2017 Page 1 p ID:OoLxOT8ptlQclvS??axwtEzmUds-T3r:'8evvAClltAhR4QoCYgydulRbL8iyRo7zlRyiL?E 11-2-10 5-7-5 4x6 = , . Scale = 1:24.6 . 2 w 4 2x4 II - •4x4 t - 11-2-4 11-2-4 LOADING (psf) 11- 10, 0-0-6 TCLL- 1 20.0 SPACING- 2-0-0 - 'CSI. DEFL. in floc) I/defl L/d,, PLATES GRIP, (Roof Snow=20.0) Plate Grip DOL 1.15 ,'. TC' 0.21 Vert(LL) n/a n/a 999 MT20 220/195 TCDL10.0 t. . Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC20151TPI2014 Matrix -S Weight: 36 Ib FT = 20% LUMBER- BRACING- r / STOP CHORD 2X4 OF No.1 &Btr G • , 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No:1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., OTHERS 2X4 DF Noa&Btr G REACTIONS. (Ib/size) f=200/11-1-14, 3=200/11-1-14, 4=420/11-1-14 - Max Horz '1=-69(LC 10) r Max Uplift '1=-39(LC 12), 3=-39(LC 12), 4=-26(LC 12) • FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I ' WEBS 2-4=-269/90 r NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.' ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 5-7-5, Exterior(2) 5-7-5 to 8-7-5 zone; cantilever left and eight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.EO plate grip DOL=1.60 — " 2) TCLL: ASCE 7-10; Pf=2C.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuoLs bottom chord bearing. 4) This,lruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction cl' 20% has been applied for the green lumber members. ! ' 7) Provide mechanical conrection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. r + ESS'0&1 Q�pF ZH40 F2c/ 2 1L � 4 J C 70068 , EXP. 9-30-2018 IVIL civil- F OF CAOF OF August 31,2017 ®WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only w'rh 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 Welk'` is always required for stabilly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deliver•, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DS849 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 ' Job Truss CSI. Qty Ply john Starr residenceK3623425 Plate Grip DOL 1.15 TC 0.15 rrussype MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 171008 V6o 2 1 , Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Job Reference o tional meeks lumber, redding d.UIU s Aug 11 ZU1 / Mi I ek Industries, Inc. Thu Aug 31 11:52:00 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzmUds-yFPn M_wY W WQ9VKGde8JR51 VpXRo34bL5gSiwztyiL?D 4-1-5 8-2-10 4-1-5 4-1-5 4x4 = 2 4 2x4 i 2x4 II 2x4 �� Scale = 1:19.2 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 26 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=155/8-1-14, 3=155/8-1-14,4=270/8-1-14 Max Horz 1=-49(LC 10) Max Uplift 1=-36(LC 12), 3=-36(LC 12), 4=-1(LC 12) ` FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-5-12 to 3-5-12, Interior(l) 3-5-12 to 4-1-5, Exterior(2) 4-1-5 to 7-1-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; C1=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. Q�pFESS10& ZHq m C 70068 � E . -30-2018 t F CAI-W���\P August 31,2017 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must 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 fy� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp�iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 r Job Truss Truss Type Qty Ply john Starr residence q til Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10) K3623426 171008 J7 Valley 2 1 1 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL : 10.0 Code IBC2015ITP12014 Matrix -S Job Reference (optional) meeks lumber, redding LOADING (psf) t.: 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:52:00 2017 Page 1. I D:OoLxOT8pftOclvS??axwtEzmUds-yFPnM_wY W WQ9VKGde8JR51 Vr9Rpu4 bV5gStwztyiL?D 2-7-5 5-2-10 - - 2-7-5 2-7-5 L 4x4 = - Scale = -.:13.5 .2 ( f T 4 2x4 -. ,_ .. •2x4 11 2x4 0 f Im TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) til Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10) Lumber DOL 1.15 BC • 0.03 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL : 10.0 Code IBC2015ITP12014 Matrix -S Weight: .15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No:1 &Btf G TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins. BOT CHORD 2X4 DF No. 1&Btf G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. OTHERS 2X4 DF N0.1&Btr G t n REACTIONS. (Ib/size) "-1=91/5-1-14,3=91/5-1-14,4=158/5-1-14 Max Horz 1=29(LC 11) t Max Uplift 1=-21(LC 12), 3=-21 (LC 12), 4=-1 (LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=.10mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 6=4511; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for membe s and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 l; i 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. , 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. ' 1 ' 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. y �OFESSI(0) _ � 2 Utc1 + C 70068 W J t; a R 18 lir I • August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not — e • ,,, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■�.YY■ building design. Bracing iniicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire K• is always required for stabilty and to prevent collapse with possible personal injury and property damage: For general guidance regarding the fabrication, storage, delivers, erection and bracing of trusses and truss systems, seeANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availaole from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA92880 Job Truss " Truss Type Qty Ply john staff residence K3623427 [job 171008 V8_ Valley 2 1 • - Reference (optional) nteerc5 runtuer, reuuutg t1.U1U s Aug 11 ZU1 I MI I ek Industries, Inc. I -hu Aug 31 11:52:01 2017 Page 1 I D:OoLxOT8pftQclvS??axvAEzmUds-QSz9ZKxAHgYO7UrpCrrgdF 1 Ocg9Pp2vFu6c45JyiL?C i 1-1-5 2-2-10 ' 115 115 4x4 = Scale = 1:6.4 8.00 12 2 ` 2x4 2x4 06 2-2-10 0- -6 2-2-4 Plate Offsets (X,Y)-- f2:0-2-O.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 10) Plate Grip DOL 1.15 TC 0.00 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.01 Verl(CT) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015ITP12014 Matrix -S WeigWeight:5lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. BOT CHORD . 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=50/2-1-14, 3=50/2-1-14 Max Horz 1=9(LC 11) Max Uplift 1=-6(LC 12), 3=-6(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cal. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. OFESS10Ng Ql ZHq p F2cZ C 70068 EXP. 9-30-2018 August 31,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev- 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ■• ■ a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design inti 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply john starr residence K3623428 171008 V9 Valley 1 1 Job Reference (optional) meeks lumber, redding i 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:52:02 2017 Page 1 I D:OoLxOT8pftQclvS??axwlEzinUds-ueXXmgxp27gtkeQOmYMvASaAoE VxYVL07mMddlyiL?B 7-7-0 7-7-0 - 2x4 11, -Scale: •2"=1' ' r 3 4 �� _ I Ll August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rov. 10/09/2015 BEFORE USE. Design valid for use only wth 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 andfor chord members only. Additional temporary and permanent bracing MiTek• is always required for stabriity 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 . ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 sr t d '`,/V r • 7 fi 5 2x4 i 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft • L/d PLATES GRIP TCLL 20.0 (Roof Snow=2 0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 1 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 4 n/a n/a 1 BCLL 0.0 BCDL 90.0 Code IBC2015/TP12014 Matrix -S Weight: 27 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No, 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr Gt , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., WEBS 2X4 DF No. 1&Btr G ' OTHERS 2X4 DF No. t&Btr G REACTIONS. All bearings 7-6-8. (lb) - Max Hoa 1=102(LC 14) ! d Max Uplift All uplift 100 Ib or less at joint(s) 7, 6 except 4=-167(LC 18), 5=-140(LC 5) •• Max Grav All reactions 250 Ib or less at joint(s) 1, 4 except 7=312(LC 18), 6=421 (LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1 ; WEBS 3-6=309:271 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.Bpsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MW=RS (directional) and C -C Exterior(2) 0-7-9 to 3-7-0, Interior(1) 3-7-0 to 7-7-0 zone; cantilever left and right k exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate ` grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. ` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom_ chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. - 8) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 6 except Qt=lb) FESS/ONa 4=167,5=140. e ZHq� rFyZ� i J C 70068 30,29,18 August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rov. 10/09/2015 BEFORE USE. Design valid for use only wth 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 andfor chord members only. Additional temporary and permanent bracing MiTek• is always required for stabriity 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 . ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 t August 31,2017 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rov. 10/09/2015 BEFORE USE. Design valid for use only wth 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 andfor chord members only. Additional temporary and permanent bracing MiTek• is always required for stabriity 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 . ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job _ Truss Truss Type Qty Ply john start residence 2x4 i 3x6 II K3623429 171008 V10 Valley 1 1 TCLL 20.0 Job Reference (optional) I ieeea wniutn, --my 5-7-0 t1.U1U S Aug 11 2U1 f MI I eK Inaustrles, Inc. I hU Aug 31 11:51:53 2017 Page 1 I D:OoLxOT8pftQclvS??axwtEzi-nUds-fvU8ubg9AMY99F DHk9hoJZicncPlxQo331gepnyiL?K 2.5x5 11 3 6 Scale = 1:17.8 ^� 5 4 2x4 i 3x6 II I LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 220/195 10) TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 18 lb FT = 20% LUMBER- BRACING- - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=14715-6-8,3=-446/5-6-8, 4=-173/5-6-8,5=867/5-6-8 Max Horz 1=73(LC 14) Max Uplift 3=-450(LC 18), 4=-345(LC 5), 5=-172(LC 14) Max Grav 1=147(LC 18), 3=201(LC 14), 5=879(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-643/616 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; C11=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 3=450,4=345,5=172. t Q;i�OFESS/Ojv, ZHgO Fti m C 70068 EXP. 9-30-2018 CIVIL F OF CA1j�� August 31,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 { Job Truss Truss Type Qty Ply john starr residence ' TOP CHORD 2X4 DF No.1&Btr G 'TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. ' BOT CHORD 2X4 DF No.1 &Btr G -3 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing' WEBS- 2X4 DF No.1&Btr G K3623430 171008 V11 , Valley (• 1 1 � FORCES. (lb) -Max. Corrp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference o tional meeks lumber, redding, 8.010 s Aug 11 2017 MiTek Irdustries, Inc. Thu Aug 31 11:51:54 2017 Page:1 q r ID:OoLxOT8pftQclvS??axwtEzmUds-752W5xrnwggOnPoTltD1nnFpYOmKguoDHXQCLDyiL?J 3-7-0 " r.• 3.7-0 Scale = 1:11.8 2x4 11 g l 2 ry . ' 6.00 12 a ' a OOr + a 1 • 1 ' 5 4 - r• . - 2X4 I- 2X4 II + LOADING (psf) TCLL c 20.0 TCD now=2 10) CDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015ITP12014 CSI. TC 0.06 BC 0.04 WB 0.02 Matrix -S DEFL. in (loc) I/dell Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) -0.00 s 3 n/a n/a PLATES GRIP MT20 220/195 - Weight 11 Ib. i FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G 'TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. ' BOT CHORD 2X4 DF No.1 &Btr G -3 . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing' WEBS- 2X4 DF No.1&Btr G REACTIONS. (Ib/size) ,1=86/3-6-8, 3=-128/3-6-8; 4=-52/376-8, 5=331/3-6-8 I. Max Horz 1=44(LC 14) t r Max Uplift 3=-128(LC 1), 4=-104(LC 5), 5=-65(LC 14) Max Grav 1=86(LC 1), 3=58(LC 14), 5=331(LC 1) FORCES. (lb) -Max. Corrp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- ' 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. ' II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right expcsed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate'grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; 6=1.1 ; 3) Unbalanced snow loads have been considered for this design. ' 4) Gable requires continuoLs bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle'3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction cf 20% has been applied for the green lumber members. j 8) Bearing at joint(s) 3 considers parallel to grain value using ANSIrrPl.1 angle to grain formula. Building designer should verify capacity of bearing surface. t' Provide mechanical conrection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=jb) t _9) '3=128.4=104. Q�OFESS10& Z11,40 G) J C 70068 - -30- 8 " August 31,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 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 incicated 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 ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. -' - i Corona, CA 92880 Job Truss iE . Type; Qty Ply john Starr residence Ty 171008 : V12 -U1 Job Reference (optional) ,r -` '.. meeks lumber, redding r ? : ..r 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:55 2017 Page 1 °` » - },•ID:OoLxOTBpftQclvS??axwtEzmUds-blculHsQh_osPZNgrakGO_nzdQ6KPLeMWB9IufyiL?I , - 7-5-8 t' a. •- t 7-5.8 :� • c •: , 2x4 I I . _ •r Scale = 1'23.4. - � .r ` ' :• -' 1 • f 'I - .r .- �: - 12' -tg - . , +w' 9600 t.. r II ° 2x4Li j 1 c <. 7 2x4 i r _ �- t ,4 "f '2x4 II 1 2x4 II LOADING (psf) TCLL 20.0 SPACING- 2-0-0' CSI. DEFL. in (loc) I/deft L/d PLATES •. GRIP Plate Grip DOL 1.15 ' TC 0.10 .• Vert(LL) n/a. n/a 9994 MT20 220/195 TCDLSnow=2100)0 Lumber DOL 1.15 BC .0.05 r . t Vert(CT) n/a n/a 999 Rep Stress Incr • . YES WB 0.05 Horz(CT) -0.00 4 'n/a n/a ' BCLL 0.0 BCOL 10.0 Code IBC2015fTP12014 Matrix -S , j ; �. Weight: 26 Ib FT = 20% LUMBER- r t r BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD ; Structural wood sheathing directly applied or 6-0-0 oc purlins.` a BOT CHORD 2X4 DF No. 1&Btr G - BOT CHORD J ' Rigid ceiling directly applied or 10-0-0 oc bracing. .1 WEBS 2X4 DF No. 1&Btr G • • _ OTHERS 2X4 DF No. 1&Btr G - - <- " t - y• 1 REACTIONS. All bearings 7-5-0. (lb) - Max Horz 1=100(LC 14) ` 1 Max Uplift All uplift 100 Ib or less at joint(s) 7, 6 except 4=-170(LC 18), 5=-143(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 1, 4 except 7=305(LC 18), 6=426(LC 18) - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS' 3-6=-312/275 • . " ' NOTES- - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=411; Cat. t t t It; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-5-8, Interior(1) 3-5-8 to 7-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate,. , grip DOL=1.60 1 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct=1.1 • ` 4 ' ^ 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. • 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • :• ; will fit between the bottom chord and any other members. r f f 7) A plate rating reduction of 20% has been applied for the green lumber members: 8) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify, 3 e capacity of bearing surface. / 1 c 1. . , • , t 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at " joint(s) 7, 6 except at=lb) ()FF_ 10 4=170, 5=143. ZNg0 Fy�� .. .' } J - C 70068 '` X 2018 f -:1 _ • ., .. . �; - ' Ali .. :. t August 31,2017 - Job Truss iE . Type; Qty Ply john Starr residence Ty 171008 : V12 -U1 Job Reference (optional) ,r -` ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7471 reV. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not •a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��• building design. Bracing indicated is to prevent buckling of individual truss web andfor 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 . - 1 ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1 w s _ .. r :t RJA. l.. Job Truss Type Oty Ply john Starr residence �—russ K362S432 171008 V13 Valley 1 1 in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 Job Reference (optional) meeks lumber, redding 0 c< 0 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:55 2017 Page 1 I D:OolxOT8pftQclvS??axwtEzlnUds-blcul H sQh_osPZNgrakGO_nySQ5KPKMM W B9lufyiL , 5-5-8 5-5-8 2.5x5 II 3 5 4 2x4 3x6 II Scale = 1:17.5 WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 1=143/5-5-0,3=-420/5-5-0,4=-163/5-5-0,5=826/5-5-0 Max Horz 1=71(LC 14) Max Uplift 3=-424(LC 18), 4=-326(LC 5), 5=-164(LC 14) Max Grav 1=143(LC 18), 3=190(LC 14), 5=837(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-612/532 NOTES - 1) Wind: ASCE 7-10; Vult=1'0mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.3 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable'requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This.truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 3=424,4=326,5=164. Q�pFESSIONq, ZH40 �y�m C 70068 August 31,2017 ®WARNING - Verify design parame(ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not DEE • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M le'k- is always required for stabilityand 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 ANSIITPI1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Corona, CA 92880 I LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) n/a. n/a 999 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix -S Weight: 17 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 1=143/5-5-0,3=-420/5-5-0,4=-163/5-5-0,5=826/5-5-0 Max Horz 1=71(LC 14) Max Uplift 3=-424(LC 18), 4=-326(LC 5), 5=-164(LC 14) Max Grav 1=143(LC 18), 3=190(LC 14), 5=837(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-612/532 NOTES - 1) Wind: ASCE 7-10; Vult=1'0mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.3 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable'requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This.truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 3=424,4=326,5=164. Q�pFESSIONq, ZH40 �y�m C 70068 August 31,2017 ®WARNING - Verify design parame(ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not DEE • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M le'k- is always required for stabilityand 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 ANSIITPI1 Quality Criteria, OSB -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Corona, CA 92880 J06 v Truss Truss Type Qty Ply john Starr residence 2x4 5- 2x4 II K3623433 171008 V14 Valley 1 1 , Job Reference (optional) meeKS IUmDer, reaOing 8.010 s Aug 11 2017 MiTek Industries, Inc. Thu Aug 31 11:51:56 2017 Page 1 ID:OoLxOT8pf QclvS??axwtEznlUds-3UAGWdt2SHwjOjysPIFVwBK97pSr8nJVIrvJQ6yiL?H 3.5-8 3.5-8 2x4 II 3 Scale = 1:11.5 WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=82/3-5-0, 3=-11413-5-0, 4=-47/3-5-0, 5=306/3-5-0 Max Hori 1=42(LC 14) Max Uplift 3=-114(LC 1), 4=-93(LC 5), 5=-60(LC 14) Max Grav 1=82(LC 1), 3=52(LC 14), 5=306(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1:1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify - capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except Qt=lb) 3=114. _ 9' pOESS/0/v ZH'J �y2 C 70068 E , 9-30-2018 i �Q- AI�F August 31,2017 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a buildingdesign. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing M ITBK• 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 5 4 . 2x4 5- 2x4 II j LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TC10) 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 3 n/a n/a LL BC BCDL 10.0 0.0 Code IBC2015ITP12014 Matrix -S Weight: 10 Ib FT = 20% LUMBER= BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 1=82/3-5-0, 3=-11413-5-0, 4=-47/3-5-0, 5=306/3-5-0 Max Hori 1=42(LC 14) Max Uplift 3=-114(LC 1), 4=-93(LC 5), 5=-60(LC 14) Max Grav 1=82(LC 1), 3=52(LC 14), 5=306(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1:1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify - capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except Qt=lb) 3=114. _ 9' pOESS/0/v ZH'J �y2 C 70068 E , 9-30-2018 i �Q- AI�F August 31,2017 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a buildingdesign. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing M ITBK• 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 ' offsets are indicated. 6-4-8 1 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 BCSI. 0-1�� 1611 C1-2 C2-3 2. Truss bracing must be designed by an engineer. For o WEBS cue 4 �y p O 6 '� ��a O wide truss spacing; individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. U = 3. Never exceed the design loading shown and never o° 0- U stack materials on inadequately braced trusses. OF p 4. Provide copies of this truss design to the building C7-8 C6- C5-61-- For 4 x 2 Orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. 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 NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint 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 details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END 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 -1311, ESR -1352, ESR 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 Indicated by symbol shown and/or b text in the bracing section of the Y 9 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at 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 14. Bottom chords require lateral bracing at spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. _ _ ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TP11: 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 DSB-89: Design Standard for Bracing. ® is not sufficient. ' BCSI: BuildingComponent SafetyInformation, hfiffek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 f • 1 t AUGUST 1, 2016 WEB BRACING RECOMMENDATIONSMII-WEBBRACE I] �4 q T-1 MiTek USA, Inc. SCe C 7 0 1 A MiTek Affiliate ay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS Mitek USA, Inc. Page 1 of 1 BRACE BAY SIZE*. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) . 24"O.C. - 48"O.C.. 72" O.C. A A BRACING MATERIAL TYPE B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 1 X 4 #2 SRB (OF, HF, SPF) 1886 1886 2829 ' 3143 3143 4715 2358" 2358 3536 1886 1886 2829 . 12'-0" 1342 1572 1572 2358 4715 7074 14-0 11 50 13 47 1 4 3 7 2021 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) OSB -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 20'4" 805 943 943 1414 ay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.0 ONLY. MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STA BILI:ERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" ' TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional braciig may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2.1Od NAILS (SEE NOTE 4) 4 QROFESS/ON �ERRIQ 6q`F2 O G) o S 6332 M A * EXR 6/30/2018' December 21,2016 me 6v3(h�/I16�nv kf,fl E�S��d(�llltsjiwpg"gj)*gqjy�AytIOB'INBOUDED MITEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Mal' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1LiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 GENERAL NOTES TYPE BRACING MATERIALS 1 T. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A _OR_ w 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER; AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE .TRUSS WITH 2-8d (0.131"x2.51 FOR 1x4 BRACES. 2-10d (0.131"x 3') FOR 20 and 20 BRACES. AND 3-10d (0.131'ka) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131"X25') NAILS FOR 1x4 LATERAL BRACES, . - 2-10d (0.131'X3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131'X3") FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT - C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) OSB -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. wwww.sbcindustry.com and www.tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. ' ' 8. TABULATED VALUES ARE BASED ON A DOL = 1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.0 ONLY. MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STA BILI:ERS MAY BE REPLACED WITH WOOD BLOCKING. SEE "STABILIZER" ' TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional braciig may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2.1Od NAILS (SEE NOTE 4) 4 QROFESS/ON �ERRIQ 6q`F2 O G) o S 6332 M A * EXR 6/30/2018' December 21,2016 me 6v3(h�/I16�nv kf,fl E�S��d(�llltsjiwpg"gj)*gqjy�AytIOB'INBOUDED MITEK REFERENCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Mal' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1LiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 J AUGUST 1, 2076 T -BRACE / I -BRACE DETAIL MII - T -BRACE O OO a- MiTek USA, Inc. Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Nails MiTek USA, Inc. Page .1 of 1 Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web I-BI'8Ce rated boards with design values that are equal to (or better) the truss web design values. 1 ��¢ For SP truss lumber grades up to #2 with 1X bracing material, use INDNS !Eia'1&0/brace 'WARNING - Verify design parameters and READ NOTES rev. EFO'REII , 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 iTe 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 ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 _ yx. Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) T -Brace 1 x4 (*) I -Brace 2x6 1 x6 (*) T -Brace 2x6.1 -Brace 2x8 2x8 T -Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace -- MI -Brace Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress Web I-BI'8Ce rated boards with design values that are equal to (or better) the truss web design values. 1 ��¢ For SP truss lumber grades up to #2 with 1X bracing material, use INDNS !Eia'1&0/brace 'WARNING - Verify design parameters and READ NOTES rev. EFO'REII , 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 iTe 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 ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 _ yx. AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE 0� ® MiTek USA, Inc. Page 1 of 1 a 00 a MiTek USA, Inc. YMM[fl A MiTek Afliliate ' Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131 " X 3") 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of.L-Brace (On Two -Ply's Nail to Both Plies) WE Nails Web December 21,2016 I A�l rerny ia5 yarerrrererdgn� �uyaxE6�ly�%/19.117461fN¢6 f�A I FBRLWJ PAGE MII-74731e1 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing imitated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is aN+ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fvbrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availaole from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 U4 *** 2x6 1x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. QROF ESS/ON L( 6q�Fti RRICO ti p� o S 6332 70 M L -Brace Size XP. 6/30/2018 * for Two -Ply Truss E r71OFCA1F Specified Continuous Rows of Lateral Bracing / Web Size 1 2 20 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** DIRECT SUBSTITUTION NOT APLICABLE. Web December 21,2016 I A�l rerny ia5 yarerrrererdgn� �uyaxE6�ly�%/19.117461fN¢6 f�A I FBRLWJ PAGE MII-74731e1 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing imitated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is aN+ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fvbrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information availaole from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE =UE1 U MiTek usa, inc. Page 1 of 1 _ 0 0o Note: Scab -Bracing to be used when continuous n lateral bracing at midpoint (or T -Brace) is j impractical. MiTek USA, Inc. Scab must cover full length of web +/- 6". A MiTek Affiliate THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section Detail �F— Scab -Brace \ Web December, 21,2016 ®WARNING �IFe 88eigrr poser MRM✓�I �S �p Q�D�v67L q��IBIIQEfgG II mAlaamW.ex83/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must 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, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 c= AUGUST 1, 201E Standard Gable End Detail Mll-GE130-SP MiTek USA. Inc. Pane 1 of 9 �Jaa D=M MiTek USA, Inc. ymmlo A MiTek AffPate DIAGONAL BRACE Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" D.C. Vertical Stud -SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud \ (4) - 16d Nails DIAGONA_ B CE 2 DIAGONAL 16d Nails Stud Spaced 6" D.C. (2) - 10d Nails into 2x6 2x6 Stud or DIAGONAL 2x4 No.2 of better Stud Size Typical Horizontal Brace Brace Nailed To 2x Verticals SECTION A -A w/(4) -10d Nails 1/3 POINTS 2x4 tud 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END: SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** 3x4 = SHEAT- HIINGITO 2x4" X2.5") STD NAISPFIBLOCK PLYWOOD Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF 42 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZCNTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DC NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathing 24" MaXIX 9 V-3" 2 1 Max. NAIL �10d NAILS /Trus s @ 24" o.c. Diag. Brace at 1/3 points if needed Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall .. — .. .—...,— . .. .. ..... -10-111016 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 irdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is aKvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delive.y, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. / 2xxD AGONAL BRACE SPACED 48" C.C. j ATTACHED TO VERTICAL WITH (4) -15d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) QROFESS/O \ �ERRIQ CO O `f uJ T 6332 M P.6/30/2018 ti FOFCA1 December 21,2016 Mal, MiTek' 250 Klug Circle Corona, CA 92880 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 1 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SPNo. 3/Stu 24"D.C. 1 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall .. — .. .—...,— . .. .. ..... -10-111016 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 irdicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is aKvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delive.y, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. / 2xxD AGONAL BRACE SPACED 48" C.C. j ATTACHED TO VERTICAL WITH (4) -15d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) QROFESS/O \ �ERRIQ CO O `f uJ T 6332 M P.6/30/2018 ti FOFCA1 December 21,2016 Mal, MiTek' 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ----I FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 MiTek USA, Inc. Page 1 of 1 NOTES: SP . TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 0� AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 0 0� 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. u 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. ENDGINEERED BY �0 SQUARE CUT AMiTek Affikafe SIDE VIEW SIDE VIEW 74.2 (2x4) (20) 63.4 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ----I FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S O .131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J n .162 118.3 108.3 93.9 91.9 80.2 Cl) 128 84.1 76.9 6 65.3 57.0 z O J .131 88.1 80.6 69.9 68.4 59.7 U') .148 106.6 97.6 84.7 82.8 72.3 c+i (D .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76,9 66.7 65.3 57.0 J C? .131 88.1 80.6 69.9 68.4 59.7 Cl) .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE ----I FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE December 21,2016 AUGUST 1, 2016 0 00 0 00 a MiTek USA, Inc. ymmal A MiTek Affiliate C� TRUSSED VALLEY SET DETAIL MII-VALLEY2 (BEVELED BOTTOM CHORD) MiTek USA, Inc. Page 1 of 1 1 NOTE: VALLEY STUD SPACING NOT GABLE END, COMMON TRUSS TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING OR GIRDER TRUSS \ D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P. 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ f 2) 16d TOE -NAILS 12 SEE DETAIL" A, B4ORC BELOW (TYP.) BEVEL VALLEY TRUSS GABLE END, COMMON TRUSS OR GIRDER TRUSS 7 8 ------------ s 11 10 BEVEL VALLEY TRUSS .r TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE: 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE SECURE VALLEY TRUSS W/ USP.RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) December 21,2016 'WRRNI/VCWariyiea gTyAlramer4RNNM REA'9 rJ67E&OAVR�S AIV81NCTl�E6NHFC14 RNPEREIYCE��GE RATORdlrbv.10/09/2015 BEFORE USE. Design valid for use onty w8.t MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a truss system. Before use. -he 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 stabiliy 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1, II II II II II 11 II 11 I, I, I, II II II II II II II �, II I II II II II II II I , ' II II II II II I II I� it II II II II II �� II ,' II II 11 II II �, II ,I II 11 II II II �, I � II II II 1 11 I' 11 11 II II It '1 II 11 II 1' I' 'I II II II II II Ij Ij �I BASE TRL VALLEY TRUSS TYPICAL TYPICAL (24" O.C.) VALLEY TRUSS TYPICAL 5 (24" O.C.) \ This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P. 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ f 2) 16d TOE -NAILS 12 SEE DETAIL" A, B4ORC BELOW (TYP.) BEVEL VALLEY TRUSS GABLE END, COMMON TRUSS OR GIRDER TRUSS 7 8 ------------ s 11 10 BEVEL VALLEY TRUSS .r TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE -NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE: 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3.5) NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE SECURE VALLEY TRUSS W/ USP.RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) December 21,2016 'WRRNI/VCWariyiea gTyAlramer4RNNM REA'9 rJ67E&OAVR�S AIV81NCTl�E6NHFC14 RNPEREIYCE��GE RATORdlrbv.10/09/2015 BEFORE USE. Design valid for use onty w8.t MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a truss system. Before use. -he 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 stabiliy 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information availatle from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL M11 -PIGGY 0 00 a MiTek USA, Inc. ymmn A MiTek Affiliate A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE -NAILED. B - BASE TRUSS. REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131" X 3.5") NAILS EACH. D - 2 X _ X 4'-0" SCAB. SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED C INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 fl. E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. W/ (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB C( NOTE D MiTek USA, Inc. Page 1 of 1 MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-02, ASCE 7-05 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: QROFESS/ OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS O 9 ��. �RRILL !<:' MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. G% rij y 2) ATTACH 2 x _ x 4'-0" SCAB TO EACH FACE OF Q S6332 m M TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131"X 3") NAILS LU 0 A SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH \T P. 6/30/2018 VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW FOFCA\0� C BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS 4A GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, December 21,2016 NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. ,&WARNING -Verify design parametersarTr}f�E�i� ��P/IrFliff 'iJa L� lY1Tf l� AI AGE MII-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e�• 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 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92860 STANDARD PIGGYBACK TRUSS Mil -PIGGY -PERP. AUGUST 1, 2016 CONNECTION DETAIL (PERPENDICULAR) 00 aaaa 0 00 0 00 IJ U a MiTek USA, Inc. ' E � IN EKED BY ao a A MiTek Affiliate DETAIL IS NOT A'DPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. PIGGY -BACK TRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback truss information. MiTek USA, Inc. Page 1 of 1 MAX MEAN ROOF HEIGHT = 30 FEET BUILDING CATEGORY II WIND EXPOSURE B or C WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10 125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACK TRUSS TO BASE TRUSS WITH (2) - 16d (0.131" X 3.5") NAILS TOENAILED. NEAR SIDE I\/I FAR SIDE \ yr BASE TRUSS (SIDE VIEW), Refer tz) actual truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: IORD 1 r .1 cc u 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL. BE SUCH AS TO AVOID UNUSUAL SPLITTING NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY; 2. THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER; 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FT OR LESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULAR TO BASE TRUSSES. 5. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT. December 21,2016 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 1010312015 BEFORE USE.�� Cesign valid for use only with MiTek(D 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 stabbty 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 ANSIITP11 quality Criteria, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 T �� N 1 4 5 n..' 6 7 7 6 5 4 1 - '7'`�r• r •.- D2 j°° i t . � r# i L rt , >n C C n r X N A .Ile �rp 00 2. BUILDER: - - - ABOVE PLAN PROVIDED FOR TRUSS Staff; John PLACEMENT ONLY. REFER TO TRUSS i CALCULATIONS AND ENGINEERING ,PR JE T TITLE: - -- ' STRUCTURAL DRAWING FOR ALL Walter/ Brown residence FURTHER INFORMATION. BUILDING • R i DESIGNER/ENGINEER OF RECORD JOB No: RESPONSIBLE FOR ALL NON -TRUSS , Y 171008,",l-, - TO TRUSS CONNECTIONS. 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